section 12 - soil-corrugated metal structure interaction systems

BRIDGE DESIGN SPECIFICATIONS bull APRIL 2000

SECTION 12 - SOIL-CORRUGATED METAL STRUCTURE INTERACTION SYSTEMS

+ + + + + + + + + + + + + + + + + + + + +

+ + + +

121 GENERAL

1211 Scope

The specifications of this section are intended for the structural design of corrugated metal structures It must be recognized that a buried flexible structure is a composshyite structure made up of the metal ring and the soil envelope and that both materials play a vital part in the structural design of flexible metal structures

1212 Notations

A = area of pipe wall (Article 1231) Em = modulus of elasticity of metal (Articles 1232

and 1234) FF = flexibility factor (Article 1234) fcr = critical buckling stress (Article 1232) fu = specified minimum tensile strength (Article

1232) fy = specified minimum yield point (Article 1231) I = moment of inertia per unit length of cross

section of the pipe wall (Article 1234) k = soil stiffness factor (Article 1232) P = design load (Article 1214) r = radius of gyration of corrugation (Article 1232) S = diameter or span (Article 1214) s = pipe diameter or span (Articles 1232 and 1234) SS = required seam strength (Article 1233) T = thrust (Article 1214) TL = thrust load factor (Articles 1231 and 1233) γ = load factor β e = effective density increase φ = capacity modification factor (Articles 1231 and

1233)

1213 Loads

Design load P shall be the pressure acting on the structure For earth pressures see Article 62 For live load see Articles 37 and 65 For loading combinations see Article 322

1214 Design

12141 The thrust in the wall shall be checked by three criteria Each considers the mutual function of the metal wall and the soil envelope surrounding it The criteria are

(a) Wall area (b) Buckling stress (c) Seam strength (structures with longitudinal seams)

12142 The thrust in the wall is

ST = P times (12-1)

2

where

P = design load in pounds per square foot S = diameter or span in feet T = thrust in pounds per foot

12143 Handling and installation strength shall be sufficient to withstand impact forces when shipshyping and placing the pipe

1215 Materials

The materials shall conform to the AASHTO specifishycations referenced herein

1216 Soil Design

12161 Soil Parameters

The performance of a flexible culvert is dependent on soil structure interaction and soil stiffness

The following must be considered

(a) Soils (1) The type and anticipated behavior of the foundation soil must be considered ie stability

SECTION 12 SOIL-CORRUGATED METAL STRUCTURE INTERACTION SYSTEMS 12-1


for bedding and settlement under load (2) The type compacted density and strength properties of the soil envelope immediately adjacent to the pipe must be established

Good side fill is obtained from a granular material with little or no plasticity and free of organic material

+ ie Caltrans classifications shall be followed for the 90 + and 95 compaction specified in Figure 1274A and + Standard Plan A62-F

(b) Dimensions of soil envelope

The general recommended criteria for lateral limits of the culvert soil envelope are as follows

(1) Trench installationsmdash2 feet minimum each side of culvert This recommended limit should be modified as necessary to account for variables such as poor in-situ soils

+ (2) Embankment installationsmdash2 feet minimum on + each side of culvert + (3) The minimum upper limit of the soil envelope is 2 + feet above the culvert

12162 Pipe Arch Design

The design of the corner backfill shall account for corner pressure which shall be considered to be approxishymately equal to thrust divided by the radius of the pipe arch corner The soil envelope around the corners of pipe arches shall be capable of supporting this pressure

12163 Arch Design

121631 Special design considerations may be applicable a buried flexible structure may raise two important considerations The first is that it is undesirable to make the metal arch relatively unyielding or fixed compared with the adjacent side fill The use of massive footings or piles to prevent any settlement of the arch is generally not recommended

Where poor materials are encountered consideration should be given to removing some or all of this poor material and replacing it with acceptable material

The footing should be designed to provide uniform longitudinal settlement of acceptable magnitude from a functional aspect Providing for the arch to settle will protect it from possible drag down forces caused by the consolidation of the adjacent side fill

The second consideration is bearing pressure of soils under footings Recognition must be given to the effect of

depth of the base of footing and the direction of the footing reaction from the arch

Footing reactions for the metal arch are considered to act tangential to the metal plate at its point of connection to the footing The value of the reaction is the thrust in the metal arch plate at the footing

121632 Invert slabs and other appropriate measures shall be provided to anticipate scour

1217 Abrasive or Corrosive Conditions

Extra metal thickness or coatings may be required for resistance to corrosion and abrasion For highly abrasive conditions a special design may be required

1218 Minimum Spacing

When multiple lines of pipes or pipe arches greater than 48 inches in diameter or span are used they shall be spaced so that the sides of the pipe shall be no closer than one-half diameter or 3 feet whichever is less to permit adequate compaction of backfill material For diameters up to and including 48 inches the minimum clear spacing shall not be less than 2 feet

1219 End Treatment

Protection of end slopes may require special considshyeration where backwater conditions may occur or where erosion and uplift could be a problem Culvert ends constitute a major run-off-the-road hazard if not properly designed Safety treatment such as structurally adequate grating that conforms to the embankment slope extenshysion of culvert length beyond the point of hazard or provision for guardrail are among the alternatives to be considered End walls on skewed alignment require a special design

12110 Deleted +

122 SERVICE LOAD DESIGN

Service Load Design method shall not be used +

123 LOAD FACTOR DESIGN

Load Factor Design is a method of design based on ultimate strength principles

12-2 SECTION 12 SOIL-CORRUGATED METAL STRUCTURE INTERACTION SYSTEMS


1231 Wall Area

TLA = (12-7)φf y

where

A = area of pipe wall in square inches per foot TL = thrust load factor in pounds per foot fy = specified minimum yield point in pounds per

square inch φ = capacity modification factor

1232 Buckling

If fcr is less than fy A must be recalculated using fcr in lieu of fy

If s ltk r 24

uf mE

then crf = uf minus 48

2

mE f u ( )2ksr

(12-8)

If s gtk r 24

uf mE

then crf = ( )2

12

rks

mE (12-9)

where

fu = specified minimum tensile strength in pounds per square inch

fcr = critical buckling stress in pounds per square inch

k = soil stiffness factor = 022 s = pipe diameter or span in inches r = radius of gyration of corrugation in inches Em = modulus of elasticity of metal in pounds per

square inch

1233 Seam Strength

For pipe fabricated with longitudinal seams (riveted spot-welded bolted) the seam strength shall be suffishycient to develop the thrust in the pipe wall The required

seam strength shall be TLSS = (12-10)φ

where

SS = required seam strength in pounds per foot TL = thrust multiplied by applicable factor in pounds

per linear foot φ = capacity modification factor

1234 Handling and Installation Strength

Handling rigidity is measured by a flexibility factor FF determined by the formula

2 sFF = (12-11)

EmI

where

FF = flexibility factor in inches per pound s = pipe diameter or maximum span in inches Em = modulus of elasticity of the pipe material in

pounds per square inch I = moment of inertia per unit length of cross section

of the pipe wall in inches to the 4th power per inch

124 CORRUGATED METAL PIPE

1241 General

12411 Corrugated metal pipe and pipe-arches may be of riveted welded or lock seam fabrication with annular or helical corrugations The specifications are

Aluminum Steel AASHTO M 190 M 196 AASHTO M 36 M 245 M 190

12412 Service Load DesignmdashSafety Factor SF




12413 Load Factor DesignmdashCapacity Modification Factor φφφφφ

+

Helical pipe with lock seam or

fully welded seam

Annular pipe withspot welded riveted

or bolted seam γ 13 13 βE 15 15

φ wall area amp buckling 09 09

φ seam strength

- 067

12414 Flexibility Factor

(a) For steel conduits FF should generally not exceed the following values

For 14-in and 12-in depth corrugation FF = 43 times 10-2

For 1-in depth corrugation FF = 33 10-2

(b) For aluminum conduits FF should generally not exceed the following values

For 14-in and 12-in depth corrugation with 06 in and thinner material thickness

FF = 31 10-2

075 in thickness FF = 61 10-2

All other material thicknesses FF = 92 10-2


12415 Minimum Cover

+ The minimum cover for design load shall be Span5 or + 2 feet minimum (flexible pavement or unpaved) and + Span5 or 12 feet minimum (rigid pavement)

1242 Seam Strength

Minimum Longitudinal Seam Strength

2 12 and 2-23 12 Corrugated Steel Pipe mdash Riveted or Spot Welded

Thickness (in)

Rivet Size (in)

Single Rivets (kipsft)

Double Rivets (kipsft)

0064 516 167 216

0079 516 182 298

0109 38 234 468

0138 38 245 490

0168 38 256 513 3 1 Corrugated Steel PipemdashRiveted or Spot Welded

Thickness (in)

Rivet Size (in)


0064 38 287

0079 38 357

0109 716 530

0138 716 637

0168 716 707 2 12 and 2-23 12 Corrugated Aluminum Pipe mdash

Riveted Thickness

(in) Rivet Size

(in) SingleRivets

(kipsft) Double Rivets

(kipsft) 0060 516 90 140

0075 516 90 180

0105 38 156 315

0135 38 162 330

0164 38 168 340

3 1 Corrugated Aluminum PipemdashRiveted Thickness

(in) Rivet Size

(in) Double Rivets

(kipsft) 0060 38 165

0075 38 205

0105 12 280

0135 12 420

0164 12 545



1243 Section Properties

12431 Steel Conduits

112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0028 0304 mdash mdash

0034 0380 mdash mdash

0040 0456 00816 0253

0052 0608 00824 0344

0064 0761 00832 0439

0079 0950 00846 0567

0109 1331 00879 0857

0138 1712 00919 1205

0168 2098 00967 1635

12432 Aluminum Conduits

timestimestimestimestimestimestimestimestimestimestimestimestimestimes

5 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0794 03657 8850

0079 0992 03663 11092

0109 1390 03677 15650

0138 1788 03693 20317

0168 2186 03711 25092

112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0048 0608 00824 0344

0060 0761 00832 0349

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0040 0465 01702 1121

0052 0619 01707 1500

0064 0775 01712 1892

0079 0968 01721 2392

0109 1356 01741 3425

0138 1744 01766 4533

0168 2133 01795 5725

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0775 01712 1892

0075 0968 01721 2392

0105 1356 01741 3425

0135 1745 01766 4533

0164 2130 01795 5725

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0890 03417 8659

0079 1113 03427 10883

0109 1560 03448 15459

0138 2008 03472 20183

0168 2458 03499 25091

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0890 03417 8659

0075 1118 03427 10883

0105 1560 03448 15459

0135 2088 03472 20183

0164 2458 03499 25091



1244 Chemical and Mechanical Requirements

12441 Aluminum-corrugated metal pipe and pipe-arch material requirementsmdashAASHTO M 197

Mechanical Properties for Design Material

Grade Minimum

Tensile Strength (psi)

Minimum Yield Point

(psi)

Modulus of Elasticity

(psi) 3004-H34 31000 24000 10 106

3004-H32 27000 20000 10 106

Material Grade 3004-H32 is to be used with helical corrugated pipe only

12442 Steel-corrugated metal pipe and pipeshyarch material requirementsmdashAASHTO M 218 and M246

Mechanical Properties for Design Minimum


Minimum Yield Point

(psi)


(psi) 45000 33000 29 106

1245 Smooth Lined Pipe

+ +

Corrugated metal pipe composed of a smooth liner and corrugated shell integrally with helical seams shall not be used

125 SPIRAL RIB METAL PIPE

1251 General

+ + + + +

12511 Spiral rib metal pipe fabricated from a single thickness of smooth sheet with helical spaced ribs projecting outwardly shall be designed in accordance with Article 123 and the effective section properties of Article 1253 The specifications are

Aluminum Steel

AASHTO M 190 M 196 AASHTO M 36 M 245 M 190

1252 Design

12521 Load Factor Design

γ 13

βE 15

φ 09

Service Load Design Method shall not be used


(a) For steel conduits FF should generally not exceed the following values FF = 0263 I033 for 3 3 71 configurations4 4 2FF = 0163 I033 for 3 1 81 and 3 1 1114 2 4 2 configurations

(b) For aluminum conduits FF should generally not exceed the following value FF = 0420 I033 for 34 34 712 configurations FF = 0215 I033 for 34 1 1112 configurations

12523 Minimum Cover

For steel conduit the minimum cover shall not be less than Span4 or 2 feet minimum (flexible pavement or unpaved) and Span4 or 12 feet minimum (rigid paveshyment)

For aluminum conduits the minimum cover shall be less than Span275 or 2 feet minimum


12531 Steel Conduits 34 34 712 spacing

+

+

+ + + +

Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0509 0258 2821

0079 0712 0250 3701

0109 1184 0237 5537



34 1 1112 spacing Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0374 0383 4580

0079 0524 0373 6080

0109 0883 0355 9260

34 1 812 spacing

+ + + + +

+ Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0499 0379 5979

0079 0694 0370 7913

0109 1149 0354 11983

12532 Aluminum Conduits 34 34 712 spacing

timestimestimestimestimestimestimestimestimestimes

Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0415 0272 2558

0075 0569 0267 3372

0105 0914 0258 5073


(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0312 0396 4080

0075 0427 0391 5450

0105 0697 0380 8390


12541 Steel Spiral Rib Pipe and Pipe -Arch Requirements-AASHTO M 218

Mechanical Properties for Design

Minimum Minimum Tensile Yield Modulus of Strength Point Elasticity

(psi) (psi) (psi)

45000 33000 29 106

12542 Aluminum Spiral Rib Pipe and Pipe -Arch Requirements-AASHTO M 197



(psi) (psi) (psi)

31000 24000 10 106

1255 Construction Requirements

The deflection or elongation of the structure shall not exceed 5 at any time during construction or after

126 STRUCTURAL PLATE PIPE STRUCTURES

1261 General

12611 Structural plate pipe pipe-arches and arches shall be bolted with annular corrugations only

The specifications are

Aluminum Steel AASHTO M 219 AASHTO M 167


Service Load Design Method shall not be used +

12613 Load Factor Design Capacity Modification Factor

γ 13

βE 15

φ 09 +

See Figure 12613A



LOAD FACTOR DESIGN - SSPP

Grading Plane

Structure Backfill 95 compaction

Embankment construction prior to excavation

OG Shaped beddingBedding angle

2

Minimum 2 Span8

longitudinal joints

10-2 (pipe) 10-2 (pipeshy

10-2 (arch)


10-2 (arch)

1262 Seam Strength

Minimum Longitudinal Seam Strengths

6 2 Steel Structural Plate Pipe

Thickness Bolt Size 4 Boltsft 6 Boltsft 8 Boltsft (in) (in) (kipsft) (kipsft) (kipsft)

0109 34 420 mdash mdash






0280 34 1440 180 194

0318 78 mdash mdash 2350


Figure 12613A

Group X - Culvert =

167acirc15acirc10 LED ===

(for diameters largerthan 84 only)

+ + + + + + + + + + + + + + + + + + +

Where atilde =13 acirc

+

+

14 pcf

Staggered

14 pcf

o6



6 in 2 in corrugation FF = 20 6 in 2 in corrugation FF = 30 arch) 6 in 2 in corrugation FF = 30



12615 Minimum Cover

The minimum cover for design loads shall be Span8 + or 2 feet minimum (flexible pavement or unpaved) and + Span8 or 12 feet minimum (rigid pavement)



9 times 212 Aluminum Structural Plate Pipe

Thickness (in)

Bolt Size (in)

Steel Bolts 512 Bolts

Per ft (kipsft)

Aluminum Bolts 512 Bolts

Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528

1263 Section Properties 12631 Steel Conduits

6 2 Corrugations Thickness

(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320

timestimestimestimestimestimestimes

+ +

12632 Aluminum Conduits 9 212 Corrugations

Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434

1264 Chemical and Mechanical Properties

12641 Steel Structural Plate Pipe Pipe-Arch and Arch Material RequirementsmdashAASHTO M 167

MECHANICAL PROPERTIES FOR DESIGN

Minimum Tensile Strength

(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106

12642 Aluminum Structural Plate Pipe Pipe-Arch and Arch Material RequirementsmdashAASHTO M 219 Alloy 5052


Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106

1265 Structural Plate Arches

The design of structural plate arches should be based on ratios of a rise to span of 030 minimum

127 LONG SPAN STRUCTURAL PLATE STRUCTURES

1271 General

Long span structural plate structures are short span bridges defined as follows

12711 Structural plate structures (pipe pipeshyarch and arch) that exceed 20 feet diameter or span or the maximum sizes imposed by Article 126

12712 Special shapes of any size that involve a relatively large radius of curvature in crown or side plates Vertical ellipses horizontal ellipses underpasses low profile arches high profile arches and inverted pear shapes are the terms describing these special shapes



+ + +

+

+ + + + + +

12713 Wall strength and chemical and meshychanical properties shall be in accordance with Article 126

1272 Structure Design

12721 General

Long span structures shall be designed in accordance with Articles 121 123 and 126 except that the requireshyments for buckling and flexibility factor shall not apply The span in the formulae for thrust shall be replaced by twice the top arc radius Long span structures shall include acceptable special features Minimum requireshyments are detailed in Table 1271A

These structures may be designed in accordance with Article 125 and may omit the special features if all requirements of that article are adhered to

TABLE 1271A Minimum Requirements for Long Span Structures with Acceptable Special Features

I STRUCTURAL PLATE MINIMUM THICKNESS

Top Radius (feet)

lt 15 15 ndash 17 17 ndash 20 20 ndash 23 23 ndash 25

6 2 Corrugated Steel Plates

0109 0138 0168 0218 0249

II MINIMUM COVER IN FEET

Minimum cover shall be Span8 or 3 feet mimimum Coverage which is less than this shall have a 2 foot thick layer of Class C concrete placed over the crown This concrete shall extend between the longitudinal stiffeners (if longitudinally stiffened) or between the points of radii change

III GEOMETRIC LIMITS

A Maximum Plate Radiusmdash25 ft B Maximum Central Angle of Top Arc = 80o

C Minimum Ratio Top Arc Radius to Side Arc Radius = 2

D Maximum Ratio Top Arc Radius to Side Arc Radius = 5

Note Sharp radii generate high soil bearing pressures Avoid high ratios when significant heights of fill are involved

12722 Acceptable Special Features

127221 Longitudinally Reinforced Long Span Structural Plate Structures

Longitudinally reinforced long span structures shall have continuous longitudinal structural stiffeners conshynected to the corrugated plates at each side of the top arc Stiffeners shall be reinforced concrete

127222 Transversely Reinforced Long Span Structural Plate Structures

Transversely reinforced long span structures shall have reinforcing ribs formed from structural shapes curved to conform to the curvature of the plates fastened to the structure as required to ensure integral action with the corrugated plates and spaced at such intervals as necesshysary to increase the moment of inertia of the section to that required by the design They shall be considered a special design

1273 Foundation Design

12731 Settlement Limits

Foundation design requires a geotechnical survey of the site to ensure that both the structure and the critical backfill zone on each side of the structure will be properly supported within the following limits and considershyations

127311 Once the structure has been backfilled over the crown settlements of the supporting backfill relative to the structure must be limited to control dragdown forces If the sidefill will settle more than the structure a detailed analysis may be required

127312 Settlements along the longitudinal centerline of arch structures must be limited to maintain slope and preclude footing cracks (arches) Where the structure will settle uniformly with the adjacent soils long spans with full inverts can be built on a camber to achieve a proper final grade

127313 Differential settlements across the structure (from springline to springline) shall not exceed 001 (Span)2 rise in order to limit excessive rotation of the structure More restrictive settlement limits may be required to protect pavements or to limit longitudinal differential deflections

+



Standard Terminology of Structural Plate Shapes including Long Span Structures

Arch Underpass Horizontal Ellipse

Round Vertical Ellipse Pipe Arch

Low Profile Arch Inverted Pear High Profile Arch

2H1 2+ le Lw

Figure 1273

12732 Footing Reactions (Arch Structures)

Footing reactions are calculated by simple statics to support the vertical loads Soil load footing reactions (VDL) are taken as the weight of the fill and pavement above the springline of the structure

Live loads which provide relatively limited pressure zones acting on the crown of the structure are distributed to the footings

Footing reactions may be taken as

RV = (VDL + VLL) Cos ∆ (12732-1) RH = (VDL + VLL) Sin ∆ (12732-2)

Where RV = Vertical footing reaction component (Kft) RH = Horizontal reaction component (Kft) V = [H (S) ndash A ] α2DL 2 TVLL = n(AL)(LW + 2H1)

∆ = Return angle of the structure (degrees) AL = Axle load (K) = 50 of all axles that can be

placed on the structure in cross-sectional view at one time

32K for H20HS20 40K for H25HS25 50K for Tandem Axle 160K for E80 Railroad Loading

AT = the area of the top portion of the structure above the springline (ft2)

H1 = Height of cover above the footing to traffic surface (ft)

H = Height of cover from the structures springline to 2 traffic surface (ft)

LW = Lane width (ft)

n = interger number of traffic lanes

α = Unit weight of soil (kft3)



OG or Grading Plane

Minimum cover see Table 1271A

6-0

IN TRENCH

6-0

Minimum cover see Table 1271A Grading Plane

IN EMBANKMENT

LEGEND Structure Backfill (Culvert) 90 Relative Compaction

Roadway Embankment Structure Backfill (Culvert) 95 Relative Compaction

Figure 1274A


+ BRIDGE DESIGN SPECIFICATIONS bull APRIL 2000

12733 Footing Design

Reinforced concrete footings shall be designed in accordance with Article 44 to limit settlements to the requirements of 12731

Footings should be sized to provide bearing pressures equal to or greater than those exerted by the structural backfill on the foundation This helps to ensure that if settlements do occur the footings and backfill will settle in approximately equal amounts avoiding excessive dragdown loads on the structure

1274 Soil Envelope Design

+ 12741 Caltrans specifications shall be folshy+ lowed for the 90 and 95 compactions specified in + Figure 1274A except that the percentage of fines passshy+ ing the No 200 sieve shall not exceed 25

+ 12742 The extent of the select structural + backfill about the barrel is dependent on the quality of the + adjacent embankment For ordinary installations with + good quality well compacted embankment or in-situ soil + adjacent to the structure backfill a width of structural + backfill 6 feet beyond the structure is sufficient The + structure backfill shall also extend to an elevation 2 to 4 + feet over the structure Where dissimilar materials not

meeting geotechnical filter criteria are used adjacent to each other a suitable geotextile must be used to avoid migration

+ 12743 It shall not be necessary to excavate + native soil at the sides if the quality of the native soil is as + good as the proposed compacted side fill except to create + the minimum width that can be compacted The soil over + the top shall also be select and shall be carefully and + densely compacted

+ 12744 A geotechnical investigation shall be + required to ascertain that the backfill specified is adshy+ equate

12745 Concrete backfill or soil cement backshyfill shall not be used with any aluminum long span structure

12746 Where the structure has a small radius corner arc care must be taken to insure that the soil envelope will be capable of supporting the pressure

Forces acting radially off the small radius corner arc of the structure at a distance d1 from the structure can be calculated as

TP = 1 R + d (12746-1)

c 1

Where P1 = The horizontal pressure from the structure at a

distance d1 from it (psf) d1 = Distance from the structure (ft) T = Total dead load and live load thrust in the

structure (Article 12721-psf) Rc = Corner radius of the structure (ft)

The required envelope width beside the pipe d can be calculated for a known allowable bearing pressure as

Td = minus RcP (12746-2)Brg

Where d = required envelope width beside the structure (ft) PBrg = Allowable bearing pressure to limit compression

(strain) in the trench wall or embankment (psf)

See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment

When headwalls are not used special attention may be necessary at the ends of the structure For hydraulic structures additional reinforcement of the end is recom-mended to secure the metal edges at inlet and outlet against hydraulic forces Reinforced concrete or struc-tural steel collars tension tiebacks or anchors in soil partial headwalls and cut-off walls below invert eleva-tions are some of the methods which can be used Square ends may have side plates beveled up to a maximum 21 slope Skew cut ends must be fully connected to and supported by a reinforced concrete headwall The district Project Engineer shall approve the end treatment for hydraulic and aesthetic purposes

1276 Multiple Structures

Care must be exercised on the design of multiple closely spaced structures to control unbalanced loading Fills should be kept level over the series of structures when possible Significant roadway grades across a series of structures require checking of the stability of the flexible structures under the resultant unbalanced load-ing

The clearance may be reduced below that specified in Section 1218 to a minimum of 2 feet where Class C concrete is placed between structures

128 STRUCTURAL PLATE BOX CULVERT

Structural plate box culverts specifications shall not be used pending research and development of design standards

Embankment t

d1

vP

d cR

d

R

Rt = Top radius of the structure Rc = Corner radius of the structure d = Minimum structural backfill width P = The horizontal pressure from the structure at a

distance d from it (psf) Pv = Dead and live load pressure (psf) on the crown

Figure 1274B

Assumed Pressure Distribution

+ + +

+ + +



for bedding and settlement under load (2) The type compacted density and strength properties of the soil envelope immediately adjacent to the pipe must be established

Good side fill is obtained from a granular material with little or no plasticity and free of organic material

+ ie Caltrans classifications shall be followed for the 90 + and 95 compaction specified in Figure 1274A and + Standard Plan A62-F

(b) Dimensions of soil envelope

The general recommended criteria for lateral limits of the culvert soil envelope are as follows

(1) Trench installationsmdash2 feet minimum each side of culvert This recommended limit should be modified as necessary to account for variables such as poor in-situ soils

+ (2) Embankment installationsmdash2 feet minimum on + each side of culvert + (3) The minimum upper limit of the soil envelope is 2 + feet above the culvert

12162 Pipe Arch Design

The design of the corner backfill shall account for corner pressure which shall be considered to be approxishymately equal to thrust divided by the radius of the pipe arch corner The soil envelope around the corners of pipe arches shall be capable of supporting this pressure

12163 Arch Design

121631 Special design considerations may be applicable a buried flexible structure may raise two important considerations The first is that it is undesirable to make the metal arch relatively unyielding or fixed compared with the adjacent side fill The use of massive footings or piles to prevent any settlement of the arch is generally not recommended

Where poor materials are encountered consideration should be given to removing some or all of this poor material and replacing it with acceptable material

The footing should be designed to provide uniform longitudinal settlement of acceptable magnitude from a functional aspect Providing for the arch to settle will protect it from possible drag down forces caused by the consolidation of the adjacent side fill

The second consideration is bearing pressure of soils under footings Recognition must be given to the effect of

depth of the base of footing and the direction of the footing reaction from the arch

Footing reactions for the metal arch are considered to act tangential to the metal plate at its point of connection to the footing The value of the reaction is the thrust in the metal arch plate at the footing

121632 Invert slabs and other appropriate measures shall be provided to anticipate scour

1217 Abrasive or Corrosive Conditions

Extra metal thickness or coatings may be required for resistance to corrosion and abrasion For highly abrasive conditions a special design may be required

1218 Minimum Spacing

When multiple lines of pipes or pipe arches greater than 48 inches in diameter or span are used they shall be spaced so that the sides of the pipe shall be no closer than one-half diameter or 3 feet whichever is less to permit adequate compaction of backfill material For diameters up to and including 48 inches the minimum clear spacing shall not be less than 2 feet

1219 End Treatment

Protection of end slopes may require special considshyeration where backwater conditions may occur or where erosion and uplift could be a problem Culvert ends constitute a major run-off-the-road hazard if not properly designed Safety treatment such as structurally adequate grating that conforms to the embankment slope extenshysion of culvert length beyond the point of hazard or provision for guardrail are among the alternatives to be considered End walls on skewed alignment require a special design

12110 Deleted +

122 SERVICE LOAD DESIGN


123 LOAD FACTOR DESIGN

Load Factor Design is a method of design based on ultimate strength principles



1231 Wall Area

TLA = (12-7)φf y

where



1232 Buckling


If s ltk r 24

uf mE


2

mE f u ( )2ksr

(12-8)

If s gtk r 24

uf mE

then crf = ( )2

12

rks

mE (12-9)

where




square inch

1233 Seam Strength



where





2 sFF = (12-11)

EmI

where





1241 General








+


fully welded seam




φ seam strength

- 067







FF = 31 10-2




12415 Minimum Cover


1242 Seam Strength



Thickness (in)

Rivet Size (in)



0064 516 167 216

0079 516 182 298

0109 38 234 468

0138 38 245 490


Thickness (in)

Rivet Size (in)


0064 38 287

0079 38 357

0109 716 530

0138 716 637


Riveted Thickness

(in) Rivet Size

(in) SingleRivets


(kipsft) 0060 516 90 140

0075 516 90 180

0105 38 156 315

0135 38 162 330

0164 38 168 340


(in) Rivet Size

(in) Double Rivets

(kipsft) 0060 38 165

0075 38 205

0105 12 280

0135 12 420

0164 12 545





112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3



0040 0456 00816 0253

0052 0608 00824 0344

0064 0761 00832 0439

0079 0950 00846 0567

0109 1331 00879 0857

0138 1712 00919 1205

0168 2098 00967 1635



5 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0794 03657 8850

0079 0992 03663 11092

0109 1390 03677 15650

0138 1788 03693 20317

0168 2186 03711 25092

112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0048 0608 00824 0344

0060 0761 00832 0349

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0040 0465 01702 1121

0052 0619 01707 1500

0064 0775 01712 1892

0079 0968 01721 2392

0109 1356 01741 3425

0138 1744 01766 4533

0168 2133 01795 5725

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0775 01712 1892

0075 0968 01721 2392

0105 1356 01741 3425

0135 1745 01766 4533

0164 2130 01795 5725

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0890 03417 8659

0079 1113 03427 10883

0109 1560 03448 15459

0138 2008 03472 20183

0168 2458 03499 25091

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0890 03417 8659

0075 1118 03427 10883

0105 1560 03448 15459

0135 2088 03472 20183

0164 2458 03499 25091






Grade Minimum


Minimum Yield Point

(psi)


(psi) 3004-H34 31000 24000 10 106

3004-H32 27000 20000 10 106





Minimum Yield Point

(psi)


(psi) 45000 33000 29 106


+ +



1251 General

+ + + + +


Aluminum Steel


1252 Design


γ 13

βE 15

φ 09





12523 Minimum Cover





+

+

+ + + +

Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0509 0258 2821

0079 0712 0250 3701

0109 1184 0237 5537




(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0374 0383 4580

0079 0524 0373 6080

0109 0883 0355 9260

34 1 812 spacing

+ + + + +

+ Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0499 0379 5979

0079 0694 0370 7913

0109 1149 0354 11983



Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0415 0272 2558

0075 0569 0267 3372

0105 0914 0258 5073


(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0312 0396 4080

0075 0427 0391 5450

0105 0697 0380 8390





(psi) (psi) (psi)

45000 33000 29 106




(psi) (psi) (psi)

31000 24000 10 106




1261 General







γ 13

βE 15

φ 09 +

See Figure 12613A




Grading Plane




2

Minimum 2 Span8

longitudinal joints


10-2 (arch)


10-2 (arch)

1262 Seam Strength










0280 34 1440 180 194



Figure 12613A

Group X - Culvert =



+ + + + + + + + + + + + + + + + + + +


+

+

14 pcf

Staggered

14 pcf

o6






12615 Minimum Cover





Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +



1231 Wall Area

TLA = (12-7)φf y

where



1232 Buckling


If s ltk r 24

uf mE


2

mE f u ( )2ksr

(12-8)

If s gtk r 24

uf mE

then crf = ( )2

12

rks

mE (12-9)

where




square inch

1233 Seam Strength



where





2 sFF = (12-11)

EmI

where





1241 General








+


fully welded seam




φ seam strength

- 067







FF = 31 10-2




12415 Minimum Cover


1242 Seam Strength



Thickness (in)

Rivet Size (in)



0064 516 167 216

0079 516 182 298

0109 38 234 468

0138 38 245 490


Thickness (in)

Rivet Size (in)


0064 38 287

0079 38 357

0109 716 530

0138 716 637


Riveted Thickness

(in) Rivet Size

(in) SingleRivets


(kipsft) 0060 516 90 140

0075 516 90 180

0105 38 156 315

0135 38 162 330

0164 38 168 340


(in) Rivet Size

(in) Double Rivets

(kipsft) 0060 38 165

0075 38 205

0105 12 280

0135 12 420

0164 12 545





112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3



0040 0456 00816 0253

0052 0608 00824 0344

0064 0761 00832 0439

0079 0950 00846 0567

0109 1331 00879 0857

0138 1712 00919 1205

0168 2098 00967 1635



5 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0794 03657 8850

0079 0992 03663 11092

0109 1390 03677 15650

0138 1788 03693 20317

0168 2186 03711 25092

112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0048 0608 00824 0344

0060 0761 00832 0349

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0040 0465 01702 1121

0052 0619 01707 1500

0064 0775 01712 1892

0079 0968 01721 2392

0109 1356 01741 3425

0138 1744 01766 4533

0168 2133 01795 5725

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0775 01712 1892

0075 0968 01721 2392

0105 1356 01741 3425

0135 1745 01766 4533

0164 2130 01795 5725

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0890 03417 8659

0079 1113 03427 10883

0109 1560 03448 15459

0138 2008 03472 20183

0168 2458 03499 25091

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0890 03417 8659

0075 1118 03427 10883

0105 1560 03448 15459

0135 2088 03472 20183

0164 2458 03499 25091






Grade Minimum


Minimum Yield Point

(psi)


(psi) 3004-H34 31000 24000 10 106

3004-H32 27000 20000 10 106





Minimum Yield Point

(psi)


(psi) 45000 33000 29 106


+ +



1251 General

+ + + + +


Aluminum Steel


1252 Design


γ 13

βE 15

φ 09





12523 Minimum Cover





+

+

+ + + +

Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0509 0258 2821

0079 0712 0250 3701

0109 1184 0237 5537




(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0374 0383 4580

0079 0524 0373 6080

0109 0883 0355 9260

34 1 812 spacing

+ + + + +

+ Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0499 0379 5979

0079 0694 0370 7913

0109 1149 0354 11983



Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0415 0272 2558

0075 0569 0267 3372

0105 0914 0258 5073


(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0312 0396 4080

0075 0427 0391 5450

0105 0697 0380 8390





(psi) (psi) (psi)

45000 33000 29 106




(psi) (psi) (psi)

31000 24000 10 106




1261 General







γ 13

βE 15

φ 09 +

See Figure 12613A




Grading Plane




2

Minimum 2 Span8

longitudinal joints


10-2 (arch)


10-2 (arch)

1262 Seam Strength










0280 34 1440 180 194



Figure 12613A

Group X - Culvert =



+ + + + + + + + + + + + + + + + + + +


+

+

14 pcf

Staggered

14 pcf

o6






12615 Minimum Cover





Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +




+


fully welded seam




φ seam strength

- 067







FF = 31 10-2




12415 Minimum Cover


1242 Seam Strength



Thickness (in)

Rivet Size (in)



0064 516 167 216

0079 516 182 298

0109 38 234 468

0138 38 245 490


Thickness (in)

Rivet Size (in)


0064 38 287

0079 38 357

0109 716 530

0138 716 637


Riveted Thickness

(in) Rivet Size

(in) SingleRivets


(kipsft) 0060 516 90 140

0075 516 90 180

0105 38 156 315

0135 38 162 330

0164 38 168 340


(in) Rivet Size

(in) Double Rivets

(kipsft) 0060 38 165

0075 38 205

0105 12 280

0135 12 420

0164 12 545





112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3



0040 0456 00816 0253

0052 0608 00824 0344

0064 0761 00832 0439

0079 0950 00846 0567

0109 1331 00879 0857

0138 1712 00919 1205

0168 2098 00967 1635



5 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0794 03657 8850

0079 0992 03663 11092

0109 1390 03677 15650

0138 1788 03693 20317

0168 2186 03711 25092

112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0048 0608 00824 0344

0060 0761 00832 0349

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0040 0465 01702 1121

0052 0619 01707 1500

0064 0775 01712 1892

0079 0968 01721 2392

0109 1356 01741 3425

0138 1744 01766 4533

0168 2133 01795 5725

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0775 01712 1892

0075 0968 01721 2392

0105 1356 01741 3425

0135 1745 01766 4533

0164 2130 01795 5725

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0890 03417 8659

0079 1113 03427 10883

0109 1560 03448 15459

0138 2008 03472 20183

0168 2458 03499 25091

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0890 03417 8659

0075 1118 03427 10883

0105 1560 03448 15459

0135 2088 03472 20183

0164 2458 03499 25091






Grade Minimum


Minimum Yield Point

(psi)


(psi) 3004-H34 31000 24000 10 106

3004-H32 27000 20000 10 106





Minimum Yield Point

(psi)


(psi) 45000 33000 29 106


+ +



1251 General

+ + + + +


Aluminum Steel


1252 Design


γ 13

βE 15

φ 09





12523 Minimum Cover





+

+

+ + + +

Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0509 0258 2821

0079 0712 0250 3701

0109 1184 0237 5537




(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0374 0383 4580

0079 0524 0373 6080

0109 0883 0355 9260

34 1 812 spacing

+ + + + +

+ Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0499 0379 5979

0079 0694 0370 7913

0109 1149 0354 11983



Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0415 0272 2558

0075 0569 0267 3372

0105 0914 0258 5073


(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0312 0396 4080

0075 0427 0391 5450

0105 0697 0380 8390





(psi) (psi) (psi)

45000 33000 29 106




(psi) (psi) (psi)

31000 24000 10 106




1261 General







γ 13

βE 15

φ 09 +

See Figure 12613A




Grading Plane




2

Minimum 2 Span8

longitudinal joints


10-2 (arch)


10-2 (arch)

1262 Seam Strength










0280 34 1440 180 194



Figure 12613A

Group X - Culvert =



+ + + + + + + + + + + + + + + + + + +


+

+

14 pcf

Staggered

14 pcf

o6






12615 Minimum Cover





Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +





112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3



0040 0456 00816 0253

0052 0608 00824 0344

0064 0761 00832 0439

0079 0950 00846 0567

0109 1331 00879 0857

0138 1712 00919 1205

0168 2098 00967 1635



5 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0794 03657 8850

0079 0992 03663 11092

0109 1390 03677 15650

0138 1788 03693 20317

0168 2186 03711 25092

112 14 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0048 0608 00824 0344

0060 0761 00832 0349

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0040 0465 01702 1121

0052 0619 01707 1500

0064 0775 01712 1892

0079 0968 01721 2392

0109 1356 01741 3425

0138 1744 01766 4533

0168 2133 01795 5725

223 12 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0775 01712 1892

0075 0968 01721 2392

0105 1356 01741 3425

0135 1745 01766 4533

0164 2130 01795 5725

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0064 0890 03417 8659

0079 1113 03427 10883

0109 1560 03448 15459

0138 2008 03472 20183

0168 2458 03499 25091

3 1 Corrugation

Thickness (inch)

A s (sqinft)

r (inch)

I 10-3

(in4in) 0060 0890 03417 8659

0075 1118 03427 10883

0105 1560 03448 15459

0135 2088 03472 20183

0164 2458 03499 25091






Grade Minimum


Minimum Yield Point

(psi)


(psi) 3004-H34 31000 24000 10 106

3004-H32 27000 20000 10 106





Minimum Yield Point

(psi)


(psi) 45000 33000 29 106


+ +



1251 General

+ + + + +


Aluminum Steel


1252 Design


γ 13

βE 15

φ 09





12523 Minimum Cover





+

+

+ + + +

Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0509 0258 2821

0079 0712 0250 3701

0109 1184 0237 5537




(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0374 0383 4580

0079 0524 0373 6080

0109 0883 0355 9260

34 1 812 spacing

+ + + + +

+ Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0499 0379 5979

0079 0694 0370 7913

0109 1149 0354 11983



Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0415 0272 2558

0075 0569 0267 3372

0105 0914 0258 5073


(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0312 0396 4080

0075 0427 0391 5450

0105 0697 0380 8390





(psi) (psi) (psi)

45000 33000 29 106




(psi) (psi) (psi)

31000 24000 10 106




1261 General







γ 13

βE 15

φ 09 +

See Figure 12613A




Grading Plane




2

Minimum 2 Span8

longitudinal joints


10-2 (arch)


10-2 (arch)

1262 Seam Strength










0280 34 1440 180 194



Figure 12613A

Group X - Culvert =



+ + + + + + + + + + + + + + + + + + +


+

+

14 pcf

Staggered

14 pcf

o6






12615 Minimum Cover





Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +






Grade Minimum


Minimum Yield Point

(psi)


(psi) 3004-H34 31000 24000 10 106

3004-H32 27000 20000 10 106





Minimum Yield Point

(psi)


(psi) 45000 33000 29 106


+ +



1251 General

+ + + + +


Aluminum Steel


1252 Design


γ 13

βE 15

φ 09





12523 Minimum Cover





+

+

+ + + +

Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0509 0258 2821

0079 0712 0250 3701

0109 1184 0237 5537




(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0374 0383 4580

0079 0524 0373 6080

0109 0883 0355 9260

34 1 812 spacing

+ + + + +

+ Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0499 0379 5979

0079 0694 0370 7913

0109 1149 0354 11983



Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0415 0272 2558

0075 0569 0267 3372

0105 0914 0258 5073


(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0312 0396 4080

0075 0427 0391 5450

0105 0697 0380 8390





(psi) (psi) (psi)

45000 33000 29 106




(psi) (psi) (psi)

31000 24000 10 106




1261 General







γ 13

βE 15

φ 09 +

See Figure 12613A




Grading Plane




2

Minimum 2 Span8

longitudinal joints


10-2 (arch)


10-2 (arch)

1262 Seam Strength










0280 34 1440 180 194



Figure 12613A

Group X - Culvert =



+ + + + + + + + + + + + + + + + + + +


+

+

14 pcf

Staggered

14 pcf

o6






12615 Minimum Cover





Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +




(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0374 0383 4580

0079 0524 0373 6080

0109 0883 0355 9260

34 1 812 spacing

+ + + + +

+ Thickness

(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0064 0499 0379 5979

0079 0694 0370 7913

0109 1149 0354 11983



Thickness (in)

A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0415 0272 2558

0075 0569 0267 3372

0105 0914 0258 5073


(in) A s

(sq inft) r

(in) I 10-3

(in4in)

0060 0312 0396 4080

0075 0427 0391 5450

0105 0697 0380 8390





(psi) (psi) (psi)

45000 33000 29 106




(psi) (psi) (psi)

31000 24000 10 106




1261 General







γ 13

βE 15

φ 09 +

See Figure 12613A




Grading Plane




2

Minimum 2 Span8

longitudinal joints


10-2 (arch)


10-2 (arch)

1262 Seam Strength










0280 34 1440 180 194



Figure 12613A

Group X - Culvert =



+ + + + + + + + + + + + + + + + + + +


+

+

14 pcf

Staggered

14 pcf

o6






12615 Minimum Cover





Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +




Grading Plane




2

Minimum 2 Span8

longitudinal joints


10-2 (arch)


10-2 (arch)

1262 Seam Strength










0280 34 1440 180 194



Figure 12613A

Group X - Culvert =



+ + + + + + + + + + + + + + + + + + +


+

+

14 pcf

Staggered

14 pcf

o6






12615 Minimum Cover





Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +




Thickness (in)

Bolt Size (in)


Per ft (kipsft)


Per ft(kipsft)

0100 34 280 264

0125 34 410 348

0150 34 541 444

0175 34 637 528

0200 34 734 528

0225 34 832 528

0250 34 931 528



(in) A s

(sqinft) r

(in) I 10-3

(in4in)

0109 1556 0682 60411

0138 2003 0684 78175

0168 2449 0686 96163

0188 2739 0688 108000

0218 3199 0690 126922

0249 3650 0692 146172

0280 4119 0695 165836

0318 4671 0698 1900

0380 5613 0704 2320


+ +


Thickness(in)

As (sqinft)

r (in)

I 10-3

(in4in)

0100 1404 08438 83065

0125 1750 08444 103991

0150 2100 08449 124883

0175 2449 08454 145895

0200 2799 08460 166959

0225 3149 08468 188179

0250 3501 08473 209434





(psi)

Minimum Yield Point

(psi)


(psi) 45000 33000 29 106



Thickness (in)


(psi)

Minimum Yield Point

(psi)


(psi) 0100 to 0150 35000 24000 10 106

0175 to 0250 34000 24000 10 106




1271 General






+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +



+ + +

+

+ + + + + +



12721 General





Top Radius (feet)



0109 0138 0168 0218 0249



















+







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +







2H1 2+ le Lw

Figure 1273


















OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +



OG or Grading Plane


6-0

IN TRENCH

6-0


IN EMBANKMENT



Figure 1274A















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +















TP = 1 R + d (12746-1)

c 1








See Figure 1274B

+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +


P P


+ + + + + + + + + + + + +

P1

Trench Wall

1275 End Treatment







Embankment t

d1

vP

d cR

d

R



Figure 1274B


+ + +

+ + +


section 12 - soil-corrugated metal structure interaction systems

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