Structural Design Manual For Culverts 1i676m

Structural Design Manual for Improved Inlets & Culverts FHWA-IP-83-6 June 1983 Welcome to FHWA-IP-83-6-Structural Design Manual for Improved Inlets & Culverts.

Table of Contents Tech. doc. DISCLAIMER: During the editing of this manual for conversion to an electronic format, the intent has been to keep the document text as close to the original as possible. In the process of scanning and converting, some changes may have been made inadvertently.

Table of Contents for FHWA-IP-83-6-Structural Design Manual for Improved Inlets and Culverts List of Figures

List of Tables

List of Equations

Cover Page : FHWA-IP-83-6-Structural Design Manual for Improved Inlets and Culverts Chapter 1 :FHWA- IP-83-6 Introduction 1.1 Objective 1.2 Scope 1.3 Types and Geometry of Improved Inlets 1.3.1 Beveled Headwall 1.3.2 Beveled Headwall with Fall 1.3.3 Side Tapered Inlet 1.3.4 Side Tapered Inlet with Fall 1.3.5 Slope Tapered Inlet

1.4 Appurtenant Structures

Chapter 2 :FHWA- IP-83-6 Loads on Inlet Structures 2.1 Culvert Weight 2.2 Fluid Loads 2.3 Earth Loads 2.3.1 Soil Structure Interaction Factor for Rigid Culverts 2.3.2 Flexible Culverts 2.3.3 Other Installations

2.4 Construction Loads 2.5 Distribution of Earth Pressures on Culvert 2.5.1 Rigid Culverts 2.5.2 Flexible Culverts

Chapter 3 :FHWA- IP-83-6 Manual Methods for Structural Analysis 3.1 Reinforced Concrete Box Sections 3.2 Rigid Pipe Sections 3.3 Flexible Pipe Sections

Chapter 4 : FHWA-IP-83-6 Structural Design of Inlet Structures 4.1 Reinforced Concrete Design 4.1.1 Limit States Design Criteria 4.1.2 Design of Reinforcement for Flexurol Strength

4.1.3 Crack Control Check 4.1.4 Shear Strength Check 4.1.5 Stirrups 4.1.6 Special Design Considerations for Slope Tapered Inlets

4.2 Corrugated Metal Pipe Design Method

Chapter 5 :FHWA- IP-83-6 Computerized Analysis and Design of Reinforced Concrete Sections 5.1 Box Sections 5.1.1 Input Variables 5.1.2 Loadings 5.1.3 Structural Analysis 5.1.4 Design of Reinforcing 5.1.5 Input/Output Description

5.2 Circular and Elliptical Pipe Sections 5.2.1 Input Variables and Dimensional Limitations 5.2.2 Loadings 5.2.3 Structural Analysis 5.2.4 Design of Reinforcing 5.2.5 Input/Output Description

Chapter 6 :FHWA-IP-83-6 Design of Appurtenant Structures 6.1 Circular to Square Transition 6.2 Wingwalls and Headwalls 6.2.1 Wingwalls 6.2.2 Headwalls

6.3 Apron Slabs

Appendix A : FHWA-IP-83-6 Structural Design of Inlet Structures Section 9 - Soil Corrugated Metal Structure Interaction Systems 1.9.1 General 1.9.2 Service Load Design 1.9.3 Load Factor Design 1.9.4 Corrugated Metal Pipe 1.9.5 Structural Plate Pipe Structures 1.9.6 Long Span Structural Plate Structures

Section 23 - Construction and Installation of Soil Metal Plate Structure Interaction System 2.23.1 General 2.23.2 Forming and Punching of Corrugated Structural Plates and Sheets for Pipe 2.23.3 Assembly

2.23.4 Bedding 2.23.5 Pipe Foundation 2.23.6 Fill Requirements 2.23.7 Bracing 2.23.8 Camber 2.23.9 Arch Substructures and Headwalls 2.23.10 Cover over Pipe during Construction 2.23.11 Workmanship and Inspection 2.23.12 Method of Measurement 2.23.13 Basis of Payment

Appendix B :FHWA-IP-83-6 s Manual - Improved Inlet Box Section Program, Boxcar B.1 Input Data B.2 Output B.2.1 Debug = 0 B.2.2 Debug = 1 B.2.3 Debug = 2 B.2.4 Debug = 3

Appendix C : FHWA-IP-83-6 s Manual - Pipe Design Program, Pipecar C.1 Input Data C.2 Output C.2.1 Debug = 0 C.2.2 Debug = 1 C.2.3 Debug = 2 C.2.4 Debug = 3

Appendix D :FHWA-IP-83-6 Design Examples D.1 Side Tapered Box Section Inlet Design Example D.1.1 Problem: D.1.2 Design Data D.1.3 Calculate Soil Pressure D.1.4 Calculate Moments, Thrusts & Shears @ Design Sections D.1.5 Reinforcing Design D.1.6 Summary of Design Example D.1

D.2 Side Tapered Reinforced Concrete Pipe D.2.1 Problem: D.2.2 Design Data D.2.3 Calculate Applied Loads

D.2.4 Calculate Moments, Thrusts & Shears @ Design Sections D.2.5 Reinforcing Design D.2.6 Summary - Design Example D.2

D.3 Side Tapered Corrugated Metal Inlet Design Example D.3.1 Problem: D.3.2 Design Data: D.3.3 Calculate Applied Loads: D.3.4 Metal Ring Design

Appendix E :FHWA-IP-83-6 Improved Inlet Example Designs Appendix F :FHWA-IP-83-6 Derivation of Equations for Locating Culverts F.1 Derive Equations to Determine Elevations of Critical Points and Lengths of Critical Sections for Slope Tapered Inlets F.1.1 Definition of F.1.2 Determine the Lengths LE & LO F.1.3 Determine LB F.1.4 Determine Elevations DF, EB, ET, Es F.1.5 Determine Slope of Barrel S F.1.6 Determine Height of Fill over Inlet at Face, Hf, and along Length, H(x), Where x Is Horizontal Distance from Face Culvert

F.2 Derive Equations to Determine Elevations of Critical Points and Lengths of Critical Sections for Side Tapered Inlets with Fall F.2.1 Definition of F.2.2 Determine Lengths F.2.3 Determine Elevations F.2.4 Determine Height of Fill over Inlet at Face(Hf) and along Length H(x) Where x Is the Horizontal Distance from the Face of the Culvert F.2.5 Example - Side Tapered Inlet with Fall

F.3 Derive Equations to Determine Elevation of Critical Points and Lengths of Critical Sections for Side Tapered Inlets without Fall

Appendix G :FHWA-IP-83-6 Typical Details for Improved Inlets Sheet #1: Typical Reinforcing Layout - Side Tapered Single Cell Box Inlets Sheet #2: Typical Reinforcing Layout - Side Tapered Two Cell Box Inlets Sheet #3: Typical Reinforcing Layout - Slope Tapered Sinfle Cell Box Inlets Sheet #4 : Typical Reinforcing Layout - Slope tapered Two Cell Box Inlets Sheet #5: Typical Reinforcing Layout - Side Tapered Reinforced Concrete Pipe Inlets Sheet #6: Side tapered Corrugated Metal Inlet Sheet #7: Headwall Details for Box Inlets Sheet #8: Headwall Details for Pipe Inlets Sheet #9: Cantilever Wingwall Designs

Sheet #10: Miscellaneous Improved Inlet Details

Appendix H :FHWA- IP-83-6 Computer Program Listings Part I Program BOXCAR

Appendix H:FHWA-IP-83-6 Computer Program Listings Part II Program PIPECAR

Symbols References

List of Figures for FHWA-IP-83-6-Structural Design Manual for Improved Inlets and Culverts Back to Table of Contents Figure 1-1. Side Tapered Box Section or Pipe Inlet Geometry Figure 1-2. Additional Geometry for Side Tapered Pipe Inlets Figure 1-3. Slope Tapered Box Section Inlets Figure 2-1. Distribution of Earth Pressure on Culverts Figure 2-1. Distribution of Earth Pressure on Culverts Figure 2-1. Distribution of Earth Pressure on Culverts Figure 3-1. Coefficients for M, N, and V due to Earth Load on Circular Pipe Figure 3-2. Coefficients for M, N, and V due to Earth Load on Elliptical Pipe with U/V = 0.1 Figure 3-3. Coefficients or M, N and V due to Earth Load on Elliptical Pipe with U/V = 0.5 Figure 3-4. Coefficients or M, N and V due to Earth Load on Elliptical Pipe with U/V = 1.0 Figure 3-5. Coefficients or M, N and V due to Pipe Weight on Narrow Figure 3-6. Coefficients or M, N and V due to Water Load on Circular Pipe Figure 4-1. Typical Reinforcing Layout for Single Cell Box Culverts Figure 4-2. Locations of Critical Sections for Shear and Flexure Design in Single Cell Box Sections Figure 4-3. Typical Reinforcing Layout and Location of Design Sections for Shear and Flexure Design of Two Cell Box Culverts Figure 4-4. Typical Reinforcing Layout and Locations of Critical Sections for Shear and Flexure Design in Pipe Sections Figure 4-5. Critical Shear Location in Circular Pipe for Olander (7) Earth Pressure Distribution Figure 4-6. Location of Critical Shear Section for Straight with Uniformly Distributed Load Figure 4-7. Design Considerations for Slope Tapered Inlets Figure 5-1. Single Cell Box Section Loading Cases Figure 5-2. Pipe Section Load Cases Figure 6-1. Circular to Square Transition Section Figure 6-2. Loading Diagram and Typical Reinforcing Layout for Cantilever Type Retaining Wall Figure 6-3. Skewed Headwall Detail Figure A-1.9.6

Figure A-2.23 Figure B-1. Locations of Critical Sections for Shear and Flexure Design in Single Call Box Sections Figure B-2. Frame Model Used for Computer Analysis of Box Sections Figure C-1. Typical Reinforcing Layout and Locations of Critical Sections for Shear and Flexure Design in Pipe Setions Figure C-2. Frame Model Used for Computer Analysis of Circular an Elliptical Pipe Figure E-1. Headwall Dimensions for Cast-In-Place Reinforced Concrete Structures. Figure E-2. Headwall Dimensions for Precast Concrete Culverts Figure E-3. Headwall Dimensions for Corrugated Metal Pipe Figure E-4. Skewed Headwall for 8 X 8 Box Section Figure E-5. Skewed Headwall for 72'' Reinforced Concrete Pipe Figure E-6. Skewed Headwall for 48" Corrugated Metal Pipe

Back to Table of Contents

Chapter 1 : FHWA-IP-83-6 Introduction Go to Chapter 2

1.1 Objective This Manual provides structural design methods for inlets having specific configurations that improve hydraulic flow in culverts. Hydraulic design methods for obtaining these inlet configurations are given in Hydraulic Engineering Circular No. 13 (HEC No. 13), "Hydraulic Design of Improved Inlets for Culverts" (1), first published in 1972 by the Federal Highway istration (FHWA). HEC No. 13 contains a series of charts and tables for determining the improvement in hydraulic performance obtained with beveled headwalls, falls and side or slope tapered inlets. Design methods and typical details for the component structures found in improved inlets, such as wing walls, headwalls, aprons and the inlet itself, are also presented in this Manual. These methods cover inlets to reinforced concrete pipe, reinforced concrete box sections and corrugated metal pipe. They also apply to the design of culvert barrels, themselves, for each of the above type conduits.

1.2 Scope The Manual is based on a review of the current state of the art for the design of culverts and inlet structures. This review included published technical literature, industry sources and state transportation agencies. Existing practices were reviewed for accuracy, complexity, design time and applicability to improved inlet design. Those methods that reflect current practice and best for the structural behavior of improved inlets are included in this Manual. Existing methods were selected wherever possible. New methods were developed only where there were gaps in existing design methods. The principal design methods covered in this Manual are for the inlet itself; however, since headwalls, wingwalls and aprons are also important to the proper hydraulic function of an improved inlet, design information is also included for these components. The Manual includes both hand and computer methods for analysis and design. The computer programs were written for a large computer, but the hand methods are readily programmable for hand-held calculators. Hand analysis and design methods are provided for: ● One and two cell reinforced concrete box culverts ● Reinforced concrete pipe culverts ● Corrugated metal pipe culverts

Computer analysis and design methods are provided for: ● One cell reinforced concrete box culverts ● Reinforced concrete pipe culverts General design approaches, design criteria and typical details for wingwalls, headwalls and circular to square transition sections are also presented in the Manual.

1.3 Types and Geometry of Improved Inlets The five basic combinations of geometry to improve the hydraulic capacity of inlets are listed below. Typical plans, details and reinforcing arrangements of improved inlets are included in Appendix G. and typical designs are included in Appendix E. 1.3.1 Beveled Headwall A bevel can be characterized as a large chamfer that is used to decrease flow contraction at the inlet. A bevel is shown schematically in Figure 1-1, in conjunction with other features described below. A bevel is not needed on the sides for wingwalls flared between 30° and 60°. A beveled headwall is a geometrical feature of the headwall and does not require unique structural design. Reinforced concrete pipe sections are generally precast, and can have a bevel formed at the time of manufacture, or in the case of pipe with bell and spigot ts, tests have shown that the bell will improve hydraulic capacity much the same as a bevel. Corrugated metal pipe can have bevels cast as a part of the reinforced concrete headwall. Typically, a bevel should be used at the face of all culvert entrances.

Figure 1-1. Side Tapered Box Section or Pipe Inlet Geometry 1.3.2 Beveled Headwall with Fall A fall is a depression in front of the entrance to a non-tapered culvert or, as shown in Figure 1-1, in front of a side tapered inlet. A fall is used to increase the head at the throat section. Structurally a fall apron represents a slab on grade, and should be designed as such. 1.3.3 Side Tapered Inlet A side-tapered inlet is a pipe or box section with an enlarged face area, with transition to the culvert barrel accomplished by tapering the side wall (Figure 1-1). A bevel is generally provided at the top and sides of the face of a side tapered inlet, except as noted earlier.

For simplicity of analysis and design, a side-tapered inlet may be considered to behave structurally as a series of typical non-tapered culverts of varying span and load. the span becomes shorter as the sides of the structure taper from the face section to the throat culvert. Because of these differing influences, the reinforcing design may be governed at the face, throat or some intermediate section. As a minimum, designs should be completed for the faces, throat, and middle sections. Typically, inlet structures are relatively short, and the most conservative combination of these designs can be selected for the entire structure. For longer structures where the use of two designs may be economical, either the face or mid-length design, whichever gives the greater requirement, may be used in the outer half of the structure. For longer structures it may be necessary and/or economical to obtain designs at additional intermediate locations along the inlet. Equations for locating side tapered inlets with embankments, and determining heights of fill for design are included in Appendix F. Additional geometry required to define a side tapered pipe inlet is shown in Figure 1-2. These inlets taper from a pseudo-elliptical shape at the face to a circular section at the throat. the face sections are not true ellipses, but are defined geometrically using the same principles as the precast concrete "elliptical" sections defined in ASTM C507 (AASHTO M207). For simplicity, this shape will be called elliptical in this Manual. The elliptical sections are formed by intersecting top, bottom and side circular segments with different radii and centers, and can be defined by four parameters as shown, the radii r1, and r2 and the offset distances u and v. One method of defining the geometry of an inlet along its length in of the taper, T. the coordinate z, the ratio u/v, and the diameter at the throat, Dj, is shown in Figure 1-2. The u/v ratio can be selected by the designer and will typically vary from 0 to 1. A ratio near 1.0 will produce top and bottom sections that are rounded, while a value near zero will produce very flat top and bottom sections. A ratio of u/v ≈ 0.5 is used for the horizontal elliptical pipe in ASTM C507 (AASHTO M207). Any consistent geometry that produces the desired face section may be used by the designer. The angle θ, is defined as the angle from the vertical, measured about the center of rotation of the radius of the circular segment being considered. Thus, the point of reference for θ varies for each of the four circular segments, as well as along the longitudinal axis of the inlet. 1.3.4 Side Tapered Inlet with Fall The hydraulic capacity of a side tapered inlet can be increased further by incorporating a fall, as described above, in front of the inlet. This is shown in Figure 1-1.

1.3.5 Slope Tapered Inlet A slope tapered inlet is a side tapered inlet, with a fall incorporated into the tapered portion of the structure, as shown in Figure 1-3. Structural design of a slope tapered inlet can be completed in the same manner as a side tapered inlet, except that the bend section, where segments L2 and L3 intersect (Figure 1-3) rather than the midlength is typically the critical section for structural design. Thus, for slope tapered inlets the face, bend and throat sections must be investigated to determine the critical sections for design. As for side tapered inlets, additional sections should be investigated in longer structures. Only box sections are normally used for slope tapered inlets, since the structure is generally cast-in-place. When it is cost effective to use a slope tapered inlet with a pipe culvert, a circular to square transition section can be provided. (See Section 6.1). Equations for locating slope tapered culverts within embankments and for determining heights of fill at various sections are presented in Appendix F.

Figure 1-2. Additional Geometry for Side Tapered Pipe Inlets

Figure 1-3. Slope Tapered Box Section Inlets

1.4 Appurtenant Structures Other structures that may be required at the entrance to culverts, besides the culvert barrel itself and the inlet, include headwalls, wingwalIs, apron slabs and circular to square transition sections. Design of these structures is discussed briefly in Chapter 6. Typical details are provided in Appendix G. Go to Chapter 2

Chapter 2 : FHWA-IP-83-6 Loads on Inlet Structures Go to Chapter 3 Inlet structures are subjected to the same loading conditions as are ordinary culvert structures. These are culvert weight, internal fluid weight, earth load and vehicle loads.

2.1 Culvert Weight The total weight of a reinforced concrete culvert per unit length, Wp, at a given section can be obtained from tables in the American Concrete Pipe Association (AA) Pipe Design Handbook (2), or from the following simplified equations for approximate total weight of structure in Ibs per ft. These equations apply when Dj, Bj, h, r1, r2, u, v, HH, HV, TS, TT and TB are in inches, and the concrete unit weight is 150 Ibs per cu. ft. Circular:

Equation 2.1

Elliptical (Figure 1-2):

Equation 2.2

Box Sections

Equation 2.3

The weight of corrugated metal structures is smalI relative to the earth load, and is generally neglected in design.

2.2 Fluid Loads The weight of fluid per unit length, Wf, inside a culvert filled with fluid can be calculated from the following simplified equations for approximate total weight of water in Ibs per ft. These equations apply when Dj, Bj, r1, r2, u and v are in inches, and the fluid unit weight is 62.5 Ibs per cu. ft. (This unit weight is slightly higher than the normal unit weight of clean water to for any increases due to dissolved matter.) Circular:

Equation 2.4

Elliptical:

Equation 2.5

Box Sections

Equation 2.6

2.3 Earth Loads Earth load in Ibs/ft is determined by multiplying the weight of the earth prism load above the extremities of the inlet by a soil-structure interaction factor, Fe. The following equation applies when Bo is in inches, He is in feet and γs is in Ibs/cu. ft. We = FeγsBoHe/12

Equation 2.7a

For pipe under deep fill, the earth load due to the backfill between the springline and crown is generally ignored, and Equation 2.7a can be used, to compute the total load. However, for pipe inlets, which are under relatively low heights of fill, this load makes up a substantial part of the total load, and Equation 2.7b is more appropriate. Units are the same as for Equation 2.7a, Do is in inches. Equation 2.7b Fe represents the ratio of the earth load on the culvert to the earth prism load, and may be determined by the Marston-Spangler theory of earth loads on pipe (2, 3) or the approximations presented below may be used. Equations that may be used to locate culverts within embankments and determine the height of fill over design sections are presented in Appendix F. 2.3.1 Soil Structure Interaction Factor for Rigid Culverts When rigid conduits are installed with compacted sidefill they are subject to less load than when the sidefill is loosely installed. This is because the compacted sidefill is relatively stiff and can carry more load, resulting in less "negative arching" of the earth load onto the culvert. Other factors which affect the load on a conduit include trench width, if applicable, burial depth to span ratio and soil type. Since inlet structures are generally short relative to the culvert barrel, and since they are typically under very low fill heights, it is recommended that conservative values be used for the soil structure interaction factor. Suggested values are 1.2 for sections installed with compacted sidefill, and 1.5 for sections installed with loose sidefill. For box culverts, 1981 AASHTO Standard Specifications for Highway Bridges (4) (abbreviated as AASHTO in the following text) allow the use of Fe = 1.0, but some recently completed soil structure interaction studies (5) indicate that this may be unconservative. Use of the above values is recommended for both reinforced concrete pipe and box sections. 2.3.2 Flexible Culverts For flexible metal culverts, AASHTO allows Fe to be taken equal to 1.0 for both trench and embankment installations; however, like box culverts, current research indicates that flexible metal culverts carry a load that is greater than the earth prism load. Estimates of the actual Fe are as high as 1.3 (6).

2.3.3 Other Installations Various methods may be used to reduce the loads on culverts in embankment and trench installations, including negative projection and induced trench (2, 3). The loads for such installations may also be determined by accepted methods based on tests, soil-structure interaction analyses (generally by finite element methods), or previous experience. However, these installation methods generally are used only for deep burial conditions and thus are not relevant to inlet designs.

2.4 Construction Loads Inlet structures included in this manual will not normally be subjected to highway loads, but may be loaded by miscellaneous construction or maintenance equipment, such as bulldozers and mowing machines. A uniformly distributed load equal to at least 240 Ibs/sq. ft. is recommended for this condition. This is the equivalent of 2 ft. of 120 Ibs per cu. ft. earth. This minimum surcharge is recommended only to for random unanticipated loads. Any significant expected loads should be specifically considered in design.

2.5 Distribution of Earth Pressures on Culvert 2.5.1 Rigid Culverts Earth pressures are distributed around various rigid culvert types as shown in Figure 2-1.

Equation 2.8

Equation 2.9a

or approximately

Equation 2.9b

Equation 2.10

Equation 2.11

pt and pb from Equation 2.10 and Equation 2.11 above

See Notations sections for definition of θ for elliptical sections.

Figure 2-1. Distribution of Earth Pressure on Culverts For box culverts, earth pressures are assumed uniformly distributed over the top and bottom of the culvert, and with linear variation with depth along the sides, as shown in Figure 2-1. Sometimes, especially for simplified hand analysis, the lateral pressure is assumed uniform over the culvert height. A lateral pressure coefficient, α = 0.25, is recommended in AASHTO for rigid culverts. However, because of variations in installation conditions a more rational and conservative design is obtained by deg for maximum stress resultants produced by the range of a values between 0.25 and 0.50. Suggested pressure distributions for circular and elliptical rigid pipe are presented in Figures 2-1b and 2-1c. These distributions consist of a radially applied earth pressure over a specified load angle, β1, at the top of the pipe, and a radially applied bedding pressure over a specified bedding angle, β2, at the bottom of the pipe. This pressure distribution is based on the work of Olander (7). Olander proposed that the load and bedding angles always add up to 360 degrees; however, this results in increased lateral pressure on the

sides of the pipe as the bedding angle, β2, decreases. This is not consistent with expected behavior, and results in unconservative designs for narrow bedding angles. In view of this, the load angle should be limited to a maximum of 240 degrees. This limitation should apply even in cases where the bedding and load angles do not add up to 360 degrees, as is shown in Figure 2-1b. The same system for distribution of earth pressure can also be used for elliptical pipe, as shown in Figure 2-1c The earth pressure is always applied normal to the curved segments that make up the elliptical section, that is, radial to the center of curvature of the particular segment. 2.5.2 Flexible Culverts The distribution of earth pressure on a flexible metal culvert tends to be a fairly uniform radial pressure, since the pipe readily deforms under load, and can mobilize earth pressures at the sides to help resist vertical loads. No pressure distribution is shown here, however, since metal culvert design is done by semi-empirical methods and typically a specific pressure distribution need not be assumed by the designer. Go to Chapter 3

Chapter 3 : FHWA-IP-83-6 Manual Methods for Structural Analysis Go to Chapter 4 Given the load and distributions of Chapter 2, any method of elastic structural analysis may be sued to determine the moments, thrusts, and shears at critical locations in the structure. The structural analysis and design of culverts can be completed very efficiently by computer. Computer programs are presented in Chapter 5 for analysis and design of reinforced concrete single cell box culverts, and circular and elliptical pipe culverts. The method discussed below are appropriate for hand analysis, or are readily programmable for a hand-held calculator. None of the computer or hand analysis methods presented in this manual for effects of variation in wall stiffness caused by cracking. This is consistent with current general reinforced concrete design practice. The reduction in stiffness produced by cracking becomes more significant when soil-structure interaction is considered, using finite element models of the pipe-soil system.. Models that for such changes in stiffness have developed and correlated with test results, but currently these are only being used for research on the behavior of buried conduits.

3.1 Reinforced Concrete Box Sections The first step in box section design is to select trail wall haunch dimensions. Typically haunches are at an angle of 45°, and the dimensions are taken equal to the top slab thickness. After these dimensions are estimated, the section can then be analyzed as a rigid frame, and moment distribution is often used for this purpose. A simplified moment distribution was developed by AREA (8) for box culverts under railroads. Modifications of these equations are reproduced in Table 3-1 and Table 3-2 for one and two cell box culverts respectively. This analysis is based on the following assumptions. ● The lateral pressure is assumed to be uniform, rather than to vary with depth ● The top and bottom slabs are assumed to be of equal thickness, as are the side walls. ● Only boxes with "Standard" haunches or without haunches can be considered. Standard haunches have horizontal and vertical dimensions equal to the top slab thickness. ● The section is assumed doubly symmetrical, thus separate moments and shears are not calculated for the top and bottom slabs, since these are nearly identical. Table 3-1. Design Forces in Single Cell Box Culverts

Design Pressures

Equation 3.1

Equation 3.2

Equation 3.3

Design Constants

Equation 3.4

Equation 3.5

For boxes with no haunches(HH = HV = 0) G2 = G3 = G4 = 0

Equation 3.6

Equation 3.7

Design Moments Moment @ origin: Equation 3.8

Moment in top amd bottom slab:

Equation 3.9

Moment in sidewall:

Equation 3.10

Design Shears

Shear in top and bottom slab:

Equation 3.11

Shear in widewall:

Equation 3.12

Design Thrusts

Thrusts in bottom slab:

Equation 3.13

Thrust in sidewall:

Equation 3.14

*Use psmax or psmin as follows: ●

Locations 8, 9 and 10 use psmax only.

●

Locations 11, 12 and 13 check both psmax and psmin for governing case.

●

Locatioins 14 and 15 use psmin only.

Notes:

1. 2. 3. 4.

Analysis is for boxes with standard haunches (HH = HV = TT). Equations may be used to analyze box sections with no haunches by setting G2 = G3 = G4 = 0.0. See Equation 4.22 for determination of xdc. If M8 is negative use As min for sidewall inside reinforcing, and do not check shear at Section 9.

Table 3-2. Design Force in Two Cell Box Culverts

Design Pressures Equation 3.15 Equation 3.16

Equation 3.17 Geometry Constants Equation 3.18

Equation 3.19

For boxes with standard haunches

Equation 3.20

Equation 3.21

Equation 3.22

For boxes without haunches

Equation 3.23

Design Moments Moments at Origin:

Equation 3.24 Boxes with standard haunches and uniform wall thickness (HH=HV=TT=TS=TB):

Equation 3.25a

Equation 3.26a

Boxes without haunches (HH=HV=0, TT=TB

TS): Equation 3.25b

Equation 3.26b

Moment on bottom slab:

Equation 3.27

Moment in sidewall:

Equation 3.28

Design Shears Shear on bottom slab: Equation 3.29 Shear in sidewall: Equation 3.30 Design Thrusts Thrust in bottom slab: Equation 3.31 Thrust in side slab; boxes with haunches:

Equation 3.32a

Thrust in side slab, boxes without haunches: Equation 3.32b *Use psmax or psmin as follows: ●

Locations 8, 9 and 10 use psmax only.

●

Locations 11, 12 and 13 check both psmax and psmin for governing case.

●

Locations 14 and 15 use psmin only.

Notes:

1. For boxes with standard haunches and all walls of the same thickness (HH=HV=TT=TS=TB) use Equation 3.25a, Equation 3.26a and Equation 3.32a.

2. For boxes with no haunches and side walls with the amw or different thickness than the top and bottom slabs (HH=HV=0, and TT=TB

TS) use Equation 3.25b, Equation 3.26b, and Equation 3.32b.

3. See Equation 4.22 for determination of xdc. 4. If M8 is negative, use Asmin for sidewall inside reinforcing, and do not check shear at Section 9. 5. Geometry constants F1 through F5 are not required for boxes without haunches.

The equations cover the load cases of earth, dead and internal fluid loads. Any one of these cases can be dropped by setting the appropriate unit weight (soil, concrete or fluid) to zero when computing the design pressures pv and ps. The equations provide moments, shears and thrusts at design sections. These design forces can then be used in the design equations presented in Chapter 4 to size the reinforcing based on the assumed geometry.

3.2 Rigid Pipe Sections Using the coefficients presented in Figures 3-1 through 3-6, the following equations may be used to determine moments, thrusts and shears in the pipe due to earth, pipe and internal fluid loads: M = (cm1 We + cm2 Wp + Cm3 Wf) B'/2

Equation 3.33

N = cn1 We + cn2 Wp + cn3 Wf

Equation 3.34

V = cv1 We + cv2 Wp + cv3 Wf

Equation 3.35

Figure 3-1 provides coefficients for earth load analysis of circular pipe with 3 loading conditions β1 = 90°, 120° and 180°. In all cases, β2 = 360° - β1. These load conditions are normally referenced by the bedding angle, β2. The 120° and 90° bedding cases correspond approximately with the traditional Class B and Class C bedding conditions (2, 3). These coefficients should only be used when the sidefill is compacted during installation. Compacting the sidefill allows the development of the beneficial lateral pressures assumed in the analysis. If the sidefills are not compacted (this is not recommended), then a new analysis should be completed using the computer program described in Section 5.2 with reduced load angles, β1 . Figure 3-2, Figure 3-3, and Figure 3-4 provide coefficients for earth load analysis of elliptical pipe having various ratios of span to rise (B'/D') and offset distances (u/v). Coefficients for two bedding conditions are provided, corresponding to traditional Class B and Class C bedding conditions (2). These coefficients also should only be used for pipe installed with compacted sidefill. Coefficients for other B'/D' and u/v ratios may be obtained by interpolation between coefficients for the given ratios.

Figure 3-1. Coefficients for M, N, and V due to Earth Load on Circular Pipe

Figure 3-2. Coefficients for M, N, and V due to Earth Load on Elliptical Pipe with U/V = 0.1

Figure 3-3. Coefficients or M, N and V due to Earth Load on Elliptical Pipe with U/V = 0.5

Figure 3-4. Coefficients or M, N and V due to Earth Load on Elliptical Pipe with U/V = 1.0

Figure 3-5. Coefficients or M, N and V due to Pipe Weight on Narrow

Figure 3-6. Coefficients or M, N and V due to Water Load on Circular Pipe Figure 3-5 provides coefficients for dead load analysis of circular pipe. These coefficients represent a

narrow bedding condition, since concrete pipe are generally installed on a flat bedding. Figure 3-6 provides coefficients for water load analysis of circular pipe. The coefficients in Figure 3-5 and Figure 3-6 can also be used to approximate the moments, thrusts and shears in elliptical pipe of equal span for these two less critical types of load.

3.3 Flexible Pipe Sections Flexible pipe culverts are typically designed by semi-empirical methods which have been in use for many years. Design by these methods does not include a structural analysis per se, since the analysis is generally implicit in the design equations. The current AASHTO design/analysis methods for corrugated metal pipe are presented in Appendix A. For large or unusual structures, including inlets, most manufacturers offer special modifications to corrugated metal culverts to improve the structural behavior. These modifications are usually proprietary, and designers should consult with the manufacturers before completing detailed designs. Go to Chapter 4

Chapter 4 : FHWA-IP-83-6 Structural Design of Inlet Structures Go to Chapter 5 Structural design of reinforced concrete culvert and inlet structures is quite different than design for corrugated metal structures. For reinforced concrete inlets, the designer typically selects a trial wall thickness and then sizes the reinforcing to meet the design requirements. For precast structures the trial wall thickness is normally limited to standard wall thicknesses established in material specifications such as ASTM C76, C655 and C789 (AASHTO M170, M242 and M259). For corrugated metal structures, the designer typically selects a standard wall thickness and corrugation type that provide the required ring compression and seam strength, and the required stiffness to resist buckling and installation loads. The design approach suggested herein is to treat inlet structures, that have varying cross sections, as a series of slices that behave as typical culvert sections. Representative slices along the length of the inlet are selected for design. The face and throat sections and one or more additional slices are usually included. For reinforced concrete structures, either the reinforcement design for the maximum condition is used for the entire inlet, or several bands of reinforcement whose requirements are interpolated from the several "slice" designs are used for the actual structure. For corrugated metal structures, the structure requirements are usually based on the maximum condition. This approach is illustrated in the example problems in Appendix D. Special considerations required for slope tapered inlets (Figure 1-3) are discussed in Section 4.1.6.

4.1 Reinforced Concrete Design The method for the design of reinforced concrete pipe and box sections presented below was recently adopted by the American Concrete Pipe Association and has been recommended by the AASHTO Rigid Culvert Liaison Committee for adoption by the AASHTO Bridge Committee. This design method provides a set of equations for sizing the main circumferential reinforcing in a buried reinforced concrete culvert. For additional criteria, such as temperature reinforcing in monolithic structures, the designer should refer to the appropriate sections of AASHTO (4). Typically, the design process involves a determination of reinforcement area for strength and crack control at various governing locations in a slice and checks for shear strength and certain reinforcement limits. The number and location of sections at which designers must size and reinforce and check shear strength will vary with the shape of the cross section and the reinforcing scheme used. Figure 4-1. shows typical reinforcing schemes for precast and cast-in-place one cell box sections. The design sections for these schemes are shown in Figure 4-2. For flexural design of

box sections with typical geometry and load conditions, Locations 1, 8, and 15 will be positive moment design locations (tension on inside) and locations 4, 5, 11, and 12 will be negative moment design locations. Shear design is by two methods; one is relatively simple, and requires checking locations 3, 6, 10 and 13 which are located at a distance dvd from the tip of haunches. the second method is slightly more complex and requires checking locations 2, 7, 9, and 14 which are where the M/Vd ratio 3.0 and locations 3,6, 10 and 13 which are located at a distance vd from the tip of haunches. the design methods will be discussed in subsequent sections. Typical reinforcing schemes and design locations for two cell box sections are shown in Figure 4-3. A typical reinforcing layout and typical design sections for pipe are shown in Figure 4-4. Pipes have three flexure design locations and two shear design locations. Figure 4-4 is also applicable to elliptical sections.

Figure 4-1. Typical Reinforcing Layout for Single Cell Box Culverts

Figure 4-2. Locations of Critical Sections for Shear and Flexure Design in Single Cell Box Sections

Figure 4-3. Typical Reinforcing Layout and Location of Design Sections for Shear and Flexure Design of Two Cell Box Culverts

Figure 4-4. Typical Reinforcing Layout and Locations of Critical Sections for Shear and Flexure Design in Pipe Sections

4.1.1 Limit States Design Criteria The concept of limit states design has been used in buried pipe engineering practice, although it generally is not formally defined as such. In this design approach, the structure is proportioned to satisfy the following limits of structural behavior: ● Minimum ultimate strength equal to strength required for expected service loading times a load factor ● Control of crack width at expected service load to maintain suitable protection of reinforcement from corrosion, and in some cases, to limit infiltration or exfiltration of fluids. In addition, provisions are incorporated to for a reduction of ultimate strength and service load performance that may result from variations in dimensions and nominal strength properties within manufacturing tolerances allowed in standard product specifications, or design codes. Moments, thrusts and shears at critical points in the pipe or box section, caused by the design loads and pressure distribution, are determined by elastic analysis. In this analysis, the section stiffness is usually assumed constant, but it may be varied with stress level, loosed on experimentally determined stiffness of crocked sections at the crown, invert and springlines in computer analysis methods. Ultimate moments, thrusts and shears required for design are determined by multiplying calculated moments, thrusts, and shears (service conditions) by a load factor (Lf) as follows: Mu = Lf M

Equation 4.1

Nu = Lf N

Equation 4.2

Vu = Lf V

Equation 4.3

Load Factors for Ultimate Strength: The minimum load factors given below are appropriate when the design bedding is selected near the poorest extreme of the expected installation, and when the design earth load is conservatively estimated using the Morston-Spongler method (2, 3) for culvert or trench installations. Alternatively, these minimum load factors may be applied when the weight of earth on the buried section and the earth pressure distribution are determined by a soil-structure interaction analysis in which soil properties are selected at the lower end of their expected practical range. Also, the suggested load factors are intended to be used in conjunction with the strength reduction factors given below. The 1981 AASHTO Bridge Specifications (4) specify use of a minimum load factor of 1.3 for all loads, multiplied by β coefficients of 1.0 for dead and earth load and 1.67 for live load plus impact. Thus the effective load factors are 1.3 for earth and dead load and 1.3 x 1.67 = 2.2 for live loads. These load factors are applied to the moments, thrusts and shears resulting from the loads determined in Chapter 2. Strength Reduction Factors: Strength reduction factors, φ, provide "for the possibility that small adverse

variations in material strengths, workmanship, and dimensions, while individually within acceptable tolerances and limits of good practice, may combine to result in understrength" (4). Table 4-1 presents the maximum φ factors given in the 1981 AASHTO Bridge Specification. Table 4-1. Strength Reduction Factors in Current AASHTO Standard Specifications for Highway Bridges (4) Box Culverts Flexure

Pipe Culverts

Precast (a)

Cast-in-Place (b)

Precast (c)

1.0 (d)

0.9

1.0 (d)

0.85

0.9

Shear

0.9 . Section 1.15.7b.

b. Section 1.5.30 c. Currently recommended by AASHTO Rigid Culvert Liaison Committee for adoption by AASHTO Bridge Committee.

d. The use of a strength reduction factor equal to 1.0 is contrary to the philosophy of ultimate strength design; however, it has been justified by the Rigid Culvert Committee on the basis that precast sections are a manufactured product, and are subject to better quality control than are cast-in-place structures. Because welded wire fabric, the reinforcing normally used in precast box and pipe sections, can develop its ultimate strength before failing in flexure, the use of φ = 1.0 with the yield strength still provides a margin for variations equal to the ratio of the yield strength to the ultimate strength. If hot rolled reinforcing is used in a precast structure, or if any unusual conditions exist, a strength reduction factor of 0.9, instead of 1.0, should be used in flexural calculations.

4.1.2 Design of Reinforcement for Flexurol Strength Design for flexural strength is required at sections of maximum moment, as shown in Figure 4-2, Figure 4-3 and Figure 4-4. (a) Reinforcement for Flexural Strength, As Equation 4.4 Equation 4.5 d may be approximated as Equation 4.6

(b) Minimum Reinforcement For precast or cast-in-place box sections: min. As = 0.002 bh Equation 4.7 For precast pipe sections: For inside face of pipe: Equation 4.8 min. As = (Bi + h)2/65,000 For outside face of pipe: Equation 4.9 min. As = 0 75 (Bi + h)2/65,000 For elliptical reinforcement in Equation 4.10 min. As = 2.0 (Bi + h)2/65,000 circular pipe For pipe 33 inch diameter and Equation 4.11 min. As = 2.0 (Bi + h)2/65,000 smaller with a single cage of reinforcement in the middle third of the pipe wall: In no case shall the minimum reinforcement in precast pipe be less than 0.07 square inches per linear foot. (c) Maximum Flexural Reinforcement Without Stirrups (1) Limited by radial tension (inside reinforcing of curved only): max. inside Asfy =

Equation 4.12

Where rs is the radius of the inside reinforcement = (Di + 2tb)/2 for circular pipe. The term Frp is a factor used to reflect the variations that local materials and manufacturing processes can have on the tensile strength (and therefore the radial tension strength) of concrete in precast concrete pipe. Experience within the precast concrete pipe industry has shown that such variations are significant. Frp may be determined with Equation 4.13 below when a manufacturer has a sufficient amount of test data on pipe with large amounts of reinforcing (greater than As by Equation 4.12) to determine a statistically valid test strength, DLut, using the criteria in ASTM C655 (AASHTO M242) "Standard Specification for Reinforced Concrete D-Load Culvert, Storm Drain and Sewer Pipe." Equation 4.13

Once determined, Frp may be applied to other pipe built by the same process and with the same materials. If Equation 4.13 yields values of Frp less than 1.0, a value of 1.0 may still be used if a review of test results shows that the failure mode was diagonal tension, and not radial tension.

If max. inside As is less than As required for flexure, use a greater d to reduce the required As, or use radial stirrups, as specified later. (2) Limited by concrete compression: Equation 4.14

where:

Equation 4.15 0.65 b fc' < g' < 0.85 b fc' If max As is less than As required for flexure, use a greater d to reduce the required As, or the member must be designed as a compression member subjected to combined axial load and bending. This design should be by conventional ultimate strength methods, meeting the requirements of the AASHTO Bridge Specification, Section 1.5.11. Stirrups provided for diagonal or radial tension may be used to meet the lateral tie requirements of this section if they are anchored to the compression reinforcement, as well as to the tension reinforcement. 4.1.3 Crack Control Check Check flexural reinforcement for adequate crack width control at service loads. Crack Width Control Factor:

Equation 4.16

where: Fcr

=

crack control factor, see note c.

e

j

i

=

Equation 4.17

Note: If e/d is less than 1.15, crack control will not govern and Equation 4.16 should not be used. Equation 4.18 . 0.74 + 0.1 e/d Note: If e/d > 1.6, use j = 0.90. =

Equation 4.19

B1 and C1 are crack control coefficients that define performance of different reinforcements in 0.01 in. crack strength tests of reinforced concrete sections. Crack control coefficients Bl and Cl for the type reinforcements noted below are: B1 C1 Type Reinforcement (RTYPE) 1. Smooth wire or plain bars 2. Welded smooth wire fabric, 8 in.max. spacing of longitudinals 3. Welded deformed wire fabric, deformed wire, deformed bars, or any reinforcement with stirrups anchored thereto

1.0 1.0

1.5 1.9

Notes: . Use n =1 when the inner and the outer cages are each a single layer. Use n = 2 when the inner and the outer cages are each made up from multiple layers. b. For type 2 reinforcement having

, also check Fcr using coefficients B1 and C1 for type 3

reinforcement, and use the larger value for Fcr. c. Fcr is a crack control factor related to the limit for the average maximum crack width that is needed to satisfy performance requirements at service load. When Fcr = 1.0, the average maximum crack width is 0.01 inch for a reinforcement area As. If a limiting value of less than 1.0 is specified for Fcr, the probability of an 0.01 inch crack is reduced. No data is available to correlate values of Fcr with specific crack widths other

than 0.01 inches at Fcr = 1.0. If the calculated Fcr is greater than the limiting Fcr, increase As by the ratio: calculated Fcr/limiting Fcr, or decrease the reinforcing spacing. 4.1.4 Shear Strength Check Method 1: This method is given in Section 1.5.35 G of the AASHTO Bridge Specification for shear strength of box sections (4). Under uniform load, the ultimate concrete strength, φvVc must be greater than the ultimate shear force, Vu, computed at a distance φvd from the face of a , or from the tip of a haunch with inclination of 45 degrees or greater with horizontal: Equation 4.20 Equation 4.21 Current research (9) indicates that this method may be unconservative in some conditions, most importantly, in the top and bottom slab, near the center wall of two cell box culverts. Thus, Method 2 should also be checked. Method 2: Method 2 is based on research sponsored by the American Concrete Pipe Association (9), and is more complex than Method 1, but it reflects the behavior of reinforced concrete sections under combined shear, thrust and moment with greater accuracy than Method 1, or the current provisions in the reinforced concrete design section of the AASHTO Bridge Specification. Determine Vu at the critical shear strength location in the pipe or box. For buried pipe, this occurs where the ratio M/Vφvd = 3.0, and for boxes, it occurs either where M/Vφvd = 3.0 or at the face of s (or tip of haunch). Distributed load within a distance φvd from the face of a may be neglected in calculating Vu, but should be included in calculating the ratio M/Vφvd.

Figure 4-5. Critical Shear Location in Circular Pipe for Olander (7) Earth Pressure Distribution (a) For pipe, the location where M/Vφvd = 3.0 varies with bedding and load pressure distributions. For

the distributions shown in Figure 2-1b, it varies between about 10 degrees and 30 degrees from the invert. For the Olander bedding conditions (Figure 2-1b), the location where M/Vφvd = 3.0 in a circular pipe can be determined from Figure 4-5, based on the parameter rm/¢vd. For noncircular pipe or other loading conditions, the critical location must be determined by inspection of the moment and shear diagrams. (b) For box sections, the location where Mu/Vuφvd = 3.0 is at xdc from the point of maximum positive moment, determined as follows: Equation 4.22

where xdc w Mc

is the distance from the point of maximum positive moment (mid-span for equal end moments) to the point of critical shear is the uniformly distributed load on the section, use ps or pv as appropriate is the maximum positive moment on span

This equation can be nondimensionalized by dividing all by the mean span of the section being considered. Figure 4-6 is a plot of the variation of xdc/l with l/φvd for several typical values of cm, where Equation 4.23 At sections where M/Vφvd ≥ 3.0, shear is governed by the basic shear strength, Vb, calculated as Equation 4.24

where: Equation 4.25 max. f'c = 7000psi

Equation 4.26

Fd = 0.8+1.6/d < 1.25

Equation 4.27

Fc = 1 for straight

Equation 4.28

Figure 4-6. Location of Critical Shear Section for Straight with Uniformly Distributed Load when moment produces tension on the inside of Equation 4.27b a pipe when moment produces tension on the outside of Equation 4.27c a pipe Equation 4.28 The term Fvp is a factor used to reflect the variations that local materials and manufacturing processes can have on the tensile strength (and therefore diagonal tension strength) of concrete in precast concrete pipe. Experience within the precast concrete pipe industry has shown that such variations are significant. Fvp may be determined with Equation 4.29 below when a manufacturer has a sufficient amount of test data on pipe that fail in diagonal tension to determine a statistically valid test strength, DLut, using the criteria in ASTM C655 *AASHTO M242) "Specifications for Reinforced Concrete D-Load Culvert, Storm Drain and Sewer Pipe." Equation 4.29

Once determined, Fvp may be applied to other pipe built by the same process and with the same materials. Fvp = 1.0 gives predicted 3-edge bearing test strengths in reasonably good agreement with pipe industry experience, as reflected in the pipe designs for Class 4 strengths given in ASTM C76, "Standard Specification for Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe." Thus, it is appropriate to use Fvp=1.0 for pipe manufactured by most combinations of process and local materials. Available 3-edge bearing test data show minimum values of Fvp of about 0.9 for poor quality materials and/or processes, as well as possible increases up to about 1.1, or more, with some combinations of high quality materials and manufacturing process. For tapered inlet structures, Fvp =0.9 is recommended in the absence of test data. If φvVb < Vu, either use stirrups, as specified in Section 4.1.5 below, or if M/Vφvd <3.0, calculate the general shaer strength, as given below.

Shear strength will be greater than Vb when M/Vφvd < 3.0 at critical sections at the face of s or, for under concentrated load, at the edge of the load application point. The increased shear strength when M/Vφvd < 3.0, termed the general shear strength, Vc, is: Equation 4.30 If M/Vφvd ≥ 3.0, use M/Vφvd = 3.0 in Equation 4.30. Vc shall be determined based on M/Vφvd at the face of s in restrained end flexural and at the edges of concentrated loads. Distributed load within a distance φvd from the face of a may be neglected in calculating Vu, but should be included for determining M/Vφvd. 4.1.5 Stirrups Stirrups are used for increased radial tension and/or shear strength. (a) Maximum Circumferential Spacing of Stirrups: For boxes, max. s = 0.60

Equation 4.31a

For pipe, max. s = 0.75

Equation 4.31b

(b) Maximum Longitudinal Spacing and Anchorage Requirements for Stirrups Longitudinal spacing of stirrups shall equal sl. Stirrups shall be anchored around each inner reinforcement wire or bar, and the anchorage at each end shall develop the ultimate strength, fv, used for design of the stirrups. Also, fv shall not be greater than fy for the stirrup material. (c) Radial Tension Stirrups (curved only): Equation 4.32 (d) Shear Stirrups (also resist radial tension):

Equation 4.33

Vc is determined in Equation 4.30 except use Avr = 0 for straight . (e) Extent of Stirrups: Stirrups should be used wherever the radial tension strength limits and/or wherever shear strength limits are exceeded. (f) Computer Design of Stirrups: The computer program to design reinforced concrete pipe that is described in Chapter 5 includes design of stirrups. The output gives a stirrup design factor (Sdf) which may be used to size stirrups as follows: Equation 4.34 This format allows the designer to select the most suitable stirrup effective ultimate strength and spacing. 4.1.6 Special Design Considerations for Slope Tapered Inlets Slope tapered inlets are designed in the same manner as ordinary culverts, or side tapered inlets, except that the steeper slope of the section, Sf, must be taken into . The recommended design procedure for precast inlets is to analyze the section and design the reinforcing based on earth loads applied normal to the section, as shown in Figure 4-7a; however, since it is usually easier to build cast-in-place inlets with the main sidewall reinforcing (ASl) vertical, the reinforcing spacing and area must be adjusted to provide the necessary area. This is accomplished, as shown in Figure 4-7b, by using the transverse spacing assumed for the analysis as the horizontal spacing, and by modifying the area of sidewall outside reinforcing by Equation 4.35

A consequence of installing the main reinforcing at an angle to the applied forces is the creation of secondary stress resultants in the wall in the longitudinal direction. These stress resultants are relatively small and sufficient flexural resistance is usually developed if the minimum flexural reinforcing is provided in the longitudinal direction, as shown in Figure 4-7b.

Figure 4-7. Design Considerations for Slope Tapered Inlets

4.2 Corrugated Metal Pipe Design Method The AASHTO design method for corrugated metal structures has been successfully used for many years, and is reproduced in Appendix A. As noted in Chapter 3, many manufacturers provide proprietary modifications to large or unusual corrugated metal culverts, and should be consulted prior to completion of detailed designs. The use of side tapered corrugated metal inlets requires the design of horizontal elliptical sections. The current AASHTO Bridge Specifications provide for the design of horizontal ellipses only under Section 1.9.6. Long-span structures are set apart from typical corrugated metal pipe in that: ● "Special features", such as longitudinal or circumferential stiffeners, are required to control deformations in the top arc of the structure. ● The design criteria for buckling and handling do not apply. The concept of special features was introduced by the corrugated metal pipe industry to help stiffen long-span structures without using heavier corrugated metal plate, on the theory that the extra stiffness provided by the special features allows the use of lighter corrugated metal plate, since the combined stiffness of the plate and special feature may be used in design. thus, for such structures, the corrugated metal plate alone need not meet the handling and buckling criteria. This approach results in more economical structures for large spans. The concept of special features also applies to side tapered corrugated metal inlets; however, it is not practical to provide special features for small inlets, and thus a special condition exists. The recommended approach for these structures is that either special features must be provided, or the handling and buckling criteria must be met by the corrugated metal section alone. This is not specifically allowed by the AASHTO Bridge Specification, but is within the design philosophy of the code.

Go to Chapter 5

Chapter 5 : FHWA-IP-83-6 Computerized Analysis and Design of Reinforced Concrete Sections Go to Chapter 6 Computer programs that make the analysis and design of concrete culvert and inlet sections both simple and cost effective are described in this Chapter. Use of the computer methods allows the engineer to make a more complete evaluation of various culvert configurations for a given installation.

5.1 Box Sections The design program for buried reinforced concrete box sections provides a comprehensive structural analysis and design method that may be used to design any single cell rectangular box section with or without haunches. For tapered inlet design, the program may be used to design cross sections at various locations along the longitudinal axis that the designer may then assemble into a single design. This program is modeled after a similar program that was used to develop ASTM Specification C789 (AASHTO M259) "Precast Reinforced Concrete Box Sections for Culverts, Storm Drains and Sewers". This section gives a general description of the program. Specific information needed to use the program is given in Appendix B. A program listing is provided in Appendix H. 5.1.1 Input Variables The following parameters are input variables in the program: ● Culvert geometry - span, rise, wall thicknesses, and haunch dimensions. ● Loading data - depth of fill, density of fill, lateral pressure coefficients, soil-structure interaction factor, depth of internal fluid, and density of fluid. ● Material properties - reinforcing tensile yield strength, concrete compressive strength, and concrete density. ● Design data - load factors, concrete cover over reinforcement, wire diameter, wire spacing, type of reinforcing used, layers of reinforcing used, capacity reduction factor, and limiting crack control factor. The only parameters that must be specified are the span, rise, and depth of fill. If no values are input for the remaining parameters, then the computer will use standard default values. Default values are listed in Appendix B (Table B-1) for all the input parameters.

5.1.2 Loadings The program analyzes the five loading cases shown in Figure 5-1. The loading cases are separated into two groups; permanent dead loads (Cases 1, 2 and 3) that are always considered present and additional dead loads (Cases 4 and 5) that are considered present only when they tend to increase the design force under consideration. The two foot surcharge load (Section 2.4) is added to the height of fill, and is therefore considered as a permanent dead load. Earth pressures are assumed distributed uniformly across the width of the section and vary linearly with depth. Soil reactions are assumed to be uniformly distributed across the base of the culvert. 5.1.3 Structural Analysis To determine the design moments, thrusts, and shears, the program employs the stiffness matrix method of analysis. Box culverts are idealized as 4 member frames of unit width. For a given frame, member stiffness matrices are assembled into a global stiffness matrix; a t load matrix is assembled, and conventional methods of matrix analysis are employed. For simplicity, the fixed end force and flexibility coefficients for a member with linearly varying haunches are determined by numerical integration. The trapezoidal rule with 50 integration points is used and a sufficiently high degree of accuracy is obtained. 5.1.4 Design of Reinforcing The program incorporates the design method entitled "Design Method for Reinforced Concrete Pipe and Box Sections", developed by Simpson Gumpertz & Heger Inc. for the American Concrete Pipe Association (9). This method is presented in Chapter 4. For a given trial wall thickness and haunch arrangements the design procedure consists of determining the required steel reinforcement based on flexural strength and checking limits based on crack control, concrete compressive strength, and diagonal tension strength. If the limits are exceeded, the designer may choose to increase the amount of steel reinforcement, add stirrups for diagonal tension, or change the wall thicknesses and haunch geometry as required to provide a satisfactory design.

Figure 5-1. Single Cell Box Section Loading Cases The following limitations apply to the use of the program to design box sections: ● Only transverse reinforcement areas are computed.

●

● ●

Anchorage lengths must be calculated and added to the theoretical cut-off lengths determined by the program. The program does not design wall thicknesses (these must be input by the ). The program does not design shear reinforcement, but prints a message when shear reinforcement is required.

These limitations are included to al low the structural designer the maximum possible flexibility in selecting reinforcing, i.e. type (hot rolled reinforcing bar or smooth or deformed welded wire fabric), size and spacing. The maximum forces at the design sections (Figure 4-2) are determined by taking the forces due to the permanent dead load cases, and adding to them the forces due to the additional dead load cases, if they increase the maximum force. Five steel areas designated as AS1, AS2, AS3, AS4 and AS8 in Figure 4-1 are sized based on the maximum governing moment at each section. The area AS1 is the maximum of the steel areas required to resist moments at locations 5, 11 and 12 in Figure 4-2. Areas AS2, AS3, AS4 and AS8 are designed to resist moments at locations 1, 15, 8 and 4, respectively. The steel areas determined for flexural strength requirements are then checked for crack control. The program then checks shear by both Methods 1 and 2 (Section 4.1.4) at the locations shown in Figure 4-2. The more conservative criteria is used as the limiting shear capacity. For the reinforcing scheme for precast box sections (Figure 4-1a), the theoretical cutoff for AS1 in the top and the bottom slab are calculated from the assumption of lengths, uniformly distributed load across the width of the section. The point where the negative moment envelope is zero is computed from the minimum midspan moment. Informative messages are printed when excessive concrete compression governs the design or when stirrups are required due to excessive shear stresses. 5.1.5 Input/Output Description The amount of data required for the program is very flexible because much of the data is optional. Input for a particular box culvert may range from a minimum of 3 cards to a maximum of 16 cards depending on the amount of optional input data required by the designer. The type of data to be supplied on each card is specified in Appendix B. A program with minimum data would require only a title card, data card 1 specifying the span, rise and depth of fill, and data card 15 indicating the end of the input data. The amount of output can be controlled by the , as described in Appendix B. The minimum amount of output that will be printed is an echo print of the input data and a one page summary of the design. An example design summary sheet is included in Appendix B. Additional available output includes maps of major input arrays, displacements, end forces, moments, thrusts and shears at critical sections, and shear and flexure design tables.

5.2 Circular and Elliptical Pipe Sections The program for buried reinforced concrete pipe has the capability to analyze and design circular, and horizontal elliptical pipe. Information needed to use the program is presented in Appendix C. 5.2.1 Input Variables and Dimensional Limitations The following parameters are input variables in the program: ●

Pipe Geometry

diameter for circular pipe, or radius 1, radius 2, horizontal offset, and vertical offset for elliptical pipe, and wall thickness (see Figure 1-2)

●

Loading Data

depth of fill over crown of pipe, density of fill, bedding angle, load angle, soil structure interaction factor, depth of internal fluid and fluid density

●

Material Properties

reinforcing tensile yield strength, concrete compressive strength and concrete density

●

Design Data

load factors, concrete cover over inner and outer reinforcement, wire diameters, wire spacing, reinforcing type, layers of reinforcing, capacity reduction factor, crack control factor, shear process factor and radial tension process factor

The pipe geometry and height of fill are the only required input parameters. Default values are assumed for any optional data not specified by the . Appendix C (Table C-1) lists all the input parameters and their associated default values. The program has the following limitations: ● The specified load angle must be between 180° and 300°. ● The specified bedding angle must be between 10° and 180°. ● The sum of the bedding and load angles must be less than or equal to 360°. ● Only circumferential reinforcement is designed. ● Wall thicknesses must be selected by the designer. ● Internal pressure is not a design case. 5.2.2 Loadings The program analyzes the three load cases shown in Figure 5-2. Load cases 1 and 2 are considered as permanent dead load, and load case 3 is considered additional dead load and is used in design only if it increases the design force under consideration. The two foot surcharge load suggested in Section 2.4 should be added to the height of fill input into the program.

5.2.3 Structural Analysis Due to symmetry, it is only necessary to analyze one half of the pipe section. The pipe is modeled as a 36 member plane frame with boundary s at the crown and invert. Each member spans 5 degrees and is located at middepth of the pipe wall. For each member of the frame, a member stiffness matrix is formed, and then transformed into a global coordinate system. The loads on the pipe are calculated as pressures applied normal and tangential to each of the 36 . These pressures are converted into nodal pressures that act radially and tangentially to the pipe. Loads of each t are assembled into a t load matrix, and a solution is obtained by a recursion algorithm from which member end forces are obtained at each t. Analysis is completed separately for each load condition.

Figure 5-2. Pipe Section Load Cases Note: These load cases also apply to elliptical sections. 5.2.4 Design of Reinforcing Forces or moments for ultimate strength design are determined by summing the stress resultants obtained from the analyses for dead load, and earth load, and fluid load, (if the latter increases the force under consideration), and multiplying the resultant by the appropriate load factor. The design procedure consists of determining reinforcement areas based on bending moment and axial compression at locations of maximum moment, and checking for radial tension strength, crack control, excessive concrete compression and diagonal tension strength. If necessary, the reinforcement areas are increased to meet these other requirements. The design procedure is the same as used for box sections (See Chapter 4). Reinforcing is designed at three locations; inside crown, inside invert and outside springline (See Figure 4-4). These areas are designated Asc, Asi and Aso, respectively. Critical shear locations are determined by locating the points where Mu/Vuφ vd equals 3.0 (See Chapter 4). Shear forces are calculated at each of these points and compared to the maximum shear strength. When the applied shear exceeds the shear strength, stirrups are designed by outputting a stirrup design factor (Sdf). This is then used to determine stirrup area by the following equation: Equation 5.1 This allows the designer to select a desirable stirrup spacing and to vary fv depending upon the developable strength of the stirrup type used. The stirrup reinforcing strength, fv, is based on either the yield strength of the stirrup material, or the developable strength of the stirrup anchorage, whichever is less. 5.2.5 Input/Output Description The amount of data required for the program is very flexible because much of the data is optional. For an elliptical pipe, the number of data cards required may range from 5 cards to 14 cards. For circular pipe design, one less card is required. The type of data to be specified on each card and format is described in Appendix C. The first card for every design is a problem identification card which may be used to describe the structure being

designed. The remaining cards are data cards. Data cards 1 through 3 are required cards that specify the pipe geometry and height of fill. Data cards 4 through 12 specify the loading data, material strengths, and design criteria to be used. A data card over 12 indicates that the end of the data stream has been reached. For elliptical pipe, a design with a minimum amount of data would require a title card, data cards 1 through 3 specifying the culvert geometry and height of fill, and a data card with code greater than 12, indicating the end of the data stream. For circular pipe, data card 2 is not required. The amount of output can be controlled by the , as described in Appendix C. The minimum amount of information that will be printed is an echo print of the input data and a one page summary of the design. Additional available output includes stiffness matrices, displacements, moments, thrusts and shears at each node point and a table of design forces. Go to Chapter 6

Chapter 6 : FHWA-IP-83-6 Design of Appurtenant Structures Go to Appendix A In order to integrate an improved inlet into a culvert system, several appurtenant structures may be required. These structures, which include circular to square transition sections, wingwalls, headwalls and aprons also require the attention of a structural engineer. The design of these structures is governed by the AASHTO Bridge Specifications (4), as is the design of inlets. Design requirements of these structures are discussed below. Typical suggested details are included in Appendix G. Suggested designs for several of these structures are presented in Appendix E.

6.1 Circular to Square Transition In some instances it is desirable to use a cast-in-place box inlet with a circular culvert barrel. This requires the use of a transition section that meets the following criteria: ● The cross section must provide a smooth transition from a square to a circular shape. The rise and span of the square end should be equal to the diameter of the circular section. ● The length of the transition section must be at least one half the diameter of the circular section. The outside of the transition section is not restricted by any hydraulic requirements; thus structural, and construction considerations should be used to determine the shape. Typically, for cast-in-place structures the simplest method is to make the outside square, and maintain the box section reinforcing arrangement throughout the length of the section. This simplifies the form work for the outside and allows the use of the same reinforcing layout throughout the length of the section, avoiding the need to bend each bar to a different shape. A suggested geometry and reinforcing diagram is shown in Figure 6-1 and Appendix G. Reinforcing for transition sections can be sized by deg for the loads at the square end of the section according to the design method of Chapter 4 and then using that reinforcing throughout the length of the structure. Typically, the transition section will be a cast-in-place structure up against a precast pipe section. It is important that the backfill be well compacted (95% of maximum AASHTO T99) around both structures to preclude significant longitudinal discontinuity stresses due to the differing stiffnesses of the two structures.

Figure 6-1. Circular to Square Transition Section

6.2 Wingwalls and Headwalls At the opening of an improved inlet it is common to use a headwall and wingwalls to hold the toe of the embankment back from the entrance, protecting it from erosion (Figure 1-1). The headwall is a retaining wall with an opening for the culvert. It derives from attachment to the culvert, and is subject to less lateral soil pressure than a retaining wall of equal size since the culvert replaces much of the backfill. The Wingwalls are retaining walls placed at either side of the headwall, usually at an angle (Figure 1-1).

6.2.1 Wingwalls Wingwalls are designed as retaining walls and pose no unusual problems for the engineer. The methods of design and construction of retaining walls vary widely, and it is not possible to cover all of these in this Manual. There are a number of soil mechanics texts (10, 11, 12) that explain in detail the analysis of retaining walls; also, in 1967 the FHWA published "Typical Plans for Retaining Walls" (13) which gives typical designs for cantilever and counterfort type retaining walls. For the purpose of demonstrating typical details, one of the drawings from this document was revised and reproduced in Appendix G. The revisions made were to change the steel areas to reflect the use of reinforcing with a yield stress of 60,000 psi, which is the most common type in current use. The loading diagram and typical reinforcing layout for this drawing are shown in Figure 6-2. The designs are based on working stress methods given in Section 1.5 of the AASHTO Bridge Specification (4). For large culverts, the headwalls and wingwalls should always be separated by a structural expansion t. For smaller structures, this expansion t may be omitted at the discretion of the designer.

6.2.2 Headwalls Headwalls are similar in appearance to wingwalls but behave much differently because of the culvert opening. The presence of the culvert greatly reduces the lateral pressure on the wall, and since the headwall is normally secured to the culvert barrel, the lateral forces do not normally need to be carried to the foot of the wall. Thus, for this case, only a small amount of reinforcing as shown in the typical details in Appendix G need be placed in the wall. If the headwall is not anchored to the inlet, culvert or the wing walls, then the headwall must be designed to span horizontally across the width of the inlet, and vertical edge must be provided on each side of the inlet, cantilevering from the foundation. Skewed Headwalls: A special design case for a headwall occurs when the face of a culvert is skewed relative to the barrel (Figure 6-3). This requires special design for the headwall, and the portion of the culvert which is not a closed rectangle. The headwall is designed as a vertical beam to the loads on the edge portion of the culvert slab that is beyond the closed rectangular sections of the culvert. This produces a triangular distribution of load from the culvert slab to be ed by the vertical beam action of the headwall. Transverse reinforcing in the culvert is sized as required in the closed rectangular sections, and in the area of the skew, this reinforcing is cut off at the skew face of the headwall beam. In addition, U-bars are provided at the skew edge, as shown in Figure 6-3. Skewed headwalls are not recommended for normal installations. The best hydraulic performance is received

from a headwall that is perpendicular to the barrel.

Figure 6-2. Loading Diagram and Typical Reinforcing Layout for Cantilever Type Retaining Wall

6.3 Apron Slabs Apron slabs are slabs on grade in front of the culvert face section. They are primarily used to protect against erosion, and to hold the slope of fall sections. Apron slabs should be treated as

slabs on grade for design purposes.

Figure 6-3. Skewed Headwall Detail Go to Appendix A

Appendix A : FHWA-IP-83-6 Structural Design of Inlet Structures Go to Appendix B AASHTO Standard Specifications for Highway Bridges - 1977, and 1978, 1979, 1980 and 1981 Interim Specifications Section 1.9 Soil Corrugated Metal Structure Interaction Systems (pages 240-249E) Section 2.23 Construction and Installation of Soil Metal Plate Structure Interaction Systems (pages 430-440)

Section 9 - Soil Corrugated Metal Structure Interaction Systems 1.9.1 General (A) 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 composite structure made up of the metal ring and the soil envelope; and both materials play a vital part in the structural design of flexible metal structures. (B) Service Lead Design This is a working stress method, as traditionally used for culvert design. (C) Load Factor Design This is an alternate method of design based on ultimate strength principles. (D) Loads Design load, P. shall be the pressure acting on the structure. For earth pressures see Article 1.2.2(A). For live load see Articles 1.2.3-1.2.9, 1.2.12 and 1.3.3, except that the words "When the depth of fill is 2 feet (0.610m) or more" in paragraph 1 of Art.1.3.3 need not be considered. For loading combinations see Article 1.2.22. (E) Design (1) The thrust in the wall must 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) (2) Thrust in the wall is: T = P X S/2

Where P = Design load, Ibs/sq.ft. (N/m2) S = Diameter or Span, ft. (m) T = Thrust, Ibs/ft. (N/m) (3) Handling and installation strength. Handling and installation strength must be sufficient to withstand impact forces when shipping and placing the pipe. (4) Minimum cover Height of cover over the structure must be sufficient to prevent damage to the buried structure. A minimum of 2 feet (.610m) is suggested. (F) Materials The materials shall conform to the AASHTO specifications referenced herein. (G) Soil Design (1) 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; i.e., stability 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. Dimensions of culvert soil envelopeCgeneral recommended criteria for lateral limits are as follows: Trench widthC2 ft. (.610m) minimum each side of culvert. This recommended limit should be modified as necessary to for variables such as poor in situ soils. Embankment installationsCone diameter or span each side of culvert. The minimum upper limit of the soil envelope is one foot (.305m) above the culvert. Good side fill is considered to be a granular material with little or no plasticity and free of organic material, i.e., AASHTO classification groups A-1, A-2 and A-3 and compacted to a minimum 90 percent of standard density based on AASHTO Specifications T99 (ASTM D 698). (3) The density of the embankment material above the pipe must be determined. See Article 1.2.2(A). (2) Pipe arch design Corner pressures must be ed for in the design of the corner backfill. Corner pressure is considered to be approximately equal to thrust divided by the radius of the pipe arch corner. The soil envelope around the corners of pipe arches must be capable of ing this pressure.

(3) Arch design (a) Special design considerations may be applicable. A buried flexible structure may raise two important considerations. First is that it is undesirable to make the metal arch relatively unyielding or fixed compared to the adjacent sidefill. 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 sidefill. 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. (b) Invert slabs and/or other appropriate alternates shall be provided when scour is anticipated. (H) Abrasive or Corrosive Conditions Extra metal thickness, or coatings, may be required for resistance to corrosion and/or abrasion. For a highly abrasive condition, a special design may be required. (I) Minimum Spacing When multiple lines of pipes or pipe arches greater than 48 inches (1.219m) 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 three feet (.914m), whichever is less, to permit adequate compaction of backfill material. For diameters up to and including 48 inches 41.219m), the minimum clear spacing shall be not less than two feet (.610m). (J) End Treatment Protection of end slopes may require special consideration 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, extension of culvert length beyond the point of hazard, or provision of guard rail are among the alternatives to be considered. End walls on skewed alignment require a special design. (K) Construction and Installation The construction and installation shall conform to Section 23, Division II.

1.9.2 Service Load Design (A) Wall Area A = Ts/fa where A = Required wall area, in2/ft Im2/m) Ts = Thrust, Service Load, Ibs/ft (N/m) fa = Allowable stress-specified minimum yield point, psi (MPa), divided by safety factor (fy/SF) (B) Buckling Corrugations with the required wall area, A, shall be checked for possible buckling. If allowable buckling stress, fcr/SF, is less than fa, required area must be recalculated using fcr/SF in lieu of fa. Formulae for buckling are:

Where fu = Specified minimum tensile strength, psi (MPa) fcr = Critical buckling stress, psi (MPa) k = Soil stiffness factor = 0.22 S = Diameter or span, inches (m) r = Radius of gyration of corrugation, in. (m) Em = Modulus of elasticity of metal, psi (MPa) (C) Seam Strength For pipe fabricated with longitudinal seams (riveted, spot-welded, bolted), the seam strength shall be sufficient to develop the thrust in the pipe wall. The required seam strength shall be: SS = Ts (SF) Where SS = Required seam strength in pounds per foot (N/m) Ts = Thrust in pipe wall, Ibs/ft (N/m) SF = Safety Factor (D) Handling and Installation Strength

Handling and installation rigidity is measured by a Flexibility Factor, FF, determined by the formula FF = s2/EmI Where FF = Flexibility Factor, inches per pound (m/N) s = Pipe diameter or maximum span, inches (m) Em = Modulus of elasticity of the pipe material, psi (MPa) I = Moment of inertia per unit length of cross section of the pipe wall, inches to the 4th power per inch (m4/m).

1.9.3 Load Factor Design (A) Wall Area A = TL/φfy Where A = Area of pipe wall, in2/ft (m2/m) TL = Thrust, load factor, Ibs/ft (N/m) fy = Specified minimum yield point, psi (MPa) φ = Capacity modification factor (B) Buckling If for is less than fy then A must be recalculated using fcr in lieu of fy.

Where fu = Specified minimum metal strength, psi (MPa) fc, = Critical buckling stress, psi (MPa) k = Soil stiffness factor = 0.22 s = Pipe diameter or span, inches (m) r = Radius of gyration of corrugation, inches (m) Em = Modulus of elasticity of metal, psi (MPa) (C) Seam Strength For pipe fabricated with longitudinal seams (riveted, spot-welded, bolted), the seam strength shall be sufficient to develop the thrust in the pipe wall. The required seam strength shall be:

Where SS = Required seam strength in pounds/ft (N/m) TL = Thrust multiplied by applicable factor, in pounds/lin. ft. (N/m) φ = Capacity modification factor (D) Handling and Installation Strength Handling rigidity is measured by a Flexibility Factor, FF, determined by the formula FF = S2/Eml Where FF = Flexibility Factor, inches per pound (m/N) s = Pipe diameter of maximum span, inches (m) Em = Modulus of elasticity of the pipe material, psi (MPa) I = Moment of inertia per unit length of cross section of the pipe wall, inches to the 4th power per inch (m4/m).

1.9.4 Corrugated Metal Pipe (A) General (1) Corrugated metal pipe and pipe-arches may be of riveted, welded or lock seam fabrication with annular or helical corrugations. The specifications are: Aluminum AASHTO M190, M196

Steel AASHTO M36, M245, M190

(2) Service load designCsafety factor, SF: Seam strength = 3.0 Wall area = 2.0 Buckling = 2.0 (3) Load factor designCcapacity modification factor, φ. Helical pipe with lock seam or fully welded seam φ= 1.00 Annular pipe with spot welded, riveted or bolted seam φ = 0.67 (4) Flexibility factor (a) For steel conduits, FF should generally not exceed the following values: ¼" (6.4mm) and ½" (12.7mm) depth corrugation FF = 4.3 X 10-2

1 " (25.4mm) depth corrugation FF = 3.3 X 10-2 (b) For aluminum conduits, FF should generally not exceed the following values: ¼" (6.4mm) and ½"(12.7mm) depth corrugation FF = 9.5 X 10-2 1" (25.4mm) depth corrugation FF = 6 X 10-2 (5) Minimum Cover The minimum cover for design loads shall be Span/8 but not less than 12 inches (.305 m). (The minimum cover shall be measured from the top of rigid pavement or the bottom of flexible pavement). For construction requirements see Article 2.23.10. (B) Seam Strength (1) Minimum Longitudinal Seam Strength 2 X 1/2150.8 X 12.71 and 2-2/3 X 1/2 (67.8 X 12.7 mm) Corugated Steel Pipe Riveted or Spot Welded Rivet Size (inches) (mm)

Thickness (inches) (mm) 0.064(1.63) 0.079(2.01) 0.109(2.77) 0.138(3.51) 0.168(4.27)

5/16(7.9) 5/16(7.9) 3/8(9.5) 3/8(9.5) 3/8(9.5)

Single Rivets (Kips/ft) (kN/m) 16.7(244) 18.2(266) 23.4(342) 24.5(358) 25.6(374)

3 X 1 (76.2 X 25.4 mm) Corrugated Steel Pipe Riveted or Spot Welded

Double Rivets (Kips/ft) (kN/m) 21.6(315) 29.8(435) 46.8(685) 49.0(715) 51.3(748)

Thickness (inches) (mm) 0.064(1.63) 0.079(2.01) 0.109(2.77) 0.138(3.51) 0.168(4.27)

Rivet Size (inches) (mm) 3/8(9.5) 3/8(9.5) 7/16(11.1) 7/16(11.1) 7/16(11.1)

Double Rivets (Kips/ft) (kN/m) 28.7(419) 35.7(521) 53.0(773) 63.7(930) 70.7(1033)

2 X 1/2(50.8 X 12.7) and 2-2/3 X 1/2 (67.8 X 12.7mm) Corrugated Aluminum Pipe Riveted Thickness (inches) (mm)

Rivet Size (inches) (mm)

Single Rivets (Kips/ft) (kN/m)

Double Rivets (Kips/ft) (kN/m)

0.060(1.5) 0.075(1.9) 0.105(2.7) 0.135(3.4) 0.164(4.2)

5/16(7.9) 5/16(7.9) 3/8(9.5) 3/8(9.5) 3/8(9.5)

9.0(131) 9.0(131) 15.6(228) 16.2(236) 16.8(245)

14.0(204) 18.0(263) 31.5(460) 33.0(482) 34.0(496)

3 X 1 (76.2 X 25.4mm) Corrugated Aluminum Pipe 6 X 1 (152.4 x 25.4mm) Corrugated Aluminum Pipe Riveted Riveted Thickness (inches) (mm) 0.060(1.5) 0.075(1.9) 0.105(2.7) 0.135(3.4) 0.164(4.2)

Rivet Size (inches) (mm) 3/8(9.5) 3/8(9.5) 1/2(12.7) 1/2(12.7) 1/2(12.7)

Double Rivets (Kips/ft) (kN/m) 16.5(239) 20.5(297) 28.0(406) 42.0(608) 54.5(790)

Thickness (inches) (mm) 0.060(1.5) 0.075(1.9) 0.105(2.7) 0.135(3.4) 0.167(4.2)

Rivet Size (inches) (mm) 1/2(12.7) 1/2(12.7) 1/2(12.7) 1/2(12.7) 1/2(12.7)

Double Rivets (Kips/ft) (kN/m) 16.0(232) 19.9(288) 27.9(405) 35.9(520) 43.5(631)

(C) Section Properties (1) Steel conduits 1-1/2 X 1/4 (38.2 X 6.4mm), Corrugation

2-2/3 X 1/2 (67.8 x 12.7mm) Corrugation

r (in.) (mm)

I X 10-3 (in4/in) (mm4/mm)

As (sq.in/ft) (mm2/m)

r (in.) (mm)

I X 10-3 (in4/in) (mm4/mm)

0.028 (.71) 0.034 (.86) 0.040 (1.02) 0.052 (1.32) 0.064 (1.63)

As (sq.in/ft) (mm2/m) 0.304 (643.5) 0.380 (804.3) 0.456 (965.2) 0.608 (1286.9) 0.761 (1610.8)

0.0816 (2.07) 0.0824 (2.09) 0.0832 (2.11)

0.253 (4144.9) 0.344 (5635.8) 0.439 (7192.1)

0.465 (984.3) 0.619 (1310.2) 0.775 (1640.4)

0.1702 (4.32) 0.1707 (4.34) 0.1712 (4.35)

1.121 (18365.3) 1.500 (24574.5) 1.892 (30996.6)

0.079 (2.01) 0.109 (2.77) 0.138 (3.51) 0.168 (4.27)

0.950 (2010.8) 1.331 (2817.3) 1.712 (3623.7) 2.098 (4440.8)

0.0846 (2.15) 0.0879 (2.23) 0.0919 (2.33) 0.0967 (2.46)

0.567 (9289.2) 0.857 (14040.2) 1.205 (19741.5) 1.635 (26786.2)

0.968 (2048.9) 1.356 (2870.2) 1.744 (3691.5) 2.133 (4514.9)

0.1721 (4.37) 0.1741 (4.42) 0.1766 (4.49) 0.1795 (4.56)

2.392 (39188.1) 3.425 (56111.8) 4.533 (74264.1) 5.725 (93792.7)

Thickness (inches) (mm)

3 X 1 (76.2 X 25.4mm) Corrugation Thickness (inches) (mm) 0.064 (1.63) 0.079 (2.01) 0.109 (2.77) 0.138 (3.51) 0.168 (4.27)

As (sq.in/ft) (mm2/m) 0.890 (1883.8) 1.113 (2355.9) 1.560 (3302.0) 2.008 (4250.3) 2.458 (5202.8)

r (in.) (mm) 0.3417 (8.68) 0.3427 (8.70) 0.3488 (8.86) 0.3472 (8.82) 0.3499 (8.89)

I X 10-3 (in4/in) (mm4/mm) 8.659 (141860) 10.883 (178296) 15.459 (253265) 20.183 (330658) 25.091 (411065)

5 x 1 (127 X 25.4mm) Corrugation As (sq.in/ft) (mm2/m) 0.794 (1680.6) 0.992 (2099.7) 1.390 (2942.2) 1.788 (3784.6) 2.186 (4627.0)

r (in.) (mm) 0.3657 (9.29) 0.3663 (9.30) 0.3677 (9.34) 0.3693 (9.38) 0.3711 (9.43)

I X 10-3 (in4/in) (mm4/mm) 8.850 (144990) 11.092 (181720) 15.650 (256394) 20.317 (332853) 25.092 (411082)

(2) Aluminum conduits 1-1/2 X 1/4 (38.2 X 6.4mm) Corrugation Thickness (inches) (mm) 0.048 (1.22) 0.060 (1.52)

As (sq.in/ft) (mm2/m) 0.608 (1286.9) 0.761 (1610.8)

r (in.) (mm) 0.0824 (2.09) 0.0832 (2.11)

I X 10-3 (in4/in) (mm4/mm) 0.344 (5635.8) 0.349 (5717.7)

2-2/3 X 1/2 (67.8 X 12.7mm) Corrugation As (sq.in/ft) (mm2/m)

0.775 (1640.4)

r (in.) (mm)

0.1712 (4.35)

I X 10-3 (in4/in) (mm4/mm)

1.892 (30996.6)

0.968 (2048.9) 1.356 (2870.2) 1.745 (3693.6) 2.130 (4508.5)

3 X 1 (76.2 X 25.4mm) Corrugation

0.060 (1.52) 0.075 (1.91) 0. I05

0.890 (1883.8) 1.118 (2366.4) 1.560

0.3417 (8.68) 0.3427 (8.70) 0.3488

8.659 (141860) 10.883 (178296) 15.459

(2.67) 0.135 (3.43) 0.164 (4.17)

(3302.0) 2.088 (4419.6) 2.458 (5202.8)

(8.86) 0.3472 (8.82) 0.3499 (8.89)

(253265) 20.183 (330658) 25.091 (411065)

(2870.2) (1435.1) 1.744 0.872 (3691.5) (1845.7) 2.133 1.066 (4514.9) (2256.4)

r (in.) (mm)

I X 10-3 (in4/in) (mm4/mm)

2.392 (39188.1) 3.425 (5611.8) 4.533 (74264.1) 5.725 (93792.7)

6 X 1 (52.4 X 25.4mm) Effective As Area (sq.in/ft) (sq.in/ft) (mm2/m) (mm2/m) 0.775 0.387 (1640.4) (819.2) 0.968 0.484 (2048.9) (1024.5) 1.356 0.678

As Thickness (inches) (sq.in/ft) (mm) (mm2/m)

0.1721 (4.37) 0.1 741 (4.42) 0.1766 (4.49) 0.1795 (4.56)

r (in.) (mm)

I X 10-3 (in4/in) (mm4/mm)

0.3629 (9.22) 0.3630 (9.22) 0.3636

8.505 (139337) 10.631 (174168) 14.340

(9.24) 0.3646 (9.26) 0.3656 (9.29)

(234932) 19.319 (316503) 23.760 (389260)

(D) Chemical and Mechanical Requirements (1) AluminumCCorrugated Metal Pipe and Pipe-Arch Material requirementsCAASHTO M 197 Mechanical properties for design Minimum Tensile Strength psi (MPa) Minimum Yield Point psi (MPa) Mod. of Elast. psi (MPa) 31,000(213.737) 24,000(165.474) 10 X 106(68947) (2) SteelCCorrugated Metal Pipe and Pipe-Arch Material requirementsCAASHTO M 218 M 246 Minimum Tensile Strength psi (MPa) 45,000(310.264)

Mechanical properties for design Minimum Yield Point psi (MPa) 33,000(227.527)

Mod. of Elast. psi (MPa) 29 X 106(199948)

(E) Smooth Lined Pipe Corrugated metal pipe composed of a smooth liner and corrugated shell attached integrally at helical seams spaced not more than 30 inches (.762 m) apart may be designed in accordance with Article 1.9.1 on the same basis as a standard corrugated metal pipe having the same corrugations as the shell and a weight per foot (m) equal to the sum of the weights per foot (m) of liner and helically corrugated shell. The shell shall be limited to corrugations having a maximum pitch of 3 inches (76.2mm) and a thickness of not less than 60 percent of the total thickness of the equivalent standard pipe.

1.9.5 Structural Plate Pipe Structures (A) General (1) Structural plate pipe, pipe arches, and arches shall be bolted with annular corrugations only. The specifications are: Aluminum AASHTO M219

Steel AASHTO M167

(2) Service load designCsafety factor, SF Seam strength = 3.0 Wall area = 2.0 Buckling = 2.0 (3) Load factor designCcapacity modification factor,φ φ = 0.67 (4) Flexibility factor (a) For steel conduits, FF should generally not exceed the following values: 6" X 2" (152.4 X 50.8mm) corrugation FF = 2.0 X 10-2 (Pipe) 6" X 2" (152.4 X 50.8mm) corrugation FF = 3.0 X 10-2 (Pipe-arch) 6" X 2" (152.4 X 50.8mm) corrugation FF = 3.0 X 10-2 (Arch) (b) For aluminum conduits, FF should generally not exceed the following values: 9" X 2½" (228.6 X 63.5mm) corrugation FF = 2.5 X 10-2 (Pipe) 9" X 2½" (228.6 X 63.5mm) corrugation FF = 3.6 X 10-2 (Pipearch) 9" X 2½" (228.6 X 63.5mm) corrugation FF = 7.2 X 10-2 (Arch) (5) Minimum cover The minimum cover for design loads shall be Span/8 but not less than 12 inches (.305m). (The minimum cover shall be measured from the top of rigid pavement or thebottom of flexible pavement.) For Construction requirements see Article 2.23.10. (B) Seam Stregth Minimum Longitudinal Seam Strengths 6 X 2 (152.4 X 50.8mm) Steel Structure Plate Pipe Thickness (inches) (mm) 0.109(2.77) 0.138(3.51) 0.168(4.27) 0.188(4.78) 0.218(5.54) 0.249(6.32) 0.280(7.11)

Bolt Size (inch) (mm) 3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1)

4 Bolts/ft(.305) (Kips/ft) (kN/m) 43.0(627.8) 62.0(905.2) 81.0(1182.6) 93.0(1357.8) 112.0(1635.2) 132.0(1927.2) 144.0(2102.4)

6 Bolts/ft(.305) (Kips/ft) (kN/m)

180(2628.0)

8 Bolts/ft(.305) (Kips/ft) (kN/m)

194(2832.4)

9 X 2-½ (2228.6 X 63.5mm) Aluminum Structural Plate Pipe Thickness (inches) (mm)

Bolt Size (inch) (mm)

Steel Bolts 5-½ Bolts Per ft(.305) (Kips/ft) (kN/m)

0.10(2.54) 0.125(3.18) 0.15(3.81 0.175(4.45) 0.200(5.08) 0.225(5.72) 0.250(6.35)

3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1) 3/4(19.1)

28.0(408.8) 41.0(598.6) 54.1(789.9) 63.7(930.0) 73.4(1071.6) 83.2(1214.7) 93.1(1359.3)

Aluminum Bolts 5-½ Bolts Per ft(.305) (Kips/ft) (kN/m) 26.4(385.4) 34.8(508.1) 44.4(648.2) 52.8(770.9) 52.8(770.9) 52.8(770.9) 52.8(770.9)

(C)Section Properties (1) Stell conduits 6" X 2" (152.4 X 50.8mm) Corrugations Thickness (inches) (mm) 0.109(2.77) 0.138(3.51) 0.168(4.17) 0.188(4.78) 0.21(5.54) 0.249(6.32) 0.280(7.11)

As (sp.in/ft) mm2/m) 1.556(3293.5) 2.003(4139.7) 2.449(5183.7) 2.739(5797.6) 3.199(6771.2) 3.650(7725.8) 4.119(8718.6)

1 X 10-3 (in.4/in) (mm4/mm)

r (in.) (mm) 0.682(17.32) 0.684(17.37) 0.686(17.42) 0.688(17.48) 0.690(17.53) 0.692(17.58) 0.695(17.65)

60.411(989713) 78.175(1280741) 96.163(1575438) 108.000(1769364) 126.922(2079363) 146.172(2394735) 165.836(2716891)

9" X 2-½" (228.6 X 63.5mm) Corrugations Thickness (inches) (mm) 0.100(2.54) 0.125(3.18) 0.150(3.81) 0.175(4.45) 0.200(5.08) 0.225(5.72) 0.250(6.35)

As (sp.in/ft) mm2/m) 1.404(2971.8) 1.750(3704.2) 2.100(4445.0) 2.449(5183.72) 2.799(5924.6) 3.149(6665.4) 3.501(7410.5)

1 X 10-3 (in.4/in) (mm4/mm)

r (in.) (mm) 0.8438(21.49 0.8444(21.45) 0.8449(21.46) 0.8454(21.47) 0.8460(21.49) 0.8468(21.51) 0.8473(21.52)

83.065(136054) 103.991(1703685) 124.883(2045958) 145.895(2390198) 166.959(2735289) 188.179(3082937) 209.434(3431157)

(D) Chemical and Mechanical Properties (1) AluminumStructural plate pipe, pipe-arch, and arch Material requirementAASHTO M 167 Mechanical Properties for Design Thickness (inches) (mm)

Minimum Tensile Strength psi(MPa)

Minimum Yield point psi(MPa)

Mod. of Elast. psi(MPa)

0.100 to 0.175 (2.54 to 4.45) 0.176 to 0.250 (4.47 to 6.35)

35,000 (241.316) 34,00 (234.421)

24,000 (165.474) 24,000 (165.474)

10 X 106 (68947) 10 X 106 (68947)

(2) SteelStructural plate pipe, Pipe-arch, and arch Material requirementsAASHTO M 167 Mechanical Properties for Design Minimum Tensile Strength psi(MPa)

Minimum Yield point psi(MPa)

Mod. of Elast. psi(MPa)

45,000 (310.264)

33,000 (227.527)

29 X 106 (199948)

(E) Structural Plate Arches The design of structural plate arches should be based on retios of a rise to span of 0.3 minimum.

1.9.6 Long Span Structural Plate Structures (A) General Long Span structural plate structures are short span bridges defined as: (1) Structural Plate Structures (pipe, pipe-arch, and arch) which exceed masimum sizes imposed by 1.9.5. (2) Special shapes of any size which involve a relatively large radius of curvature in crown or side plates. Vertical ellipses, horizontal ellipses, underes, low profile arches, high profile arches, and inverted pear shapes are the describing these special shapes. Wall Strength and Chemical and Mechanical Properties shall be in accordance with Article 1.9.5. The construction and installation shall conform to Section 23, Division II. (B) Design Long span structures shall be designed in accordance with Art. 1.9.1, 1.9.2 or 1.9.3 and 1.9.5. Requirements for buckling and flexibility factor do not apply. Substitute twice the top arc radius for the span in the formulae for thrust. Long span structures shall include acceptable special features. Minimum requirements are detailed in Table 1. (2) Acceptable special features (a) Continuous longitudinal structural stiffeners connected to the corrugated plates at each side of the top arc. Stiffeners may be metal or reinforced concrete or combination thereof. (b) Reinforcing ribs formed from structural shapes curved to conform to the curvature of the plates, fastened to the structure as required to insure integral action with the corrugated plates, and spaced at such intervals as necessary to increase the moment of inertia of the section to that required by the design. (3) Design for deflection

Soil design and placement requirements for long span structures limit deflection satisfactorily. However, construction procedures must be such that severe deformations do not occur during construction. (4) Soil design Granular type soils shall be used as structure backfill (the envelope next to the metal structure). The order of preference of acceptable structure backfill materials is as follows: (a) Well graded sand and gravel; sharp, rough or angular if possible. (b) Uniform sand or gravel. (c) Approved stabilized soil shall be used only under direct supervision of a competent, experienced soils engineer. Plastic soils shall not be used. The structure backfill material shall conform to one of the following soil classifications from AASHTO Specification M 145, Table 2: For height of fill less than 12 feet (3.658m), A-1, A-3, A-2-4 and A-2-5; for height of fill of 12 feet (3.658m) and more, A-1, A-3. Structure backfill shall be placed and compacted to not less than 90 percent density per AASHTO T 180. 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 six feet (1.829m) beyond the structure is sufficient. The structure backfill shall also extend to an elevation two (.610m) to four feet (1.219m) over the structure. It is not necessary to excavate native soil at the sides if the quality of the native soil is already as good as the proposed compacted side-fill. The soil over the top shall also be select and shall be carefully and densely compacted. (C) Structural Plate Shapes

Figure A-1.9.6 (D) End Treatment When headwalls are not used, special attention may be necessary at the ends of the structure. Severe bevels and skew are not recommended. For hydraulic structures, additional reinforcement of the end is recommended to secure the metal edges at inlet and outlet against hydraulic forces. Reinforced concrete or structural steel collars, or tension tiebacks or anchors in soil, partial headwalls and cut off walls below invert elevation are some of the methods which can be used. Square ends may have side plates beveled up to a maximum 2:1 slope. Skew ends up to 15° with no bevel, are permissible. When this is done on spans over 20 feet (6.096m) the cut edge must be reinforced with reinforced concrete or structural steel collar. When full head. walls are used and they are skewed, the offset portion of the metal structure shall be ed by the headwall. A special headwall shall be designed for skews exceeding 15°. The maximum skew shall be limited to 35°. (E) 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 the series of structures require checking stability of the flexible structures under the resultant unbalanced loading.

Table A-1. Minimum Requirements for Long Span Structures with Acceptable Special Features I. Top Arc

Top Radius in ft (m) 15 17-20 20-23 20-23 23-25 (4.572) (4.572-5.182) (6.096-6.096) (6.096-7.010) (7.010-7.620)

Minimum Thickness (mm) 6 X 2 Corugated Steel Plates (152.4 X 50.8) II Minimum Cover in ft. (m)

.109" (2.77)

.138" (3.51)

.168" (4.27)

.218" (5.54)

.294" (6.32)

Top Radius in ft. (m) Steel Thickness1 in in.(mm) .019 (2.77) .138 (3.51) .168 (4.27) .188 (4.78) .218 (5.54) .294 (6.32) .280 (7.11) III. Geometric Limits

15 15-17 20-23 20-23 23-25 (4.572) (4.572-5.182) (6.096-6.096) (6.096-7.010) (7.010-7.620) 2.5 (.762) 2.5 (.762) 2.5 (.762) 2.5 (.762) 2.0 (.762) 2.0 (.762) 2.0 (.762)

3.0 (.914) 3.0 (.914) 3.0 (.914) 2.5 (.914) 2.0 (.914) 2.0 (.914)

3.0 (.914) 3.0 (.914) 2.5 (.762) 2.5 (.762)

3.0 (9.14) 3.0 (.914) 3.0 (.914)

4.0 (1.219) 4.0 (1.219)

A. Maximum Plate Radius-25 Ft. (7.620m) B. Maximum Central Angle of Top Arc = 80º C. Minimum Ration, 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. IV. Special Designs Structures not described herein shall be regarded as special designs. 1. When reinforcing ribs are used the moment of inertia of the composite section shall be equal to or greater than the moment of inertia of the minimum plate thickness shown.

Section 23 - Construction and Installation of Soil Metal Plate Structure Interaction System 2.23.1 General This item shall consist of furnishing corrugated metal or structural plate pipe, pipe-arches and arches conforming to these specifications and of the sizes and dimensions required on the plans, and installing such structures at the places designated on the plans or by the Engineer, and in conformity with the lines and grades established by the Engineer. Pipe shall be either circular or elongated as specified or shown on the plans.

The thickness of plates or sheets shall be as determined in Art. 1.9.2, Division I, and the radius of curvature shall be as shown on the plans. Each plate or sheet shall be curved to one or more circular arcs. The plates at longitudinal and circumferential seams of structural plates shall be connected by bolts. ts shall be staggered so that not more than three plates come together at any one point.

2.23.2 Forming and Punching of Corrugated Structural Plates and Sheets for Pipe (A) Structural Plate Pipe Structural plates of steel shall conform to the requirements of AASHTO M 167 and aluminum to the requirements of AASHTO M 219. Plates shall be formed to provide lap ts. The bolt holes shall be so punched that all plates having like dimensions, curvature, and the same number of bolts per foot (m) of seam shall be interchangeable. Each plate shall be curved to the proper radius so that the cross-sectional dimensions of the finished structure will be as indicated on the drawings or as specified. Unless otherwise specified, bolt holes along those edges of the plates that form longitudinal seams in the finished structure shall be in two rows. Bolt holes along those edges of the plates that form circumferential seams in the finished structure shall provide for a bolt spacing of not more than 12 in. (0.305m). The minimum distance from center of hole to edge of the plate shall be not less than 1-3/4 times the diameter of the bolt. The diameter of the bolt holes in the longitudinal seams shall not exceed the diameter of the bolt by more than 1/8 inch (3.2mm). Plates for forming skewed or sloped ends shall be cut so as to give the angle of skew or slope specified. Burned edges shall be free from oxide and bum and shall present a workmanlike finish. Legible identification numerals shall be placed on each plate to designate its proper position in the finished structure. (B) Corrugated Metal Pipe Corrugated steel pipe shall conform to the requirements of AASHTO M 36 and aluminum to the requirements of AASHTO M 196. Punching and forming of sheets shall conform to AASHTO M 36. (C) Elongation If elongated structural plate or corrugated metal pipe is specified or called for on the plans, the plates or pipes shall be formed so that the finished pipe is elliptical in shape with the vertical diameter approximately five percent greater than the nominal diameter of the pipe. Pipe-arches shall not be elongated. Elongated pipes shall be installed with the longer axis vertical.

2.23.3 Assembly (A) General Corrugated metal pipe, and structural plate pipe shall be assembled in accordance with the manufacturer's instructions. All pipe shall be unloaded and handled with reasonable care. Pipe or plates shall not be rolled or dragged over gravel or rock and shall be prevented from striking rock or other

hard objects during placement in trench or on bedding. Corrugated metal pipe shall be placed on the bed starting at downstream end with the inside circumferential laps pointing downstream. Bituminous coated pipe and paved invert pipe shall be installed in a similar manner to corrugated metal pipe with special care in handling to avoid damage to coatings. Paved invert pipe shall be installed with the invert pavement placed and centered on the bottom. Structural plate pipe, pipe arches, and arches shall be installed in accordance with the plans and detailed erection instructions. Bolted longitudinal seams shall be well fitted with the lapping plates parallel to each other. The applied bolt torque for 3/4" (19.1 mm) diameter high strength steel bolts shall be a minimum of 100 ft.-lbs. (135.58Nm) and a maximum of 300 ft. lbs. (406.74Nm); for 3/4" (19.1mm) diameter aluminum bolts, the applied bolt torque shall be a minimum of 100 ft.-lbs. (135.58Nm) and a maximum of 150 ft. lbs. (203.37Nm). There is no structural requirement for residual torque; the important factor is the seam fit-up. ts for corrugated metal culvert and drainage pipe shall meet the following performance requirements: (1) Field ts Transverse field ts shall be of such design that the successive connection of pipe sections will form a continuous line free from appreciable irregularities in the flow line. In addition, the ts shall meet the general performance requirements described in items (1) through (3). Suitable transverse field ts, which satisfy the requirements for one or more of the subsequently defined t performance categories, can be obtained with the following types of connecting bands furnished with the suitable band-end fastening devices. (a) Corrugated bands (b) Bands with projections (c) Flat bands (d) Bands of special design that engage factory reformed ends of corrugated pipe. Other equally effective types of field ts may be used with the approval of the Engineer. (2) t Types Applications may require either "Standard" or "Special" ts. Standard ts are for pipe not subject to large soil movements or disting forces, these ts are satisfactory for ordinary installations, where simple slip type ts are typically used. Special ts are for more adverse requirements such as the need to withstand soil movements or resist disting forces. Special designs must be considered for unusual conditions as in poor foundation conditions. Down drain ts are required to resist longitudinal hydraulic forces. Examples of this are steep slopes and sharp curves. (3) Soil Conditions The requirements of the ts are dependent upon the soil conditions at the construction site. Pipe backfill which is not subject to piping action is classified as "Nonerodible." Such backfill typically includes granular soil (with grain sizes equivalent to coarse sand, small gravel, or larger) and cohesive clays.

Backfill that is subject to piping action, and would tend either to infiltrate the pipe or to be easily washed by exfiltration of water from the pipe, is classified as "Erodible." Such backfill typically includes fine sands, and silts. Special ts are required when poor soil conditions are encountered such as when the backfill or foundation material is characterized by large soft spots or voids. If construction in such soil is unavoidable, this condition can only be tolerated for relatively low fill heights, since the pipe must span the soft spots and imposed loads. Backfills of organic silt, which are typically semifluid during installation, are included in this classification. (4) t Properties The requirements for t properties are divided into the six categories shown on Table 2.23.3. Properties are defined and requirements are given in the following Paragraphs (a) through (I). The values for various types of pipe can be determined by a rational analysis or a suitable test. (a) Shear StrengthCThe shear strength required of the t is expressed as a percent of the calculated shear strength of the pipe on a transverse cross section remote from the t. (b) Moment StrengthCThe moment strength required of the t is expressed as a percent of the calculated moment capacity of the pipe on a transverse cross section remote from the t. In lieu of the required moment strength, the pipe t may be furnished with an allowable slip as defined in Paragraph (4)(c). (c) Allowable SlipCThe allowable slip is the maximum slip that a pipe can withstand without disting, divided by a factor of safety. (d) SoiltightnessCSoil tightness refers to openings in the t through which soil may infiltrate. Soiltightness is influenced by the size of the opening (maximum dimension normal to the direction that the soil may infiltrate) and the length of the channel (length of the path along which the soil may infiltrate). No opening may exceed 1 inch (.025m). In addition, for all categories, if the size of the opening exceeds 1/8 inch (.003m), the length of the channel must be at least four times the size of the opening. Furthermore, for non-erodible, erodible, or poor soils, the ratio of D85 soil size to size of opening must be greater than 0.3 for medium to fine sand or 0.2 for uniform sand; these ratios need not be met for cohesive backfills where the plasticity index exceeds 12. As a general guideline, a backfill material containing a high percentage of fine grained soils requires investigation for the specific type of t to be used to guard against soil infiltration. (e) WatertightnessCWatertightness may be specified for ts of any category where needed to satisfy other criteria. The leakage rate shall be measured with the pipe in place or at an approved test facility. (B) Assembly of Long-Span Structures Long-span structures covered in Article 1.9.10 may require deviation from the normal good practice of loose bolt assembly. Unless held in shape by cables, struts, or backfill, longitudinal seams should be tightened when the plates are hung. Care should be taken to properly align plates circumferentially and

to avoid permanent distortion from specified shape. This may require temporary shoring. The variation before backfill shall not exceed 2 percent of the span or rise, whichever is greater, but in no case shall exceed 5 inches (.127m). The rise of arches with a ratio of top to side radii of three or more should not deviate from the specified dimensions by more than 1 percent of the span.

2.23.4 Bedding When, in the opinion of the Engineer, the natural soil does not provide a suitable bedding, a bedding blanket conforming to Figure 2.23A shall be provided. Bedding shall be uniform for the full length of the pipe. Bedding of long-span structures with invert plates exceeding 12 ft. (3.658m) in radius requires a preshaped excavation or bedding blanket for a minimum width of 10 ft. (3.048m) or half the top radius of the structure, whichever is less. This preshaping may be a simple "v" shape fine graded in the soil in accordance with Figure 2.23E. Table A-2.23.3 Categories of Pipe ts Non-Erodible Soil Condition Shear Moment1 Tensile 0-42" Dia (0-1.066 m) 48"-84" Dia (1.219-2.134 m) Slip Soiltightness2 Watertightness 1 See Paragraph (4)(b) 2Minimumb ration of D

Erodible

Poor

Standard

Positive

Standard

Positive

Standard

2% 0 0

10% 10 5000 lbs (22.24 kN) 10,000 lbs (44.48 kN) 1 in.(.025 m) NA

10% 0

10% 10 5000 lbs (22.24 kN) 10,000 lbs (44.48 kN) 1 in.(.025 m) 0.3 or 0.2

25% 10 5000 lbs (22.24 kN) 10,000 lbs (44.48 kN)

NA See Paragraph (A)(4)(e)

0.3 or 0.2

0.3 or 0.2

soil size of opening 0.3 for medium to fine sand and 0.2 for uniform sand. Structural plate pipe, pipe-arches, and arches shall be installed in accordance with the plans and detailed erection instructions. 85

2.23.5 Pipe Foundation The foundation material under the pipe shall be investigated for its ability to the load. If rock strata or boulders are closer than 12 inches (.305m) under the pipe, the rock or boulders shall be removed and replaced with suitable granular material as shown in Figure 2.23B. Where, in the opinion of the Engineer, the natural foundation soil is such as to require stabilization, such material shall be replaced by a layer of suitable granular material as shown in Figure 2.23C. Where an unsuitable material (peat, muck, etc ) is encountered at or below invert elevation during excavation, the necessary subsurface exploration and analysis shall be made and corrective treatment shall be as directed by the Engineer. For shapes such as pipe arches, horizontal ellipses or underes, where relatively large radius inverts are ed by relatively small radius corners or sides, the corrective treatment shall provide for principal of the structure at the ading corner or side plates and insure proper settlement of those high pressure zones relative to the low pressure zone under the invert, as shown in Figure 2.23F. This allows the invert to settle uniformly.

2.23.6 Fill Requirements (A) Sidefill Sidefill material within one pipe diameter of the sides of pipe and not less than one foot (.305m) over the pipe shall be fine readily compactible soil or granular fill material. Sidefill beyond these limits may be regular embankment fill. Job-excavated soil used as backfill shall not contain stones retained on a 3-inch (76.2mm) ring, frozen lumps, chunks of highly plastic clay, or other objectionable material. Sidefill material shall be noncorrosive. Sidefill material shall be placed as shown in Figure 2.23D, in layers not exceeding 6 inches (.152m) in compacted thickness at near optimum moisture content by engineer-approved equipment to the density required for superimposed embankment fill. Other approved compacting equipment may be used for sidefill more than 3 feet (.914m) from sides of pipe. The sidefill shall be placed and compacted with care under the haunches of the pipe and shall be brought up evenly and simultaneously on both sides of the pipe to not less than 1 foot (.305m) above the top for the full length of the pipe. Fill above this elevation may be material for embankment fill. The width of trench shall be kept to the minimum width required for placing pipe, placing adequate bedding and sidefill, and safe working conditions. Ponding or jetting of sidefill will not be permitted except upon written permission by the Engineer. (B) Backfill For Long-Span Structures While basic backfill requirements for long-span structural-plate structures are similar to those for smaller structures, their size is such that excellent control of soil placement and compaction must be maintained. Because these structures are especially designed to fully mobilize soil-structure interaction, a large portion of their full strength is not realized until backfill (sidefill and overfill) is in place. Of particular importance is control of structure shape. Equipment and construction procedures used shall be such that excessive structure distortion will not occur. Structure shape shall be checked regularly during backfilling to acceptability of the construction methods used. Magnitude of allowable shape changes will be specified by the manufacturer (fabricator of long-span structures). The manufacturer shall provide a qualified construction inspector to aid the Engineer during all structure backfilling. The Inspector shall advise the Engineer on the acceptability of all backfill material and methods and the proper monitoring of the shape. Structure backfill material shall be placed in horizontal uniform layers not exceeding 8 inches (.203m) in thickness after compaction and shall be brought up uniformly on both sides of the structure. Each layer shall be compacted to a density not less than 90 percent per AASHTO T 180. The structure backfill shall be constructed to the minimum lines and grades shown on the plans, keeping it at or below the level of adjacent soil. Permissible exceptions to required structure backfill density are: the area under the invert, the 12 inch to 18 inch (.305 to .457 m) width of soil immediately adjacent to the large radius side plates of high profile arches and inverted pear shapes, and the lower portion of the first horizontal lift of overfill carried ahead of and under heavy construction earth movers initially crossing the structure.

2.23.7 Bracing Temporary bracing shall be installed and shall remain in place as required to protect workmen during construction. For long-span structures which require temporary bracing to handle backfilling loads, the bracing shall not be removed until the fill is completed or to a height over the crown equal to 1/4 the span.

2.23.8 Camber The invert grade of the pipe shall be cambered, when required, by an amount sufficient to prevent the development of a sag or back slope in the flow line as the foundation under the pipe settles under the weight of embankment. The amount of camber shall be based on consideration of the flow-line gradient, height of fill, compressive characteristics of the ing soil, and depth of ing soil stratum to rock. When specified on the plans, long-span structures shall be vertically elongated approximately 2 percent during installation to provide for compression of the backfill under higher fills.

2.23.9 Arch Substructures and Headwalls Substructures and headwalls shall be designed in accordance with the requirements of Division I. Each side of each arch shall rest in a groove formed into the masonry or shall rest on a galvanized angle or channel securely anchored to or embedded in the substructure. Where the span of the arch is greater than 15 feet (4.572m) or the skew angle is more than 20 degrees, a metal bearing surface, having a width of at least equal to the depth of the corrugation, shall be provided for all arches. Metal bearings may be either rolled structural or cold formed galvanized angles or channels, not less than 3/16 inch (4.8mm) in thickness with the horizontal leg securely anchored to the substructure on a maximum of 24 inch (.610m) centers. When the metal bearing is not embedded in a groove in the substructure, one vertical leg should be punched to allow bolting to the bottom row of plates. Where an invert slab is provided which is not integral with the arch footing, the invert slab shall be continuously reinforced. When backfilling arches before headwalls are placed, the first material shall be placed midway between the ends of the arch, forming as narrow a ramp as possible until the top of the arch is reached. The ramp shall be built evenly from both sides and the backfilling material shall be thoroughly compacted as it is placed. After the two ramps have been built to depth specified to the top of the arch, the remainder of the backfill shall be deposited from the top of the arch both ways from the center to the ends, and as evenly as possible on both sides of the arch. If the headwalls are built before the arch is backfilled, the filling material shall first be placed adjacent to one headwall, until the top of the arch is reached, after which the fill shall be dumped from the top of the arch toward the other headwall, with care being taken to deposit the material evenly on both sides of the arch. In multiple installations the procedure above specified shall be followed, but extreme care shall be used to bring the backfill up evenly on each side of each arch so that unequal pressure will be avoided. In all cases the filling material shall be thoroughly but not excessively tamped. Puddling the backfill will not be permitted.

Figure A-2.23

2.23.10 Cover over Pipe during Construction All pipe shall be protected by sufficient cover before permitting heavy construction equipment to over them during construction.

2.23.11 Workmanship and Inspection In addition to compliance with the details of construction, the completed structure shall show careful finished workmanship in all particulars. Structures on which the speller coating has been bruised or broken either in the shop or in shipping, or which shows defective workmanship, shall be rejected

unless repaired to the satisfaction of the Engineer. The following defects are specified as constituting poor workmanship and the presence of any or all of them in any individual culvert plate or in general in any shipment shall constitute sufficient cause for rejection unless repaired: 1. Uneven laps. 2. Elliptical shaping (unless specified). 3. Variation from specified alignment. 4. Ragged edges. 5. Loose, unevenly lined or spaced bolts. 6. Illegible brand. 7. Bruised, scaled, or broken speller coating. 8. Dents or bends in the metal itself.

2.23.12 Method of Measurement Corrugated metal and structural plate pipe, pipe-arches or arches shall be measured in linear feet (m) installed in place, completed, and accepted. The number of linear feet (m) shall be the average of the top and bottom centerline lengths for pipe, the bottom centerline length for pipe-arches, and the average of springing line lengths for arches.

2.23.13 Basis of Payment The lengths, determined as herein given shall be paid for at the contract unit prices per linear foot (m) bid for corrugated metal and structural plate pipe, pipe-arch or arches of the several sizes, as the case may be, which prices and payments shall constitute full compensation for furnishing, handling, erecting, and installing the pipe, pipe-arches or arches and for all materials, labor, equipment, tools, and incidentals necessary to complete this item, but for arches shall not constitute payment for concrete or masonry headwalls and foundations, or for excavation. Go to Appendix B

Appendix B : FHWA-IP-83-6 s Manual - Improved Inlet Box Section Program, Boxcar Go to Appendix C S MANUAL IMPROVED INLET BOX SECTION PROGRAM, BOXCAR This Appendix provides the information needed to use the computer program BOXCAR (BOX section Concrete And Reinforcing design) to design reinforcing for one cell box section inlets. The program is sufficiently general that it may also be used to design box sections for general applications, except that surface applied wheel loads are not included. For a general description of the program and method of analysis, see Section 5.1. For information on the loads and design methods see Chapter 2, Chapter 3, and Chapter 4.

B.1 Input Data FIRST CARD:

Format (19A4, A3, 11)

Problem Identification

Card Columns 1 through 79 are read and echo printed in the output. These columns can be used for job identification. An integer from 0 to 3 in card column 80 controls the amount of output to be printed. For a description of the available output, see Section B.2.

REMAINING CARDS:

Format (12, 4A4, A2, 6F10.3)

Data

The first field (12) is an input code that internally identifies the type of data being input. The second field (4A4, A2) is a comment field which is used to identify the data on each card and is echo printed in the output. The remaining fields (6F10.3) are data items. Table B-1 describes the specific input data and format required for each card and default values for each parameter. If default values are used for all the parameters on any given card, then that card may be omitted.

Coce (Note 1)

Table B-1. Format for Data Input, Boxcar Description Nome of Variables (Note 2)

Card Columns

1-2

3-20

21-80

Format

12

4A4, A2

6F10.3

Units

Default Value

Required Data

01

02

03

Inside Span Inside Rise Depth of Fill Top Slab Thickness Bottom Slab Thickness Side Wall Thickness

Horizontal Haunch Dim. Vertical Haunch Dim.

04

Soil unit weight Concrete unit weight Fluid unit weight

05

Lateral Soil Pressure (Min.) Lateral Soil Pressure (Max.) Soil Structure Int. Factor Flag for Side Load

Si Di h

ft ft ft

None None None

TT

in.

T(Note 6)

TB

in.

T(Note 6)

TS

in.

T(Note 6)

HH

in.

T(Note 6)

HV

in.

T(Note 6)

γs γc γf

pcf pcf pcf

120. 150. 62.5

αmin (Note3)

None

0.25

αmax None

None

0.5

Fe

None

1.2 (Note 7)

Flg Lf

None

0 (Note 4)

None

1.3

φf φv

None None

0.9 0.9

06

Load Factor Flexure Cap. Red. Factor Shear Capacity Red. Factor

07

Depth of Fluid

Df

in.

Di

Steel Yield Stress Concrete Compressive Strength

fy

ksi

65

08

f'c

ksi

5.

Top - Outside Side - Outside Bottom - Outside

tbl tb2 tb3

in. in. in.

1. 1. 1.

Top- Inside Bottom - Inside Side- Inside

tb4 tb5 tb6

in. in. in.

1. 1. 1.

10

Limiting Crack Width Factor

Fcr

None

1.0

11

Number of Layers of Steel Reinforcing Reinforcing Type

NLAY RTYPE(Note 8)

None None

I 2

Optional Data (Note 5)

Concrete Covers

09

Wire Diameters 12

ASI - Outside Steel AS2 - Inside Steel - Top AS3 - Inside Steel - Bottom AS4 - Inside Steel - Side

Wire Spacing 13

Required

Over 13

AS I - Outside Steel AS 2 - Inside Steel - Top AS 3 - Inside Steel - Bottom AS 4 - Inside Steel - Side

SDATA(1-3) SDATA(4)

in. in.

0.08T(Note6) 0.08T(Note6)

SDATA(5)

in.

0.08T(Note6)

SDATA(6)

in.

0.08T(Note6)

SDATA (7-9)

in.

2.

SDATA (10)

in.

2.

SDATA (11)

in.

2.

SDATA (12)

in.

2.

End of Data

NOTES 1. The input cards do not need to be numerically ordered by code number; however, a code number greater than 13 must be the final data card. 2. The data punched in this field is arbitrary; it is echo printed in the output and may be helpful to the for identification of the data in card columns 21-80. 3. α min. defaults to 0.25 if input less than 0. 4. If FLG = 0, the initial side load (Load Case 3) is considered as 'permanent' dead load. If FLG ≠ 0, the initial side load is considered as an additional dead load. 5. If the designer wishes to change any item on an optional data card from the default value, then all the items on that card must be given, even if the default values are desired. 6. For span < 7.0 ft T = span/12 + I For span > 7.0 ft T = span/12 7. If the soil structure interaction factor is input as less than 0.75, it will default to 1.2. 8. RTYPE = I for smooth reinforcing with longitudinals spaced greater than 8 in. = 2 for smooth reinforcing with longitudinals spaced less than or equal to 8 in. = 3 for deformed reinforcing.

B.2 Output Column 80 of the problem identification card is the "DEBUG" parameter that controls the amount of output to be printed. An integer from O to 3 is specified in this column with each increasing number providing more output, as listed below. Table B-2 shows sample output, in the order that it is printed. DEBUG = 0

● ●

Echo print of input data Summary table for design

DEBUG = I

● ● ●

DEBUG = 2

● ● ●

DEBUG = 3

● ● ●

Output from debug = 0 Listing of BDATA, IBDATA, SDATA, and ISDATA arrays Moments, thrusts and shears at design sections Output from debug = I Summary table for flexural design Summary table for shear design Output from debug = 2 Displacement matrix Member end forces

B.2.1 Debug = 0 Echo print of input data: The program prints the data cards as they are read to allow the designer to check the input and to identify the design (Table B-2a). Summary Table for Design: This table presents all important design parameters for the box section. If stirrups are required at a certain location, the stirrup design must be done by hand in accordance with Section 4.1.5. A row of stars (***) under the steel area column shows that steel design at that location is governed by concrete compression (Section 4.1.3) and the member must be designed with a thicker section, or designed as a compression member according to AASHTO ultimate strength design methods. (Table B-2j).

B.2.2 Debug = 1 Listing of BDATA, IBDATA, SDATA, ISDATA arrays: All of the input data and some additional parameters that are calculated from input data are stored in two arrays, BDATA, and SDATA. Maps of these arrays are presented in Tables B-3 and B-4 respectively. When these arrays are listed in the output, two parallel arrays, IBDATA and ISDATA are also output. These parallel arrays contain flags which indicate whether the items in the BDATA or SDATA arrays were input, assumed, or in no value is present (Table B-2b & c). Moments, Thrusts, and Shears at Design Sections: This table presents the forces at the 15 design locations in the box section (Figure B-1). Under the service load category, two types of loads are shown, Group 1 and Group 2. Group 1 loads are considered permanent loads, including dead load, vertical soil load and the minimum lateral load case (unless FLG at 0, see Table B-1, Note 4) and are always included in the calculation of ultimate forces. Group 2 loads are considered "additional" loads and are only included in the calculation of ultimate forces if they increase the magnitude of the Group I forces. Additional loads are normally fluid load and the additional lateral soil load (αmax -αmin) The ultimate loads are found by adding Group I and Group 2 forces to obtain the "worst case" and multiplying by the appropriate load factor (Table B-2f).

The sign convention on the forces is as follows: positive thrust is tensile, positive shear decreases the moment from the A to the B end of the member and positive moment causes tension on the inside steel. The zero moment top and bottom distances represent the maximum distance from the A end (Figure B-2) of the member to the point of zero moment in the member. Table B-2. Sample Output from Box Culvert Design Program a. Echo Print of Input Data

b. Listing of BDATA Array

c. Listing of SDATA Array

d. t Displacement Table

e. Member End Forces Table

f. Design Forces Table

g. Flexure Design Table

h. Method 1 Shear Design Table

i. Method 2 Shear Design Table

j. Design Summary Sheet

Table B-3. Map of BDATA Array Index of BNDAT (Note 1)

Notation Design Method

Computer Code

Description

Units

1 2 3 4

Si Ri TT TB

SPAN RISE TT TB

inside span of box section inside rise of box section in. thickness of top slab in. thickness of bottom slab

in. in. in. in.

5 6 7 8 9

TS γc γs γf φf

TS GAMAC GAMAS GAMAF POF

thickness of side wall unit weight of concrete unit weight of soil unit weight of fluid in box capacity reduction factor for flexure

in. kips/in.3 kips/in.3 kips/in.3 none

10 11 12 13 14

He HH Hv φv αmin

H HH HV POV ZETA

depth of fill horizontal width of haunch vertical height of haunch capacity reduction factor for shear lateral soil pressure coefficient

in. in. in. none none

15 16 18 19 20

Fe df Ec Es fy

BETA DF EC ES FY

soil structure interaction factor depth of fluid modulus of elasticity of concrete modulus of elasticity of steel specified yield strength of reinforcing

none in. ksi ksi ksi

21

f'c

F

22 23 24

Lfmv Lfn FCR

FLMV FLN FCR

26

NLAY

NLAY

27

RTYPE

RTYPE

type of reinforcing steel

none

30

tbI

CT ( I )

concrete cover over top slab outside steel (ASI)

in.

31

tb2

CT (2)

concrete cover over side wall outside steel (ASI)

in.

32

tb3

CT (3)

concrete cover over bottom slab outside steel (ASI)

in.

33

tb4

CT (4)

concrete cover over top slab inside steel (AS2)

in.

34

tb5

CT (5)

concrete cover over bottom slab inside steel (AS3)

in.

35

tb6

CT (6)

concrete cover over side wall inside steel (AS4)

in.

specified compressive strength of concrete load factor for moment & shear oad factor for thrust factor for crack control relative to I for 0.01 " crack number of layers of circumferential reinforcing

Notes: 1. Some index numbers are not listed here because those slots in the array were not used.

ksi none none none none

Table B-4. Map of SDATA Array Index of SDATA (Note 1)

Description

Units

Wire diameter: I 2 3 4 5 6

- outside steel top slab - outside steel side wall - outside steel bottom slab - inside steel top slab - inside steel bottom slab - inside steel side wall

in. in. in. in. in. in.

Wire Spacing: 7 8 9 10 11 12

- outside steel top slab - outside steel side wall - outside steel bottom slab - inside steel top slab - inside steel bottom slab - inside steel side wall

in. in. in. in. in. in.

19 20

- length of outside steel in top slab - length of outside steel in bottom slab

in. in.

25

Lateral soil pressure ratio (Note 2)

none

Depth of steel reinforcing: 30 31 32 33 34 35

- outside steel top slab - outside steel side wall - outside steel bottom slab - inside steel top slab - inside steel bottom slab - inside steel side wall

in. in. in. in. in. in.

1. Some index numbers are not listed here because those slots in the array were not used. 2. Lateral soil pressure ratio = (αmax - αmin)/αmin. Table B-5. Description of Governing Mode Output Notes Output Note

Description

FLEXURE

Steel area based on ultimate flexural strength requirements.

MIN STEEL

Steel area based on minimum steel requirements.

CRACK WIDTH

Steel based on crock requirements at service load.

MAXCONCOMPR

Design by usual methods is not possible due to maximum concrete compression. Section must be designed as a compression member, or reanalyzed with a different wall thickness or installation conditions.

B.2.3 Debug = 2 Summary Table for Flexural Design: This table presents all the information required to design steel reinforcing based on flexure, minimum steel, maximum steel and crack control. AS1 is taken as the maximum of the steel areas required at Sections 5, 11, and 12. AS2, AS3, AS4 and AS8 are the steel areas required at Sections 1, 15, 8 and 4 respectively. The table also lists the governing design criteria at each section (Table B-2g). See Table B-5 for a description of the governing mode output notes. Summary Table for Shear Design: This table presents all the information used to evaluate the diagonal tension strength. Design Sections 3, 6, 10 and 13 are for shear design by Method 1. Design Sections 3, 6, 10 and 13 are for shear design by Method 2 at d from the tip of the haunch and design Sections 2, 7, 9 and 14 are for shear design by Method 2 where M/VIVd = 3.0. The program always checks shear design by both methods, and uses the most conservative (Table B-2h & i).

*Note: For method 2 shear design, any distributed load within a distance φvd from the tip of the haunch is neglected. Thus the shear strengths at locations 4, 5, 11 and 12 are compared to the shear forces at locations 3, 6, 10, and 13 respectively. Figure B-1. Locations of Critical Sections for Shear and Flexure Design in Single Call Box Sections

B.2.4 Debug = 3 Displacement Matrix: This table presents the t displacements for each load condition in a global coordinate system, as shown in Figure B-2. These displacements are based on an elastic analysis of an uncracked concrete section, and are not estimates of expected field displacements. They are used only for consistency checks (Table B-2d). Member End Forces: This table presents the equivalent member end forces used in application of the direct stiffness method. These forces are in the local coordinate system with the local x-axis along the member and positive from end A to end B. (Figure B-2). The local y-axis is always positive towards the inside of the box section and the moment follows the right-hand rule from x to y for sign (Table B-2e).

Figure B-2. Frame Model Used for Computer Analysis of Box Sections Go to Appendix C

Appendix C : FHWA-IP-83-6 s Manual - Pipe Design Program, Pipecar Go to Appendix D This Appendix provides the necessary information to use the computer program PIPECAR (PIPE culvert Concrete And Reinforcing design) to design reinforcing for circular and elliptical reinforced concrete pipe. For a general description of the program and the method of analysis used, see Section 5.2. For information on the loads and design methods see Chapter 2, Chapter 3, and Chapter 4.

C.1 Input Data FIRST CARD:

Format (l 9A4, A3, 1 1),

Problem Identification:

Card Columns 1 through 79 are read and are echo printed in the output. An integer from 0 to 3 in card column 80 controls the amount of output printed. For a description of the available output, see Section C.2.

REMAINING CARDS: Format (12, 4A4, A2, 4F10.3) Data:

The first field (Columns 1 and 2) is an input code that internally identifies the type of data read on each card. The second field (Columns 3 through 20) is a comment field which may be used by the designer to identify the information being input on each card. The remaining fields (4F10.3) are for input data. Table C-1 describes the input data and format for each card, and default values for each parameter. If default values are used for all the items on any given card, then that card may be omitted.

Table C-1. Format for Data Input Code (Note 1)

Description (Note 2)

Name of Variable

Card Column

1-2

3-20

21-60

Format

12

4A4, A2

4F10.3

01 (Note 3)

inside Diameter or Side Radius Crown/lnvert Radius Depth of Fill

02 (Note 3)

Required Data

Units

Default Values

Bi or rl r2 He

in. in. ft.

None None None

Horizontal Offset Vertical Offset

u v

in. in.

None None

03

Thickness

h

in.

None

04

Bedding Angle Load Angle Soil Structure Int. Factor

β2 β1 Fe

Degrees Degrees None

90 (Note 4) 270 (Note 4) 1.2 (Note 6)

Optional Data (Note 5)

05

Soil Unit Weight Concrete Unit Weight Fluid Unit Weight

γs γc γf

pcf pcf pcf

120. 150. 62.5

06

Depth of Fluid

df

in.

Dj

07

Steel Yield Stress Concrete Compressive Stress

fy f'c

ksi ksi

65. 5.

08

Outside Concrete Cover Inside Concrete Cover

tbo tbi

in. in.

1.0 1.0

09

Load Factor Flexure Cap Red Factor Shear Cap Red Factor

Lf φf φv

None None None

1.3 0.9 0.9

10

Inside Wire Diameter Outside Wire Diameter Reinforcing Type Number of Layers of Circumferential Reinforcing

din dout RTYPE (Note7) NLAY

in. in. None None

0.08h 0.08h 2. 1.

11

Inside Wire Spacing Outside Wire Spacing

in. in.

2. 2.

None None None

1.0 1.0 1.0

S S

12

Required

Limiting Crack Width Factor Radial Tension Process Factor Shear Process Factor

OVER 12

in. out

Fcr Frp Fvp End of Data

NOTES 1. The input cards do not need to be ordered by code number; however, a code number greater than 12 must be the final data card. 2. The data punched in this field is arbitrary; it will be echo printed in the output and is helpful to the for identification of the data in card columns 21-61. 3. Since the program can design either circular or elliptical pipe shapes, there are different input criteria for each shape. For circular pipe, B. should be specified as the inside diameter of the pipe, radius 2 must be blank or 0., and the card with Code = 02 should not be used. For elliptical pipe, r and r must be specified on the card with Code = 01 and the offset distances u and v mush be specified on the card with Code = 02. Note that for r > r, a horizontal ellipse will be designed, r1 > r2, would define a vertical ellipse, but this is not operational at this time. 4. The load Angle (β1) must be between 180° and 300° and the bedding angle (β2) must be between 60° and 180 . If ~ 1 +~2 > 360 then the program will set 02 = 360 - 0 1. 5. If the designer wishes to change any item on an optional data card from the default value, then all the items on that card must be given, even if the default values are used. 6. If the soil structure interaction factor is input less than 0.75 it will default to 1.2. 7. RTYPE = I for smooth reinforcing with longitudinals spaced greater than 8 in., = 2 for smooth reinforcing with longitudinals spaced greater than or equal to 8 in., = 3 for deformed reinforcing.

C.2 Output Column 80 of the problem identification card is the "DEBUG" parameter that controls the amount of output to be printed. An integer from 0 to 3 is specified in this column with each increasing number providing more output, as listed below. Table C-2 shows sample output, in the order that it is printed. DEBUG = 0

● ●

Echo print of input data Summary table for design

DEBUG = 1

● ● ● ● ●

DEBUG = 2

● ● ● ● ●

DEBUG = 3

● ●

Output from debug = 0 Listing of BDATA and I BDATA arrays Table of ultimate forces Flexure design table Shear design table Output from debug = I Pipe geometry Loads applied at each t Pipe, soil, and fluid weights Service load moments, thrusts, and shears at each t Output from debug = 2 Displacements

C.2.1 Debug = 0 Echo print of input data: The program prints the data cards as they are read to allow the designer to check the input and to identify the design (Table C-2a). Summary Table for Design: This table (Table C-2j) presents all important design parameters for the pipe section. If stirrups are required at a certain location, the stirrup design factor is output. A row of stars (***) under the steel area column shows that steel design at that location was governed by concrete compression (Section 4.1.2) and the member must be designed with a thicker section, or designed as a compression member according to AASHTO ultimate strength design methods. Table C-2. Sample Output from Pipe Culvert Design Program

a. Echo Print of Input Data

b. Listing of BDATA Array

c. Pipe Geometry

d. t Pressure

e. t Daplacement Table

f. Moments, Thrusts and Shears at ts

g. Table of Ultimate Forces

h. Flexure Design Table

i. Shear Design Table

j. Summary Table for Design

C.2.2 Debug = 1 Listing of BDATA and IBDATA arrays: All of the input data and some additional parameters which are calculated from input data are stored in the BDATA array. A map of this array is presented in Table C-3. When this array is listed in the output, a parallel array, IBDATA is also output. This parallel array contains flags which indicate whether the items in the BDATA array were input, assumed, or if no value is present (Table C-2b). Table of Ultimate Forces: This table (Table C-2g) lists the ultimate moments, thrusts and shears at each of the five design locations (Figure C-1) in the pipe. These are the forces used to complete the reinforcing design. Flexure Design Table: This table (Table C-2h) lists the reinforcing requirements for flexure and crack control, and the index value for radial tension. Also listed is the governing design, the steel ratio produced by that design and stirrup requirements if the radial tension index was greater than 1.0. The governing mode is also listed. The output notes under governing mode are described more fully in Table C-4. Shear Design Table: This table (Table C-2i) summarizes the design calculations for shear strength. The values listed are the circumferential reinforcing area required to produce the required shear strength, the steel ratio produced by that reinforcing and any stirrup requirements if the circumferential reinforcing required to meet the shear requirements is greater than that needed to meet the flexure or crack requirements.

C.2.3 Debug = 2 Pipe Geometry: This table (Table C-2c) lists the coordinates and angle from vertical (a) and the lengths and unit sines and cosines of each member. The pipe model is shown in Figure C-2. Loads Applied at Each t: This table (Table C-2d) lists the radial and tangential pressure at each t due to earth, fluid and dead load. The units are kips per circumferential inch per longitudinal foot. Pipe, Soil and Fluid Weights: The total applied loads on the pipe for each load condition. Units are kips per foot (Table C-2d). Moments, Thrusts and Shears at ts: This table (Table C-2f) lists the service load moment thrust and shear at each t. The forces are listed separately for the three load conditions.

C.2.4 Debug = 3 t Displacements: This table (Table C-2e) lists the displacements for each t due to each load condition. The displacements are in a global coordinate system, with positive x and y displacements as shown in Figure C-2 and rotations positive counterclockwise from the y to the x axis.

Figure C-1. Typical Reinforcing Layout and Locations of Critical Sections for Shear and Flexure Design in Pipe Setions

Table C-3. Map of BDATA Array Index of BDATA 1 2 3 4 5

Notation Design Method

Computer Code

rl r2 He u v

RADI I RADI 2 H U V

Description inside radius, side inside radius, crown & invert depth of fill horizontal offset distance vertical offset distance

Units in. in. ft. in. in.

6 7 8 9 10

h b2 Fe gs gc

TH BETA HH GAMAS GAMAC

wall thickness bedding angle soil structure int. factor soil unit weight concrete unit weight

in. degrees none Ib/ft3 Ib/ft3

11 12 13 14 15

gf df fy f'c tbo

GAMAF DF FY F COUT

fluid unit weight depth of internal fluid reinforcing yield strength concrete compressive strength cover over outside reinforcing

Ib/ft3 in. kips/in.2 kips/in. in.

16 17 18 19 20

tbi Lfmv Lfn wdi wdo

CIN FLMV FLN DIN DOUT

cover over inside reinforcing load factor, moment, shear load factor, thrust diameter of inside reinforcing diameter of outside reinforcing

in. none none in. in.

21 22 23

RTYPE n S i

RTYPE NLAY SPIN

reinforcing type number of layers of reinforcing spacing of inside reinforcing

none none in. in. none

24 25

S

o

SPOUT PO

spacing of outside reinforcing strength reduction factor, flexure

26 27 28 29 30

Fcr Es Ec rm1 rm2o

FCR EST ECON RI R2

crack width factor modulus of elasticity - steel modulus of elasticity - concrete mean radius, side mean radius, crown, invert

none kips/in.2 kips/in. in. in.

31 32 33

Deq β1 φd

EQUID BETAS POD

in. degrees none

34

Frp

FRP

35

Fv

FVP

equivalent circular diameter load angle strength reduction factor, diagonal tension radial tension strength process factor diagonal tension strength process factor

Output Note

φf

none none

Table C-4. Description of Governing Mode Output Notes Description

FLEXURE

Steel area based on ultimate flexural strength requirements.

MIN STEEL CRACK RADTEN + FLEX

Steel area based on minimum steel requirements. Steel based on crack requirements at service load. Steel area based on ultimate flexural strength requirements, but stirrups are required to meet radial tension requirements.

RADTEN + CR

Steel area based on crack requirements but stirrups required to meet radial tension requirements.

DT NOSTIRUPS

Diagonal tension strength is exceeded based on steel required for flexure or crack. Stirrups may be used, or the circumferential steel may be increased to the amount shown.

DT + STIRRUPS

Diagonal tension strength is exceeded based on steel required for flexure or crack. Stirrups must be used.

MAXCONCOMPR

Design by usual methods is not possible due to maximum concrete compression. Section must be designed as a compression member, or reanalyzed with a different wall thickness or installation conditions.

Figure C-2. Frame Model Used for Computer Analysis of Circular an Elliptical Pipe

Go to Appendix D

Appendix D : FHWA-IP-83-6 Design Examples Go to Appendix E

D.1 Side Tapered Box Section Inlet Design Example D.1.1 Problem: Determine the reinforcing requirements for a cast-in-place side tapered box inlet. For geometry use the results of Example No. 1 in Reference 1.

D.1.2 Design Data Note: Add 2' surcharge for miscellaneous unanticipated loads.

He @ Face

=2'+2'=4'

He' @ Face

=He+Di/2 + TT=4+6/2+8/12=7.67'

Say 8'-0"

He @ Throat

=4+L1 (1/Se+So)=4+ 7 (½=0.029)=7.7'

Say 8'-0"

He' @ Throat

=7.7'+3.67'=11.37'

Say 11'-6"

He @ Midlength

=4+7/2(½+0.029)=5.85'

Say 6'-0"

Bi @ Midlength

=

He @ Midlength

=6+3.67=9.67'

=8.75'

Say 10'-0"

D.1.3 Calculate Soil Pressure Throat pv

=γsHeFe=γcTT=2γcD' TS/B'

D'

=6+8/12=6.67'; B'=7+8/12=7.67'

pv

=(120)(8)(1.2)+(150)(8/12)+(2)(150)(6.67)(8/12)/7.67'

=1,426 psf =118.8 lb/in/ft

psmax.

=αmax. γsH'e=(0.5)(120)(11.5)=690 psf =57.5 lb/in/ft

Eq. 3.2

psmin.

=αmax. γsH'e−γf

Eq. 3.3

Eq.31

= (0.25)(120)(11.5)-62.5

= 176 psf = 14.7 lb/in/ft

Face D'

=6+8/12=6.67'; B'=10.5+8/12=11.17'

pv

=(120)(4)(1.2) +(150)(8/12)+ (2)(150)(6.67)(8/12)/11.17=795 psf =66.3 lb/in/ft

Eq. 3.1

psmax.

=(0.5)(120)(8)=480 psf =40 lb.in/ft

=(0.25)(120)(8) -62.5

psmin.

Eq. 3.2

=71 psf

Eq. 3.3

=5.9 lb/in/ft Midlength D'

=6+8/12=6.67'; B'=8.75+8/12=9.42'

pv

=(120)(6)(1.2) +(150)(8/12)+ (2)(150)(6.67)(8/12)/9.42=1,106 psf =92.1 lb/in/ft

Eq. 3.1

psmax.

=(0.5)(120)(10)=600 psf =50 lb.in/ft

Eq. 3.2

psmin.

=(0.25)(120)(10) -

=131 psf

Eq. 3.3

=10.9 lb/in/ft

D.1.4 Calculate Moments, Thrusts & Shears @ Design Sections Using the following equations, calculate the moments, thrusts, and shears at design locations shown on Fig. 4-2. Moment in bottom slab:

Eq. 3.9

Moment in sidewall:

Eq. 3.10

where:

Eq. 3.8

Eq. 3.4

Eq. 3.5

Eq. 3.6

Eq. 3.7

* Use

as follows:

Location 8, 9, and 10, use Psmax only Locations 11, 12, and 13 check both Psmax. and Psmin. for governing case. Locations 14 and 15 use psmin. only. Design Shears Shear in bottom slab: Vb (x) =pv(B'/2 - x)

Eq. 3.11

Shear in sidewall: Vs (y) = psmax. (D'/2 -y ) Design Thrusts

Eq. 3.12

Thrust in bottom slab:

Eq. 3.13

Thrust in sidewall: Eq. 3.14 Throat - Design Moments G1

=

G2

Eq. 3.4

Eq. 3.5 =

G3

=

Eq. 3.6

G4

=

Eq. 3.7

Mo

=

Eq. 3.8

Eq. 3.8 Momax.

= -51558.9-(57.5)(280.33)= -67680 in-lb/ft

Momin.

= -51558.9-(14.7)(280.33)= -55680 in-lb/ft

Throat - Design Moments Design Location

Coordinat

Moment

x (in)

y (in)

psmin. (in-lb/ft)

psmax. (in-lb/ft)

8 11

-

40.00 12.00

-49680

-21630 -44210

Sidewall moment Eq. 3.10

12 15

12.00 46.00

-

1370 70010

-10630 -

Bottom slab moment Eq. 3.9

Throat - Design Shears dinner

= (0.96(8)-1) = 6.68 in

douter

=(0.96(8)-2) = 5.68 in

φvdinner

= 0.85 (6.86) =5.68 in

φvdouter

= 0.85 (5.86) = 4.83 in @

Eq. 4.22

@Design Location 9 M8 < 0 do not investigate @ Design Location 14 (positive moment region)

xcoord@14 = 46.00 - 21.29 = 24.71 in

Throat - Design Shears Design Location 9 10 11

Coordinat x (in)

y (in) No Check M8 < 0

Design Shear (lbs/ft) Shear in sidewall Eq. 3.12

12 13 14

-

16.83 12.00

1330 1610

12.00 17.86 24.71

-

4040 3360 2530

Shear in bottom slab Eq. 3.11

Throat - Design Thrusts Nbmax.

=(5.75)

=2300 lb/ft

Nbmin.

=(14.7)

=590 lb/ft

Ns

=

=5470 lb/ft

Eq. 3.13

Eq. 3.14

Face - Design Moments G1

=

= 0.597

G2

=

=0.048

Eq. 3.5

G3

=

= 0.239

Eq. 3.6

G4

=

Eq. 3.4

Eq. 3.7

Mo

Eq. 3.8 Momax. = -70935.1-(40)(215.6)= -79560 in-lb/ft Momin. = -70935.1-(5.9)(215.6)= -72210 in-lb/ft Face - Design Moments Design Location

Coordinat

Moment for

x (in)

y (in)

psmin. (in-lb/ft)

psmax. (in-lb/ft)

8 11

-

40.00 12.00

-69800

-47560 -63240

Sidewall moment Eq. 3.10

12 15

12.00 67.00

-

-23680 +76600

-31030 -

Bottom slab moment Eq. 3.9

@Design Location 9 M8 < 0 do not investigate @ Design Location 14 (positive moment region)

xcoord@14 = 67.00 - 33.96 = 33.04 in Design Location

Coordinat x (in)

y (in)

Design Shear (lbs/ft)

No Check M8 < 0

9 10 11

-

16.83 12.00

930 1120

12 13 14

12.00 16.83 33.04

-

3650 3330 2250

Shear in sidewall Eq. 3.12 Shear in bottom slab Eq. 3.11

Face - Design Thrusts Nbmax.

=(40)(80/2) = 1600 lb/ft

Eq. 3.13

Nbmin.

=(5.9)(80/2) = 240 lb/ft

Eq. 3.13

Ns

=(66.3)(134)/2 = 4440 lb/ft

Eq. 3.14

Mid-Length - Design Moments G1

Eq. 3.4

G2

Eq. 3.5

G3

Eq. 3.6

G4

Eq. 3.7

Mo

Eq. 3.8 Momax.

= -78170 in-lb/ft

Momin.

= -68640 in-lb/ft

Moment for Design Location

y Coordinate

(in)

8 11

40.00 12.00

psmin. (in-lb/ft)

psmax. (in-lb/ft)

-64190

-38170 -57770

Sidwall moment Eq. 3.10

-12830 +78360

-22360 -

bottom slab moment Eq. 3.9

x Coordinate 12 15

12.00 56.50

Mid-length Design Shears @Design Location 9 M8 < 0 do not investigate @ Design Location 14 (positive moment region)

xcoord@14 = 56.50 - 27.59 = 28.91 in Design Location

Coordinat x (in)

y (in)

Design Shear (lbs/ft)

No Check M8 < 0

9 10 11

-

16.83 12.00

116. 1400

12 13 14

12.00 16.83 28.90

-

4100 3650 2540

Shear in sidewall Eq. 3.12 Shear in bottom slab Eq. 3.11

Midlength Design Thrusts Nbmax.

=(50)

=2000 lb/ft

Eq. 3.13

Nbmin.

= (10.9)(40)= 440 lb/ft

Ns

=

Eq. 3.13 =5200 lb/ft

Eq. 3.14

Summary of Design Moments, Thrusts And Shears Service Load Forces Section

Throat

face

MidLength

Design Location

M (in-lb/ft)

8 9

-21630

10 11 12 13 14 15

** -49680 -10630 ** ** 70010

8 9

-47560

10 11 12 13 14 15

** -69800 -31030 ** ** 76600

8 9

-38170

N (lb/ft)

Ultimate Load Forces*

V (lb/ft)

Mu (in-lb/ft)

Nu (lb/ft)

Vu (lb/ft)

M8 < 0 - No Flexure Design Required M8 < 0 - No shear Design Required ** 5470 2300 ** 590 590

1330 1610 4040 3360 2530 **

-64580 -13820 91010

7110 2990 770 770

1730 2090 5250 4370 3290 -

M8 < 0 - No Flexure Design Required M8 < 0 - No shear Design Required ** 4400 1600 ** 240 240

930 1120 3650 3330 2250 **

-90740 -40340 99580

5720 2080 310 310

1210 1460 4750 4330 2930 -

M8 < 0 - No Flexure Design Required M8 < 0 - No shear Design Required

10 11 12 13 14 15

** -64190 -22360 ** ** 78360

** 5200 2000 ** 440 440

1160 1400 4100 3650 2540 **

-83450 -29070 101870

* Load factor x service load force - Eq. 4.1, 4.2, and 4.3. ** Force at this location not required for calculations.

D.1.5 Reinforcing Design Flexure As g

Eq. 4.4 = 0.85 bf'c =(0.85)(12)(3000)=30600

Eq. 4.5

= 0.96 h -tb

Eq.4.6

d

=(0.96)(8) - 1= 6.68" To inner steel (positive moment) =(0.96)(8) - 2= 5.68" To outer steel (negative momet)

ff

= 0.90

max As

g'

g'.

Eq. 4.14

=

=

bf'c

Eq. 4.15

(12)(3000) = 32400

(0.85)(12)(3000) = 30600 < 32400 use g' = 30600 minAs

= 0.002 b h =(0.002)(12)(8) = 0.192 in2/ft

Eq. 4.7

6760 2600 570 570

1510 1820 5330 4750 3300 -

Flexure Section

Design Location

Mu (in.-lb/ft)

11 (-M) 12 (-M) 15 (+M)

-64580 -13820 +91010

Mid Length

11 (-M) 12 (-M) 15 (+M)

As (in.2/ft)

7110 2990 770

5.112 5.112 6.012

0.13 0.007 0.256*

M8 < 0 - Use min.As

8 (+M) Face

ffd (in.)

M8 < 0 - Use min.As

8 (+M) Throat

Nu (Ib/ft)

-90740 -40340 +99580

5720 2080 310

5.112 5.112 6.012

8 (+M)

M8 < 0 - Use min.As

11 (-M) 12 (-M) 15(+M)

-83450 6760 5.112 -29070 2600 5.112 +101870 570 6.012 * Governs design at this location.

0.243* 0.108 0.286* 0.203* 0.063 0.291*

min.As (in.2/ft)

max.As (in.2)

0.192*

-

0 0.192* 0 0.192* 0 0.192

0.887 0.938 1.138

0 0.192*

-

0 0.192 0 0.192* 0 0.192

0.904 0.949 1.143

0 0.192*

-

0 0.192 0 0.192* 0 0.192

0.891 0.943 1.140

Crack Width Control Check Fcr

Eq. 4.16

e

Eq.4.17

j

@ 0.74 + 0.1 e/d where j < 0.90

i For Reinforcement Type 3 (RTYPE = 3)

Crack Width Control Check Conservatively assume circumferential reinforcement spacing = 12 in. (S )

Eq. 4.18

Eq. 4.19

n=

I (inner and outer cages are each a single layer)

Bl

= 1.82 (for tension on inside)

Bl

= 2.88 (for tension on outside)

Sect.

Throat

Face

Design Location

M N d (in.-lb/ft) (lb/ft) (in.)

8

-21630

11 12 15

-49680 10630 +70010

8

-47560

11 12 15

-69800 -31030 +76600

8

-38170

Bl

e (in.)

e/d

j

i

Asflex (in 2/ft)

Fcr

0.192 0.192 0.256

<0 * <0

0.243 0.192 0.286

<0 <0 0.15

0.203 0.192 0.291

<0 <0 0.20

M8 < 0 - No Check Required 5470 5.68 2.88 10.76 1.89 0.90 1.91 2300 5.68 2.88 6.30 1.11 590 6.68 1.82 121.34 18.16 0.90 1.05 M8 < 0 - No Check Required 4400 5.68 2.88 17.54 3.09 0.90 1.41 1600 5.68 2.88 21.07 3.71 0.90 1.32 240 6.68 1.82 321.85 48.18 0.90 1.02 M8 < 0 - No Check Required

Mid Length

11 -64190 5200 5.68 2.88 14.02 2.47 0.90 1.57 12 -22360 2000 5.68 2.88 12.86 2.26 0.90 1.66 15 +78360 440 6.68 1.82 180.77 27.06 0.90 1.03 * e/d < 1.15; therefore, crack control will not govern. Since Fcr < 1.0 at all sections, flexure reinforcement will govern design at all locations.

Calculate Shear Strength Method 1 - Locations 10 and 13 φVc

Eq. 4.20 Use d = 5.68 (conservative) @ throat & midlength section = (3)(0.85)

Vu

(12)(5.68) = 9520 lbs/ft

< φVc

Eq. 4.21 Section

Design Location

Vu (Ibs/ft)

fVc (Ibs/ft)

Throat

10 13

1730 4370

9520 9520

Face

10 13

1210 4330

9520 9520

Mid Length

10 13

1510 4750

9520 9520

fVc > Vu; therefore, shear does not govern design. Method 2 - Locations 9, 10, 13 and 14 For M/(VfVd) > 3.0 φVb

Eq. 4.24

r

Eq. 4.25

Fd

= 0.8 + 1.6/d < 1.25

Fc

=1

Eq. 4.26 Eq. 4.27a

Calculate Shear Strength - Method 2 FN

= 1.0 - 0.12

> 0.75

Eq. 4.28

For M/(vφvd) < 3.0

φVc

Eq. 4.30

Section

Mu Nu Vu As Design d Location (in.-ib/ft) (ib/ft) (ib/ft) (in.) (in.2/ft) 9

Throat

Fd

r

FN

fvVb lb/ft)

4v c (lb/ft)

5990

No Check - M8 < 0

10 11*

-64580

1730 5.68 7110 2090

0.192

0.0033

6.400+

1.082 0.750 5990

12 13*

-13820 -

2990 5250 5.68 4370

0.192

0.0033

0.545

1.082 0.932 12480 12480

14

Face

-

770

3290 6.68

0.256

0.0038

3.000

1.040 0.972 5350

5350

9 10 11*

No Check - M8 < 0 -90740

1210 5.68 5720 1460

0.243

0.0042

12.873+

1.082 0.750 6250

6250

12 13*

-40340 -

2080 4750 5.68 4330

0.192

0.0033

1.759

1.082 0.947 4740

6870

14

-

310

2930 6.68

0.286

0.0042

3.00

1.040 0.987 5370

5370

9 Mid Length

10 11*

-83450

1510 5.68 6760 1820

0.203

0.0035

9.497+

1.082 0.750 6050

6050

12 13*

-29070 -

2600 5330 5.68 4750

0.192

0.0033

1.130

1.082 0.941 4770

8960

14

-

570

0.291

0.0043

3.00

1.040 0.979 5440

5440

3300 6.68

M/Vφvd > 3.0, use 3.0 * Shear strength (φVb) at tip of haunch (Sections 11, 12) is cornpared to shear force (Vu) at φvd from tip of haunch (10, 13). +

φvVb > Vu at all sections; therefore, shear will not govern design.

Box Section Design Example.

D.1.6 Summary of Design Example D.1 Compare hand and computer designs for throat face and midlength sections. Location

Designation*

Top slab - inside Top slab - outside Bottom slab - inside Sidewall - outside Sidewall - inside * Also refer to Figure 4-1.

AS2 AS8 AS3 ASI AS4

Throat

Required Steel Area, in.2/ft Face

Mid-Length

Hand

Computer

Hand

Computer

Hand

Computer

0.256 0.192 0.256 0.192 0.192

0.222 0.192 0.239 0.192 0.192

0.286 0.192 0.286 0.243 0.192

0.247 0.192 0.271 0.248 0.192

0.291 0.192 0.291 0.203 0.192

0.256 0.192 0.276 0.210 0.192

Conclusion: Since structure is relatively short, it is probably most efficient to use a single design by selecting the most conservative combination of areas from the individual designs. Location

Designation*

Required Area, in.2/ft Hand Computer

Governed at

Top slab - inside Top slab - outside Bottom slab - inside Sidewall - outside Sidewall - inside

AS2 AS8 AS3 ASI AS4

0.291 0.192 0.291 0.243 0.192

Mid-Length All Sections Mid-Length Face All Sections

0.256 0.192 0.276 0.248 0.192

D.2 Side Tapered Reinforced Concrete Pipe D.2.1 Problem: Determine the reinforcing requirements for a side tapered pipe inlet. For geometry, use the results of Example No. 2-A in Reference 1.

D.2.2 Design Data

Note: Add 2' surcharge for miscellaneous unanticipated loads

RTYPE = 2, smooth WWF Fe = 1.2 t = 4.1 n=1

Assume h =8' (B wall @ throat) He @ Face = 2' + 2' =4' He @ Midlength Section = 4' + L1/2 (1/Se + So) = 4 + 6/2 (½ + 0.05) = 5.65' Say 6'-0" He @ Throat = 4 + 6(½ + 0.005) = 7.3' Culvert Geometry

Say 7'-6"

See Figure 1-2.

D.2.3 Calculate Applied Loads Throat (Circular Section) Earth Load We we

= FeγsBo (He +Ro/6)

Eq 2.7b

Ro = Bo = Di +2h = 100 in = (1.2)(120)(100/12)

= 10670 lb/ft

Dead Load Wp Wp

= 3.3 (h)(Di + h) = (3.3)(8)(84 + 8) = 2430 Ib/ft

Internal Fluid Load Wf

Eq. 2.1

Wf

= 0.34 Di2 = (0.34)(84)2 = 2400 Ib/ft

Eq. 2.4

Face (Elliptical Section) Earth Load We Bo

= 2 (h + r1 + u) = 2 (8 + 36.44 + 23.56) = 136 in.

Ro

= 100 in.

We

Eq. 2.7b

Dead Load Wp Wp

Eq. 2.2

= 2950 ib/ft Internal Fluid Load Wf Wf

Eq. 2.5

= 3520 Ib/ft Midlength Earth Load We Bo

= 2 (8 + 39.22 + 11.78) = 118 in.

Ro

= 100 in.

We = (1.2)(120)(118/12)

= 104601b/ft

Eq.2.7b

Dead Load Wp Wp

= (4.2)(8) [(65.56 + 8/2) arctan (0.5) + (39.22 + 8/2)(1.57 - arctan (0.5))] = 2690 Ib/ft

Eq. 2.2

Internal Fluid Load Wf Wf = 0.87 [(65.562) arctan (0.5) + 39.222 (1.57 - arctan (0.5)) - (11.78)(23.56)] = 2970 Ib/ft

Eq. 2.5

D.2.4 Calculate Moments, Thrusts & Shears @ Design Sections Using the following equations, calculate the moments, thrusts, and shears at design locations I through 5 shown on Figure 4-4. M

= (Cm1 We + Cm2Wp + Cm3 Wf) B'/2

Eq. 3.33

N

= Cn1 We + Cn2 Wp + Cn3 Wf

Eq. 3.34

V

= Cv1 We + Cv2 Wp + Cv3 Wf

Eq. 3.35

Mu

= LfM

Eq.4.1

Nu

= Lf N

Eq. 4.2

Vu

= Lf V

Eq. 4.3

Throat - Design Locations (Figure 4-4) Design Location 1 I @ invert

θ1 =0°

2 near invert where M/Vd = 3.0 (Figure 4-5) r = 46" fvd ~ fv (0.96 h - tb) = 0 9 [(0.96)(8) - 1] = 6.01

θ2 =19°

3 maximum negative moment based on earth load only (Figure 3-1)

θ3 =75°

Eq.4.6

4 near crown where M/Vd = 3.0 (Figure 4-5)

θ4 =149°

5 crown

θ5 =180°

Throat Design Moments Design Location

cm1 Fig. 3-1

Cm2 Fig. 3-5

Cm3 Fig. 3-6

M (in.-lb/ft)

Mu (in.-lb/ft)

1 = 0° 2 = 19° 3 = 75° 4 = 149° 5 = 180°

0.13 0.09 -0.09 0.04 0.07

0.20 0.10 -0.10 0.05 0.08

0.12 0.08 -0.09 0.04 0.07

99410 64180 -65290 29640 51030

129230 83440 -84870 38530 66340

Design Thrusts Design Location

cn1 Fig. 3-1

Cn2 Fig. 3-5

Cn3 Fig. 3-6

N (lb/ft)

Nu (lb/ft)

1 = 0° 2 = 19° 3 = 75° 4 = 149° 5 = 180°

0.32 0.36 0.53 0.41 0.38

0.12 0.22 0.30 -0.02 -0.09

-0.28 -0.24 -0.07 -0.19 -0.22

3030 3800 6220 3870 3310

3940 4940 8080 5030 4300

Cv3 Fig. 3-6

V (lb/ft)

Vu (lb/ft)

3690

4800

-1600

-2080

Design Shears Design Location

cv1 Fig. 3-1

Cv2 Fig. 3-5

I = 0° 2 = 19°

- - Not Applicable - 0.21

0.40

3 = 75° 4 = 149°

0.20 - - Not Applicable - -

-0.10

5 = 180°

-0.11

-0.11 - - Not Applicable - -

Face - Design Locations (Figure 4-4) Flexure Design Location 1 @ invert

θ1 = 0°

maximum negative moment based on 3 earth load only (Figure 3-3)

θ3 = 80°

θ5 = 180°

5 crown Shear Design Location 2 and 4 where M/φVd = 3.0 From Eqs. 3.33 and 3.35, using earth load only

Critical Shear Location Location

q

Cm1 Fig. 3-3

Cv1 Fig. 3-3

Cm1/Cv1

2

10° 15° 20°

0.13 0.08 0.03

0.30 0.37 0.40

0.433 0.216 0.075

M/Vd=3 @ 13°

4

160° 165°

0.05 0.07

-0.20 -0.15

-0.25 -0.467

M/Vd=3 @ 161°

Design Moments Design Location

cm1 Fig. 3-3

Cm2 Fig. 3-5

Cm3 Fig. 3-6

M (in.-lb/ft)

Mu (in.-lb/ft)

1 = 0° 2 = 13° 3 = 80° 4 = 161° 5 = 180°

0.17 0.10 -0.12 0.05 0.10

0.20 0.13 -0.10 0.07 0.08

0.12 0.10 -0.08 0.06 0.07

160430 103330 -104410 54860 87130

208560 134330 -135730 71320 113270

Design Thrusts Design Location

cn1 Fig. 3-3

Cn2 Fig. 3-5

Cn3 Fig. 3-6

N (lb/ft)

Nu (lb/ft)

1 = 0° 2 = 13° 3 = 80° 4 = 161° 5 = 180°

0.27 0.32 0.55 0.31 0.29

0.12 0.18 0.29 -0.05 -0.08

-0.28 -0.25 -0.07 -0.21 -0.22

1740 2460 5440 1840 1540

2260 3200 7080 2390 2000

Design Shears cv1 Fig. 3-1

Design Location

Cv2 Fig. 3-5

I = 0°

Cv3 Fig. 3-6

V (in.-lb/ft)

Vu (in.-lb/ft)

4790

6220

-2100

-2730

- - Not Applicable - -

2 = 13°

0.34

0.43

0.15

3 = 80°

- - Not Applicable - -

4 = 161°

-0.18

-0.08

-0.08

5 = 180°

- - Not Applicable - -

Midlength - Design Locations (Figure 4-4) Flexure

B'/D' = 110/92 = 1.20

1

@ invert

θ1 = 0°

3

maximum negative moment based on earth load only (Fig. 3-3)

θ3 = 78°

5

crown

θ5 = 180°

2 and 4: where M/fVd = 3.0 Shear

Critical Shear Location Location

q

Cm1 Fig. 3-3

Cv1 Fig. 3-3

Cm1/Cv1

2

10° 15°

0.13 0.10

0.26 0.35

0.500 0.286

M/φVd=3 θ2=14°

4

160° 165°

0.05 0.07

-0.17 -0.13

-0.294 -0.538

M/φVd=3 θ4=161°

Midlength (Continued) Design Moments

Design Location

cm1 Fig. 3-3

Cm2 Fig. 3-5

Cm3 Fig. 3-6

M (in.-lb/ft)

Mu (in.-lb/ft)

1 = 0° 2 = 14° 3 = 78° 4 = 161° 5 = 180°

0.16 0.10 -0.12 0.06 0.09

0.21 0.13 -0.10 0.07 0.08

0.12 0.10 -0.08 0.06 0.07

142720 93100 -96900 54680 75050

185540 121030 -125970 71080 97560

Design Thrusts Design Location

cn1 Fig. 3-3

Cn2 Fig. 3-5

Cn3 Fig. 3-6

N (lb/ft)

Nu (lb/ft)

1 = 0° 2 = 14° 3 = 78° 4 = 161° 5 = 180°

0.28 0.33 0.56 0.33 0.31

0.12 0.19 0.30 -0.06 -0.08

-0.28 -0.25 -0.07 -0.21 -0.22

2420 3220 6460 2670 2370

3150 4190 8390 3470 3090

Design Shears Design Location

cv1 Fig. 3-1

Cv2 Fig. 3-5

I = 0° 2 = 14°

V (in.-lb/ft)

Vu (in.-lb/ft)

4740

6160

-1920

-2490

- - Not Applicable - 0.30

0.43

3 = 78° 4 = 161°

Cv3 Fig. 3-6 0.15 - - Not Applicable - -

-0.14

5 = 180°

-0.08

-0.08 - - Not Applicable - -

D.2.5 Reinforcing Design Flexure As

Eq. 4.4

g - 0.085 b f'c = (0.085)(12)(5000) = 51000 lb/in.

Eq. 4.5

φfd = (6.68)(0.9) = 6.01

As

Minimum Steel Inside Asmin.

Throat:

Eq. 4.8

Asmin.=

= 0.130 in2/ft

Face:

Midlength:

(inside)

(inside) in2/ft

Asmin.=

= 0.252

Asmin.=

= 0.186 in2/ft

(inside)

Outside Asmin.

= 0.75

Throat:

Asmin.= (0.75)(0.130) = 0.098 in2/ft

(outside)

Face:

Asmin.= (0.75)(0.252) = 0.189 in2/ft

(outside)

Midlength:

Asmin.= (0.75)(0.186) = 0.140 in2/ft

(outside)

Eq. 4.9

Maximum Steel Asmax.

Eq. 4.14

g'

Eq. 4.15

g' (0.65)(12)(5000) < 48000 < (0.85)(12)(5000)

o.k.

Asmax.

Flexural Reinforcement Section

Design Location

Mu (in.-lb/ft)

Nu (Ib/ft)

As (in.2/ft)

Asmin. (in.2/ft)

Asmax. (in.2/ft)

Throat

1 3 5

129230 84870 66340

3940 8080 4300

0.304 0.142 0.130

0.130 0.098 0.130

1.561 1.513 1.556

Face

1 3 5

208560 135730 113270

2260 7080 2000

0.546 0.292 0.280

0.252 0.189 0.252

1.580 1.524 1.583

MidLength

1 3 5

185540 125970 97560

3150 8390 3090

0.471 0.252 0.226

0.186 0.140 0.186

1.570 1.509 1.570

0.01 Inch Crack Width Control Fcr

Eq. 4.16

e

Eq. 4.17

j

i

= 0.74 +0.1 e/d < 0.9

Eq.4.18

Eq. 4.19

B1 C1

For Type 2 reinforcing - smooth WWF

Crack Control Reinforcement Section

Design Location

M (in.-lb/ft)

N (Ib/ft)

e (in.)

j

i

Asflex (in.2/ft)

Fcr

Throat

1 3 5

99410 65290 51030

3030 6220 3310

35.49 13.18 18.10

0.90 0.90 0.90

1.20 1.84 1.50

0.304 0.142 0.130

0.324 <0 <0

Face

1 3 5

160430 104410 87130

1740 5440 1540

94.88 21.87 59.26

0.90 0.90 0.90

1.07 1.38 1.11

0.546 0.292 0.280

0.918 0.274 0.191

MidLength

1 3 5

142720 96900 75050

2420 6460 2370

61.66 17.68 34.35

0.90 0.90 0.90

1.11 1.52 1.21

0.471 0.252 0.226

0.803 0.050 <0

In all cases the crack control factor (Fcr) is less than 1.0; therefore, the flexural reinforcement will govern the design. Shear (Method 2 for Pipe) φcVb

Eq. 4.24

r

Eq. 4.25

Fc

@ design locartions 2 & 4 moment produces tension on inside of pipe

Throat:

Face:

rm depends upon whether the design section is in the r1 or r2 segment. arctan u/v = 26.6° > 14° & (180° - 160°); therefore, rm is located in segment r2

Eq. 4.27b

Face: Fc Midlength: Fc

FN

Eq. 4.28

Shear Strength Section

Design Location

Nu (Ib/ft)

Vu (Ib/ft)

As (in.2/ft)

r

FN

fVb (Ib/ft)

Throat

2 4

4940 5030

4800 2080

0.304 0.130

0.0042 0.0018

0.877 0.750

7690 8000

Face

2 4

3200 2390

6220 2730

0.546 0.280

0.0076 0.0039

0.938 0.895

8620 7700

MidLength

2 4

4190 3470

6160 2490

0.471 0.226

0.0065 0.0031

0.918 0.833

8320 7870

φvVb > Vu; therefore, shear does not govern design. R Pipe Design Example (Cont.)

D.2.6 Summary - Design Example D.2 Compare hand and computer designs for face, midlength & throat.

Required Steel Areas, in.2/ft Face Midlength Invert - inside Springline - outside Crown - inside

Throat

Hand

Computer

Hand

Computer

Hand

Computer

0.546 0.292 0.280

0.558 0.291 0.257

0.471 0.252 0.226

0.479 0.223 0.209

0.304 0.142 0.130

0.311 0.139 0.130

Conclusion: Design of the face section governs the design of the entire section.

D.3 Side Tapered Corrugated Metal Inlet Design Example D.3.1 Problem: Determine the gage and corrugation required for a side tapered corrugated steel inlet meeting the geometry requirements of Example No. 2-B in Reference 1.

D.3.2 Design Data:

Note: Add 2'-0" surcharge for miscellaneous unanticipated loads. Culvert Geometry

Location

z

r1

u

v

r2

Span

Face Midlength Throat

60 30 0

34.36 36.68 39

19.64 9.82 0

39.28 19.64 0

78.28 58.64 39

108 93 78

Location

Span (ft)

He (ft)

We (Ib/ft)

Face Midlength Throat

9.0 7.75 6.5

4.0 5.5 7.0

5486 6120 6302

D.3.3 Calculate Applied Loads: Earth Load - We = Fe γs Bo (He + Ro/6) ●

Neglect corrugation depth; therefore, Bo = Bi, Ro = Ri

●

Fe = 1.0 (flixible culvert)

We = 1.0 (120) Bo (He + 78/12.6) = 120 · span (He + 1.08)

D.3.4 Metal Ring Design Use service load design method: AASHTO - Interim Specifications Bridges (1981), Section 1.9.2. Thrust Required cross-sectional wall area:

Sf = 2 fy = 33000 psi Required sectional wall area: Location

We (Ib/ft)

T (Ib/ft)

Area (in.2/ft)

Face Midlength Throat

5486 6120 6302

2743 3060 3151

0.166 0.186 0.191

Flexibility: (FF) E

= 29 x 106 psi

S

= span - use 2 times r2 for non-circular shape.

Assume a 1" depth corrugation; therefore, (FF) = 0.033 (AASHTO, Section 1.9.4). Location

2 x r2 (in.)

1req (in4/ft)

Face Midlength Throat

156.6 117.3 78

25.6 x 10-3 14.4 x 10-3 6.36 x 10-3

Select a corrugation for steel conduit that meet the required area and moment of inertia calculated. Choose a 3 x 1 corrugation with the following properties: Location

S (in)

Corr.

t (in.2/ft)

A (in2/ft)

1

r (in.)

25.09x10-3* 0.3490 0.3488 15.46x10-3 0.3410 8.66x10-3 * 2% less than required for handling, but since the face will be stiffened by the head wall, this is acceptable. Face Midlength Throat

108 93 78

3x 1 3x 1 3x 1

0.168 0.109 0.064

2.46 1.56 0.89

Wall Buckling If the computed buckling stress divided by the required safety factor is less than the service load steel stress, fa, the required wall area must be recalculated using fcr/SF in lieu of fa. If S

If S

r

= radius of gyration

k

= soil stiffness factor For granular backfill with 90% min. standard density, use k = 0.22.

For all sections, r ~ 0.34.

Use 2 x r2 in place of span in calculating buckling capacity. Since 2 x r2 is less than 192 in. in all cases, use:

Location

(2r2)/r

fcr/SF (psi)

fa=T/A (psi)

Face Midlength Throat

460.6 345 228.3

15032 18310 20665

1115 1962 3540

Since fcr/SF > fa buckling does not govern. Seam Strength (SS) = T (SF)

SF = 3

Location

T (lb/ft)

SS (k/ft)

t

Double rivets (k/ft)

Face Midlength Throat

2743 3060 3151

8.23 9.18 9.45

0.168 0.109 0.064

70.7 53.0 28.7

Summary Use a 3 x 1 corrugated steel pipe with the following properties: Location

S (in)

Corr.

t (in)

Face Midlength Throat

108 93 78

3x1 3x1 3x1

0.168 0.109 0.064

Since this is a relatively short structure, use a 3 x 1 corrugation with t = 0.168 in. throughout. Go to Appendix E

Appendix E : FHWA-IP-83-6 Improved Inlet Example Designs Go to Appendix F The following tables present designs for various types of improved inlets and appurtenant structures based on the design methods in this manual, and the example standard plans presented in Appendix G. Tables E-1 through E-5 present designs for reinforced concrete box section inlets. The following geometric and design parameters are assumed for these designs: ● Slope of earth embankment above box, Se = 2:1. ●

Fall slope, Sf = 2: 1, where applicable.

●

Culvert slope, S = 0.03, except for Tables E-4 and E-5 where S = 0.06.

●

●

Sidewall Taper, T = 4: 1, except for one cell slope tapered sections (Tables E-3 and E-4) where T = 6: 1. All box sections have 45° haunches with dimensions equal to the top slab thickness, i.e. HH = HV = TT Reinforcing strength, fy = 60,000 psi.

●

Concrete strength, fc' = 3,000 psi.

●

Cover over reinforcing tb = 2 in. clear, except for bottom reinforcing of bottom slab where tb = 3 in. clear. The heights of fill at the face and throat section are shown for each design. In addition to the fill shown, a two-foot surcharge load is included for each design. All soil is assumed to have a unit weight of 120 pcf. A soil structure interaction coefficient of 1.2 is applied to the earth load. Two conditions of lateral soil pressure were considered, equal to 0.25 and 0.50 times the vertical soil pressure. The worst case at each design section was chosen for design.

●

●

●

Table E-6 presents designs for side tapered reinforced concrete pipe inlets. The following geometry and design parameters are assumed for these designs. ● Slope of earth embankment above pipe, Se = 2:1.

●

Culvert slope, S = 0.03. Sidewall taper, T = 4:1. Reinforcing strength, fy = 65,000 psi.

●

Concrete strength, fc' = 5,000 psi.

●

Cover over reinforcing, tb = I in. clear, inside and outside.

●

The heights of fill at the face (Hf) and throat (Ht) are shown for each design. In addition to the fill shown, a two foot surcharge load is included in each design. All soil is assumed to have a unit weight of 120 pcf. A soil structure interaction factor of 1.2 is applied to all earth load.

● ●

Table E-7 presents designs for side tapered corrugated metal pipe inlets. The slopes, tapers, heights of fill and soil unit weight are all the same as for the corresponding reinforced concrete pipe inlets. Figure E-1, Figure E-2, and Figure E-3 present algorithms for sizing headwalls for cast-in-place concrete, precast concrete and corrugated metal inlets. Following are Tables E-8, E-9, E-10 and E-11 presenting

headwall designs for one cell and two cell box, concrete pipe and corrugated metal pipe, respectively. Figure E-4, Figure E-5, and Figure E-6 show typical designs of skewed headwalls for a concrete box section, precast concrete pipe and a corrugated metal pipe, respectively. Table E-12 shows apron designs for several sizes of culvert opening, and Table E-13 shows designs for two sizes of square to circular transition sections. Table E-1 Reinforcing Requirements - One Cell Side Tapered Box Inlets Span x Rise at Throat

5x5

6x6

7x7

Dimension*

8x8

9x9

10x10

12x12

Inlet Geometry (ft-in.)

Bi(Throat) Di Bf L1 TT

5'-0" 5-0 7-6 5-0 0-8

6'-0" 6-0 9-0 6-0 0-8

7'-0" 7-0 10-6 7-0 0-8

8'-0" 8-0 12-0 8-0 0-8

9'-0" 9-0 13-6 9-0 0-9

10'-0" 10-0 15-0 10-0 0-10

12'-0" 12-0 18-0 12-0 1 -0

TS TB Hf Ht

0-8 0-9 1-0 3-8

0-8 0-9 1-0 4-2

0-8 0-9 1-0 4-9

0-8 0-9 1-0 5-3

0-9 0-10 1-2 5-11

0-10 0-11 1-3 6-7

1-0 1-1 1-6 7-10

Bar Designation

Required Reinforcement Area (in.2/ft)

1A 1B 2A 3A

0.20 0.20 0.20 0.20

0.20 0.20 0.20 0.21

0.20 0.20 0.27 0.31

0.27 0.27 0.38(12)** 0.43(12)**

0.31 0.31 0.45(4)** 0.51(4)**

0.36 0.36 0.52(4)** 0.62(4)**

0.46 0.46 0.77(4)** 1.04(4)**

4A 4B 8A Long. 1

0.20 0.20 0.20 0.13

0.20 0.20 0.20 0.13

0.20 0.20 0.20 0.13

0.20 0.20 0.20 0.13

0.22 0.22 0.22 0.13

0.24 0.24 0.24 0.13

0.29 0.29 0.29 0.13

* See Appendix G. Sheet 1. ** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less.

Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.03:1 Taper, T = 4: I

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Table E-2 Reinforcing Requirements - Two Cell Side Tapered Box Inlets Span x Rise at Throat

5x5

6x6

7x7

Dimension*

8x8

9x9

10x10

12x12

Inlet Geometry (ft-in.)

Bi(Throat) Di Bf/2 L1 TT

5'-0" 5-0 7-6 10-0 0-8

6'-0" 6-0 9-0 12-0 0-8

7'-0" 7-0 10-6 14-0 0-8

8'-10" 8-0 12-0 16-0 0-9

9'-0" 9-0 13-6 18-0 0-10

10'-10" 10-0 15-0 20-0 1-0

12'-0" 12-0 18-0 24-0 1-4

TS TB TC Hf Ht

0-8 0-9 0-8 1-0 6-4

0-8 0-9 0-8 1-0 7-4

0-8 0-9 0-8 1-0 8-5

0-9 0-10 0-9 1-0 9-6

0-10 0-11 0-10 1-2 10-8

1-0 1-1 1-0 1-3 11-10

1-4 1-5 1-4 1-6 14-3

Bar Designation

Required Reinforcement Area (in.2/ft)

1A 1B 2A 3A 4A

0.20 0.20 0.20 0.20 0.20

0.20 0.20 0.20 0.20 0.20

0.20 0.20 0.26 0.26 0.20

0.22 0.22 0.32 0.32 0.22

0.24 0.24 0.39 0.39 0.24

0.29 0.29 0.42 0.42 0.29

0.39 0.39 0.51 0.51 0.39

4B 8A 8B 8C (Length) 8D (Length) Long. 1

0.20 0.20 0.20 NR NR 0.13

0.20 0.25 0.25 NR NR 0.13

0.20 0.20 0.20 0.49(8'-10") 0.49(8'-10") 0.13

0.22 0.40 0.40 0.61(9'-0") 0.61(9'-0") 0.13

0.24 0.60 0.60 0.84(10'-0") 0.84(10'-0") 0.13

0.29 0.55 0.55 1.11(12'-0") 1.11(12'-0") 0.13

0.39 0.63 0.63 1.26(16'-0") 1.26(16'-0") 0.13

* See Appendix G. Sheet 1. ** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less.

Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.03:1 Taper, T = 4: I

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Table E-3 Reinforcing Requirements - One Cell Slope Tapered Box Inlets Span x Rise at Throat

5x5

5x5

5x5

7x7

7x7

7x7

Fall (ft)

2

4

6

2

4

6

Dimension*

Inlet Geometry (ft-in.)

Bi(Throat) Di Bf L1 L2 L3 LB

5'-0" 5-0 7-6 7-6 5-0 2-6 1-3

5'-0" 5-0 8-10 11-6 9-0 2-6 1-3

5'-0" 5-0 10-2 15-6 13-0 2-6 1-3

7'-0" 7-0 10-6 10-6 5-4 5-2 1-9

7'-0" 7-0 11-4 12-11 9-5 3-6 1-9

7'-0" 7-0 12-8 16-11 13-5 3-6 1-9

Fall TT TS TB Hf Ht

2-0 0-8 0-8 0-9 1-0 7-4

4-0 0-8 0-8 0-9 1-0 11-4

6-0 0-8 0-8 0-9 1-0 15-4

2-0 0-8 0-8 0-9 1-0 12-3

4-0 0-8 0-8 0-9 1-0 12-3

6-0 0-9 0-9 0-10 1-1 16-4

Bar Designation 1A 1B 2A 3A 4A

Required Reinforcement Area (in.2/ft) 0.20 0.20 0.20 0.20 0.20

4B 0.20 8A 0.20 Long. 1 0.13 Long. 2 0.20 * See Appendix G. Sheet 3.

0.20 0.20 0.27 0.28 0.20

0.20 0.20 0.35 0.36 0.20

0.26 0.26 0.46(12)** 0.60(12)** 0.20

0.31 0.31 0.68(4)** 0.78(4)** 0.20

0.33 0.33 0.80(4)** 0.88(4)** 0.22

0.20 0.20 0.13 0.20

0.20 0.20 0.13 0.20

0.20 0.20 0.13 0.20

0.20 0.20 0.13 0.20

0.22 0.22 0.13 0.22

** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control. Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less. Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.03:1

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Taper, T = 6: I

Reinforcing Requirements - One Cell Slope Tapered Box Inlets Span x Rise at Throat

7x7

9x9

9x9

9x9

9x9

9x9

Fall (ft)

8

2

4

6

8

10

Dimension*

Inlet Geometry (ft-in.)

Bi(Throat) Di Bf L1 L2 L3 LB

7'-0" 7-0 14-0 20-11 17-5 3-6 1-9

9'-0" 9-0 13-6 13-6 5-8 7-10 2-3

9'-0" 9-0 13-9 14-4 9-10 4-6 2-3

9'-0" 9-0 15-1 18-4 13-10 4-6 2-3

9'-0" 9-0 16-5 22-4 17-10 4-6 2-3

9'-0" 9-0 17-9 26-4 21-10 4-6 2-3

Fall TT TS TB Hf Ht

8-0 0-10 0-10 0-11 1-2 20-6

2-0 0-9 0-9 0-10 1-2 10-11

4-0 0-10 0-10 0-11 1-2 13-5

6-0 1-0 1-0 1-1 1-3 17-6

8-0 1-2 1-2 1-3 1-4 21-7

10-0 1-4 1-4 1-5 1-6 25-9

Bar Designation

Required Reinforcement Area (in.2/ft)

1A 1B 2A 3A 4A

0.33 0.33 0.88(4)** 0.99(4)** 0.24

0.57 0.57 1.05(4)** 1.21(4)** 0.22

0.42 0.42 1.06(4)** 1.20(4)** 0.24

0.40 0.40 0.96(4)** 1.09(4)** 0.29

0.37 0.37 1.06(8)** 1.20(8)** 0.34

0.39 0.39 1.02(12)** 1.21(12)** 0.39

4B 8A Long. 1 Long. 2

0.24 0.24 0.13 0.24

0.22 0.28 0.13 0.22

0.24 0.24 0.13 0.24

0.29 0.29 0.13 0.29

0.34 0.34 0.13 0.34

0.39 0.39 0.13 0.39

* See Appendix G. Sheet 3. ** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control. Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less. Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.03:1

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Taper, T = 6: I

Table E-4 Reinforcing Requirements - One Cell Slope Tapered Box Inlets Span x Rise at Throat Fall (ft) Dimension*

6x6

6x6

2

4

6x6

8x8

6 2 Inlet Geometry (ft-in.)

8x8

8x8

4

6

Bi(Throat) Di Bf L1 L2 L3 LB

6'-0" 6-0 9-0 9-0 4-11 4-1 1-7

6'-0" 6-0 10-0 12-0 9-0 3-0 1-7

6'-0" 6-0 11-4 16-0 13-0 3-0 1-7

8'-0" 8-0 12-0 12-0 5-0 7-0 2-1

8'-0" 8-0 12-5 13-4 9-4 4-0 2-1

8'-0" 8-0 13-9 17-4 13-4 4-0 2-1

Fall TT TS TB Hf Ht

2-0 0-8 0-8 0-9 1-0 8-2

4-0 0-8 0-8 0-9 1-0 11-9

6-0 0-8 0-8 0-9 1-0 15-9

2-0 0-8 0-8 0-9 1-0 9-11

4-0 0-8 0-8 0-9 1-0 12-8

6-0 0-10 0-10 0-11 1-2 16-9

Bar Designation 1A 1B 2A 3A 4A

Required Reinforcement Area (in.2/ft) 0.20 0.20 0.29 0.31 0.20

4B 0.20 8A 0.20 Long. 1 0.13 Long. 2 0.20 * See Appendix G. Sheet 3.

0.20 0.20 0.39 0.42 0.20

0.26 0.26 0.55(4)** 0.62(4)** 0.20

0.39 0.39 0.79(4)** 0.93(4)** 0.20

0.55 0.55 1.21(4)** 1.34(4)** 0.20

0.39 0.39 1.00(4)** 1.12(4)** 0.24

0.20 0.20 0.13 0.20

0.20 0.20 0.13 0.20

0.20 0.20 0.13 0.20

0.20 0.35 0.13 0.20

0.24 0.24 0.13 0.24

** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control. Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less. Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.06:1

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Taper, T = 6: I

Reinforcing Requirements - One Cell Slope Tapered Box Inlets Span x Rise at Throat

8x8

10x10

8

2

Bi(Throat) Di Bf L1 L2 L3 LB

8'-0" 8-0 15-2 21-5 17-5 4-0 2-1

10'-0" 10-0 15-0 15-0 5-2 9-10 2-8

10'-0" 10-0 15-0 15-0 9-8 5-4 2-8

Fall TT TS TB Hf Ht

8-0 1-0 1-0 1-1 1-3 20-10

2-0 0-10 0-10 0-11 1-3 11-11

4-0 1-0 1-0 1-1 1-3 13-11

Fall (ft) Dimension*

10x10

10x10

10x10

10x10

8

10

10'-0" 10-0 16-3 18-9 13-9 5-0 2-8

10'-0" 10-0 17-7 22-9 17-9 5-0 2-8

10'-0" 10-0 18-11 26-9 21-9 5-0 2-8

6-0 1-2 1-2 1-3 1-4 17-11

8-0 1-4 1-4 1-5 1-6 22-0

10-0 1-6 1-6 1-7 1-7 26-2

4 6 Inlet Geometry (ft-in.)

Bar Designation 1A 1B 2A 3A 4A

Required Reinforcement Area (in.2/ft) 0.38 0.38 0.90(4)** 1.04(4)** 0.29

4B 0.29 8A 0.29 Long. 1 0.13 Long. 2 0.29 * See Appendix G. Sheet 3.

0.74 0.74 1.20(4)** 1.40(4)** 0.24

0.42 0.42 0.92(4)** 1.09(4)** 0.29

0.40 0.40 0.88(4)** 1.11(4)** 0.34

0.39 0.39 1.04(8)** 1.25(8)** 0.39

0.44 0.44 1.10(12)** 1.33(12)** 0.44

0.24 0.36 0.13 0.24

0.29 0.29 0.13 0.29

0.34 0.34 0.13 0.34

0.39 0.39 0.13 0.39

0.44 0.44 0.13 0.44

** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control. Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less. Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.06:1

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Taper, T = 6: I

Reinforcing Requirements - One Cell Slope Tapered Box Inlets Span x Rise at Throat

12x12

12x12

12x12

12x12

12x12

12x12

Fall (ft)

2

4

6

8

10

12

Dimension*

Inlet Geometry (ft-in.)

Bi(Throat) Di Bf L1 L2 L3 LB

12'-0" 12-0 18-0 18-0 5-3 12-9 3-2

12'-0" 12-0 18-0 18-0 9-10 8-2 3-2

12'-0" 12-0 18-8 20-1 14-1 6-0 3-2

12'-0" 12-0 20-0 24-1 18-1 6-0 3-2

12'-0" 12-0 21-4 28-1 22-1 6-0 3-2

12'-0" 12-0 22-8 32-1 26-1 6-0 3-2

Fall TT TS TB Hf Ht

2-0 1-2 1-2 1-3 1-6 13-11

4-0 1-4 1-4 1-5 1-6 15-11

6-0 1-6 1-6 1-7 1-7 19-0

8-0 1-8 1-8 1-9 1-8 23-1

10-0 1-10 1-10 1-11 1-9 27-3

12-0 2-0 2-0 2-1 1-11 31-4

Bar Designation 1A 1B 2A 3A 4A

Required Reinforcement Area (in.2/ft) 0.57 0.57 1.04(4)** 1.30(4)** 0.34

4B 0.34 8A 0.34 Long. 1 0.13 Long. 2 0.34 * See Appendix G. Sheet 3.

0.50 0.50 0.97(4)** 1.20(4)** 0.39

0.45 0.45 1.10(8)** 1.36(8)** 0.44

0.48 0.48 1.20(8)** 1.53(8)** 0.48

0.53 0.53 1.38(12)** 1.70(12)** 0.53

0.58 0.58 1.50 1.83 0.58

0.39 0.39 0.13 0.39

0.44 0.44 0.13 0.44

0.48 0.48 0.13 0.48

0.53 0.53 0.13 0.53

0.58 0.58 0.13 0.58

** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control. Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less.

Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.03:1

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Taper, T = 6: I

Table E-5 Reinforcing Requirements - Two Cell Slope Tapered Box Inlets Span x Rise at Throat

6x6

6x6

6x6

8x8

8x8

8x8

Fall (ft)

2

4

6

2

4

6

Dimension*

Inlet Geometry (ft-in.)

Bi Di Bf L1 L2 L3 LB

6'-0" 6-0 18-0 12-0 4-6 7-6 1-7

6'-0" 6-0 18-0 12-0 9-0 3-0 1-7

6'-0" 6-0 20-0 16-0 13-0 3-0 1-7

8'-0" 8-0 24-0 16-0 4-6 11-6 2-1

8'-0" 8-0 24-0 16-0 8-0 7-0 2-1

8'-0" 8-0 24-8 14-5 13-5 4-0 2-1

Fall TT TS TB TC Hf Ht

2-0 0-8 0-8 0-9 0-8 1-0 9-8

4-0 0-8 0-8 0-9 0-8 1-0 11-9

6-0 0-10 0-10 0-11 0-10 1-0 15-9

2-0 1-0 1-0 1-1 1-0 1-0 11-11

4-0 1-0 1-0 1-1 1-0 1-0 13-11

6-0 1-0 1-0 1-1 1-0 1-0 16-8

Bar Designation

Required Reinforcement Area (in.2/ft)

1A 1B 2A 3A 4A 4B

0.20 0.20 0.23 0.23 0.20 0.20

0.20 0.20 0.25 0.25 0.20 0.20

0.24 0.24 0.24 0.24 0.24 0.24

0.29 0.29 0.29 0.29 0.29 0.29

0.29 0.29 0.32 0.32 0.29 0.29

0.29 0.29 0.36 0.36 0.29 0.29

8A 8B 8C(Length) 8D(Length) Long. 1 Long. 2

0.20 0.20 0.38(8'-0") 0.38(8'-0") 0.13 0.20

0.23 0.23 0.46(8'-0") 0.46(8'-0") 0.13 0.20

0.24 0.24 0.14(8'-0") 0.14(8'-0") 0.13 0.24

0.29 0.29 0.20(9'-0") 0.20(9'-0") 0.13 0.29

0.29 0.29 0.53(9'-0") 0.53(9'-0") 0.13 0.29

0.34 0.34 0.69(9'-0") 0.69(9'-0") 0.13 0.29

* See Appendix G. Sheet 3. ** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control. Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less. Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.06:1

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Taper, T = 4: I

Reinforcing Requirements - Two Cell Slope Tapered Box Inlets Span x Rise at Throat

10x10

10x10

2

4

Bi Di Bf L1 L2 L3 LB

10'-0" 10-0 30-0 20-0 4-6 15-6 2-8

10'-0" 10-0 30-0 20-0 9-0 11-0 2-8

10'-0" 10-0 30-0 20-0 13-7 6-5 2-8

Fall TT TS TB TC Hf Ht

2-0 1-4 1-4 1-5 1-4 1-3 14-5

4-0 1-4 1-4 1-5 1-4 1-3 16-5

6-0 1-4 1-4 1-5 1-4 1-3 18-5

Fall (ft) Dimension*

Bar Designation 1A 1B 2A 3A 4A 4B

10x10

12x12

12x12

12x12

4

6

12'-0" 12-0 36-0 24-0 4-5 19-7 3-2

12'-0" 12-0 36-0 24-0 9-0 15-0 3-2

12'-0" 12-0 36-0 24-0 13-6 10-6 3-2

2-0 1-8 1-8 1-9 1-8 1-6 16-11

4-0 1-8 1-8 1-9 1-8 1-6 18-11

6-0 1-8 1-8 1-9 1-8 1-6 20-11

6 2 Inlet Geometry (ft-in.)

Required Reinforcement Area (in.2/ft) 0.39 0.39 0.39 0.39 0.39 0.39

8A 0.39 8B 0.39 8C(Length) 0.16(12'-0") 8D(Length) 0.16(12'-0") Long. 1 0.13 Long. 2 0.39 * See Appendix G. Sheet 3.

0.39 0.39 0.42 0.42 0.39 0.39

0.39 0.39 0.45 0.45 0.39 0.39

0.48 0.48 0.48 0.48 0.48 0.48

0.48 0.48 0.53 0.53 0.48 0.48

0.48 0.48 0.59 0.59 0.48 0.48

0.39 0.39 0.68(12'-0") 0.68(12'-0") 0.13 0.39

0.41 0.41 0.83(12'-0") 0.83(12'-0") 0.13 0.39

0.48 0.48 0.23(14'-0") 0.23(14'-0") 0.13 0.48

0.48 0.48 0.95(14'-0") 0.95(14'-0") 0.13 0.48

0.59 0.59 1.19(14'-0") 1.19(14'-0") 0.13 0.48

** Numbers in parentheses indicate maximum bar spacing (in.) as limited by crack control. Otherwise maximum spacing is 3 times slob thickness or 18 in., whichever is less. Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.04:1 Taper, T = 4: I

Reinforcing yield strength, fy = 60,000 psi Concrete compressive strength, f'c = 3,000 psi Haunch dimensions, HH = HV = TT

Table E-6 Reinforcing Requirements - Side Tapered Reinforced Concrete Pipe Inlets Diameter at Throat

4

6

Dimension* Di Bf

8

10

12

10'-0" 15-0

12'-0" 18-8 5-0

Inlet Geometry (ft-in.) 4'-0" 6-0

6'-0" 9-0

8'-0" 12-0

r1@Face

1-8

2-6

3-4

4-2

r2@Face

4-7

6-11

9-2

11-6

u@Face

1-3

1-11

2-7

v@Face

2-7

3-11

5-2

L1 h Hf Ht

4-0 0-4 1-0 3-2

Bar Designation Asi Asc Aso

6-0 0-6 1-0 4-2

8-0 0-8 1-0 5-3

3-3¼ 6-6 10-0 0-10 1-3 6-7

13-10¼ 3-11

7-10¼ 12-0 1-0 1-6 7-10

Required Reinforcement Area (in.2/ft) 0.29 0.14 0.17

0.49 0.23 0.27

0.81 0.36 0.41

1.27 0.56 0.59

1.84 0.80 0.82

* See Appendix G. Sheet 5. Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.03:1

Reinforcing yield strength, fy = 65,000 psi Concrete compressive strength, f'c = 5,000 psi

Taper, T = 4: I

Table E-7 Corrugation Requirements - Side Tapered Metal Pipe Inlets Diameter at Throat

4

6

Dimension* Di Bf

8

10

12

10'-0" 15-0

12'-0" 18-8 5-0

Inlet Geometry (ft-in.) 4'-0" 6-0

6'-0" 9-0

8'-0" 12-0

r1@Face

1-8

2-6

3-4

4-2

r2@Face

4-7

6-11

9-2

11-6

13-10¼

u@Face

1-3

1-11

2-7

v@Face

2-7

3-11

5-2

L1 Hf Ht

4-0 1-0 3-2

6-0 1-2 4-4

8-0 1-6 5-9

3-3¼ 6-6

3-11

7-10¼

10-0 1-11 7-2

12-0 2-3 8-7

6x2 0.249

-

6x2 0.109

6x2 0.109

Design Without Special Features (in.) Corrugation Thickness

3x1 0.109

Corrugation Thickness * See Appendix G. Sheet 6.

6x2 6x2 0.109 0.168 Design With Special Features** (in.) 6x2 0.109

-

** As per the AASHTO Bridge Specification Section 1.9.6 Other Design Parameters Embankment slope, Se = 2:1 Culvert barrel slope, S = 0.03:1

Corrugated metal,, fy = 33,000 psi, fu = 45,000 psi Taper, T = 4: I

Figure E-1. Headwall Dimensions for Cast-In-Place Reinforced Concrete Structures.

Figure E-2. Headwall Dimensions for Precast Concrete Culverts

Figure E-3. Headwall Dimensions for Corrugated Metal Pipe

Table E-8 Box Section Headwall Designs - 45° Wingwall Flare Angle

Headwall Opening Span x Rise

TT

TS

TH

tw

ts

tf

ds

dh

dt

(ft x ft.)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

5.0 x 5.0 6.0 x 6.0 7.0 x 7.0 8.0 x 8.0 9.0 x 9.0 10.0 x 10.0 12.0 x 12.0

8.0 8.0 8.0 8.0 9.0 10.0 12.0

8.0 8.0 8.0 8.0 9.0 10.0 12.0

12.0 12.0 12.0 12.0 12.0 12.0 12.0

16.5 17.0 17.5 18.0 18.5 19.0 20.0

9.7 10.0 10.4 10.7 10.1 9.4 8.1

8.5 8.5 8.5 8.5 8.5 8.5 8.5

6.3 6.0 5.6 5.3 4.9 4.6 3.9

8.0 8.0 8.0 8.0 9.0 10.0 12.0

2.5 3.0 3.5 4.0 4.5 5.0 6.0

1. Above designs ore based on 45° bevel angle and 45° flare angle. See Figure E-1 for other angles. 2. See Sheet 7, Appendix G for key to dimensions and reinforcing requirements. 3. Designs ore applicable to one and two cell box sections.

Table E-9 Box Section Headwall Designs - 60° Wingwall Flare Angle Headwall TT TS TH tw Opening Span x Rise (ft x ft.)

ts

tf

dh

dt

(in.) (in.) (in.) (in.) (in.) (in.) (in.) (in.)

5.0 x 5.0 6.0 x 6.0 7.0 x 7.0 8.0 x 8.0 9.0 x 9.0 10.0x 10.0 12.0x 12.0

8.0 8.0 8.0 8.0 9.0 10.0 12.0

8.0 8.0 8.0 8.0 9.0 10.0 12.0

12.0 12.0 12.0 12.0 12.0 12.0 12.0

16.1 15.9 15.6 15.4 15.6 15.9 16.4

6.0 6.0 6.0 6.0 6.0 6.0 6.0

4.0 8.0 2.5 3.5 8.0 3.0 3.1 8.0 3.5 2.7 8.0 4.0 3.1 9.0 4.5 3.5 10.0 5.0 4.4 12.0 6.0

1. Above designs are based on 45° bevel angle and 60° wingwall anglw. See Figure E-1 for other angles. 2. See Sheet 7, Appendix G for key to dimensions and reinforcing requirements. 3. Designs ore applicable to one and two cell box sections.

Table E-10 Reinforced Concrete Pipe Headwall Designs - 45° Wingwall Flare Angle Headwall Opening Diameter

h

TH

tw

ts

tf

ds

dh

dt

(ft)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

4 4.0 12.0 16.0 17.7 11.3 8.7 12.0 2.4 6 6.0 12.0 17.0 18.6 12.7 9.0 12.0 3.6 8 8.0 12.0 18.0 19.5 14.1 9.3 12.0 4.8 10 10.0 13.0 19.0 20.4 15.6 10.6 12.0 6.0 12 12.0 14.0 20.0 21.3 17.0 11.9 12.0 7.2 14 14.0 15.0 21.0 23.3 19.8 14.2 14.0 8.4 1. Above designs are based on 45 degree bevel angle and 45 degree wingwall angle. See Figure E-2 for dimensions for other angles. 2. See Sheet 8, Appendix G for key to dimensions and other requirements.

Table E-11 Corrugated Metal Pipe Headwall Designs - 45° Wingwall Flare Angle

Headwall Opening Diameter

TH

tw

ts

tf

ds

dh

dt

(ft)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

(in.)

4 12.0 16.0 19.3 8.5 6.7 8.0 2.0 6 12.0 17.0 21.0 8.5 6.0 8.0 3.0 8 12.0 18.0 22.7 8.5 5.3 8.0 4.0 10 12.0 19.0 24.4 8.5 4.6 10.0 5.0 12 12.0 20.0 26.2 8.5 3.9 12.0 6.0 14 16.0 22.0 31.6 11.3 8.4 16.0 8.0 16 20.0 24.0 37.0 14.1 13.0 20.0 10.0 20 1. Above designs are based on 45 degree vevel angle and 45 degree wingwoll angle. See Figure E-2 for dimensions for other angles. 2. See Sheet 8, Appendix G for key to dimensions and other requirements.

Figure E-4. Skewed Headwall for 8 X 8 Box Section

Figure E-5. Skewed Headwall for 72'' Reinforced Concrete Pipe

Figure E-6. Skewed Headwall for 48" Corrugated Metal Pipe

Table E-12 Apron Designs - 30° Wingwalls, Sf = 2:1

6.0

14.0

10.0

18.0

Bf

Di

(ft)

(ft)

6.0

14.0

10.0

12.0

S

Fall

Lb

LF

Wp

(ft)

(ft-in.)

(ft-in.)

(ft-in.)

0.03

2 4 6 8 10

3-0 3-0 3-0 3-0 3-0

3-10 7-10 11-10 15-10 19-10

13-11 18-6 23-1 27-9 32-4

0.03

2 4 6 8 10

7-0 7-0 7-0 7-0 7-0

3-7 7-7 11-7 15-7 19-7

26-3 30-10 35-5 40-1 44-8

0.06

2 4 6 8 10

5-0 5-0 5-0 5-0 5-0

3-5 7-5 11-5 15-5 19-5

19-8 24-4 28-11 33-7 38-2

0.06

2 4 6 8 10

6-0 6-0 6-0 6-0 6-0

3-3 7-3 11-3 15-3 19-3

28-9 33-4 37-11 42-7 47-2

Table E-13 Reinforcing Requirements - Square to Circular Transition Sections Diameter @ Throat (ft)

4

8

Fill Over Transition (ft)

4 to 10

Bar Designation

IA IB 2A 3A 4A 8A Long. 1

Go to Appendix F

8

10

12

14

Required Reinforcement Area (in.2/ft)

0.20 0.20 0.20 0.20 0.20 0.20 0.13

0.20 0.20 0.37 0.42 0.20 0.20 0.13

0.22 0.22 0.46(4) 0.50(4) 0.20 0.20 0.13

0.26 0.26 0.61(4) 0.73(4) 0.20 0.20 0.13

0.30 0.30 0.85 0.97 0.20 0.20 0.13

Appendix F : FHWA-IP-83-6 Derivation of Equations for Locating Culverts Go to Appendix G

F.1 Derive Equations to Determine Elevations of Critical Points and Lengths of Critical Sections for Slope Tapered Inlets F.1.1 Definition of

Assume the following parameters are known: Slopes: Stream bed (So), Fall (Sf), Embankment (Se), Lengths: L1,L2, L3, LT and vertical "Fall" Elevations: Points EE,EO Barrel Diameter: Di Determine the followin variables: Slopes: Barrel (S) Lengths: LE, LO, L,, LB Elevations:EF, ET, EB, ES

F.1.2 Determine the Lengths LE & LO

TH: selected by designer DHi, DHo = Di/12, (or as selected by designer, 12 in.min.)

by similar triagles:

LE + SeSoLE = Se (DVi + DHi) - TH Equation F.1 by similar calculations: Equation F.2 L = LT - LO - LE

F.1.3 Determine LB

Equation F.3

F.1.4 Determine Elevations DF, EB, ET, Es El.EF = (El.EE) - SoLE

Equation F.5

El.ET = (El.EF) - Fall

Equation F.6

El.EBF = (El.ET) + S(L3 + LB)

Equation F.7

El.ES = El.EO + SoLE

Equation F.8

F.1.5 Determine Slope of Barrel S Equation F.9

F.1.6 Determine Height of Fill over Inlet at Face, Hf, and along Length, H(x), Where x Is Horizontal Distance from Face Culvert Hf varies with site coditions and height of headwall, and must include any surcharge loads being considered. H(x) = Hf + x(1/Sf + 1/Se), 0< x < L2

Equation F.10a

H(x) = Hf + L2(1/Sf + 1/Se) + (x -L2)(1/Se + S), L2< x < L1 Equation F.10b

F.2 Derive Equations to Determine Elevations of Critical Points and Lengths of Critical Sections for Side Tapered Inlets with Fall F.2.1 Definition of

F.2.2 Determine Lengths

Due to the increased number of variables, the remaining parameters are most easily determined by an iterative process. a. Estimate barrel slope S Equation F.12 b. Determine remaining lengths Equation F.13 Equation F.14 Fall' = Fall + So (L'E - Lc) LF = [Fall' - S (LB + L1)] Sf LE = LB + LC + LF

Equation F.15 Equation F.16 Equation F.17

Note: LE and/or LC may be negative indicating that the points EF and/or EC are located outside the toe of the embankment (to the left of point EE in the figure on Section F.2.1) L = LT - (LO+ LE)

Equation F.18

c. Check result, calculate ∆ ∆ = So(LT-LO-LC) - S (L+LB) - LF/Sf

Equation F.19

d. if ∆ > 0.01, calculate a new S Equation F.20 Repay steps b and c. This iteration will normally close with one additional cycle. See Example

F.2.3 Determine Elevations El. EC = El.EE - SoLC

Equation F.21

El. EB = El.EC - LF/Sf

Equation F.22

El. EF = El.EB - SLB

Equation F.23

El. ET = El.EF - SL1

Equation F.24

El. ES = El.EO - SLO

Equation F.25

F.2.4 Determine Height of Fill over Inlet at Face(Hf) and along Length H(x) Where x Is the Horizontal Distance from the Face of the Culvert Hf varies with site conditions and height of headwall. Must include any surcharge loads being considered. H(x) = Hf + x(S + 1/Se)

F.2.5 Example - Side Tapered Inlet with Fall

Equation F.26

F.3 Derive Equations to Determine Elevation of Critical Points and Lengths of Critical Sections for Side Tapered Inlets without Fall Note: This case is a simplification of Case B. All the necessary equations have been derived previously, and are assembled here for simplicity.

Go to Appendix G

Appendix G : FHWA-IP-83-6 Typical Details for Improved Inlets Go to Appendix H Sheet 1. Typical Reinforcing Layout - Side Tapered Single Cell Box Inlets Sheet 2. Typical Reinforcing Layout - Side Tapered Two Cell Box Inlets Sheet 3. Typical Reinforcing Layout - Slope Tapered Single Cell Box Inlets Sheet 4. Typical Reinforcing Layout - Slope Tapered Two Cell Box Inlets Sheet 5. Typical Reinforcing Layout - Side Tapered Reinforced Concrete Pipe Inlets Sheet 6. Side Tapered Corrugated Metal Inlet Sheet 7. Headwall Details for Box Inlets Sheet 8. Headwall Details for Pipe Inlets Sheet 9. Cantilever Wingwall Designs Sheet 10 Miscellaneous Improved Inlet Details Go to Appendix H

Appendix H : FHWA-IP-83-6 Computer Program Listings Part I Go to Part II, Program Pipecar

Program BOXCAR

Go to Part II, Program Pipecar

Appendix H: FHWA-IP-83-6 Computer Program Listings Part II Go to Table of Contents

Program PIPECAR

Go to Table of Contents

Sheet #1: Typical Reinforcing Layout - Side Tapered Single Cell Box Inlets

Go to Appendix G

Go to Sheet #2

Sheet #2: Typical Reinforcing Layout - Side Tapered Two Cell Box Inlets

Go to Appendix G

Go to Sheet #3

Sheet #3: Typical Reinforcing Layout - Slope Tapered Sinfle Cell Box Inlets

Go to Appendix G

Go to Sheet #4

Sheet #4 : Typical Reinforcing Layout - Slope tapered Two Cell Box Inlets

Go to Appendix G

Go to Sheet #5

Sheet #5: Typical Reinforcing Layout - Side Tapered Reinforced Concrete Pipe Inlets

Go to Appendix G

Go to Sheet #6

Sheet #6: Side tapered Corrugated Metal Inlet

Go to Appendix G

Go to Sheet #7

Sheet #7: Headwall Details for Box Inlets

Go to Appendix G

Go to Sheet #8

Sheet #8: Headwall Details for Pipe Inlets

Go to Appendix G

Go to Sheet #9

Sheet #9: Cantilever Wingwall Designs

Go to Appendix G

Go to Sheet #10

Sheet #10: Miscellaneous Improved Inlet Details

Go to Appendix G

Go to Appendix H

List of Tables for FHWA-IP-83-6-Structural Design Manual for Improved Inlets and Culverts Back to Table of Contents Table 3-1. Design Forces in Single Cell Box Culverts Table 3-2. Design Force in Two Cell Box Culverts Table 4-1. Strength Reduction Factors in Current AASHTO Standard Specifications for Highway Bridges Table A-1. Minimum Requirements for Long Span Structures with Acceptable Special Features Table A-2.23.3 Categories of Pipe ts Table B-1. Format for Data Input, Boxcar Table B-2. Sample Output from Box Culvert Design Program Table B-3. Map of BDATA Array Table B-4. Map of SDATA Array Table B-5. Description of Governing Mode Output Notes Table C-1. Format for Data Input Table C-2. Sample Output from Pipe Culvert Design Program Table C-3. Map of BDATA Array Table C-4. Description of Governing Mode Output Notes

Back to Table of Contents

List of Equations for FHWA-IP-83-6-Structural Design Manual for Improved Inlets and Culverts Back to Table of Contents Equation 2.1 Equation 2.2 Equation 2.3 Equation 2.4 Equation 2.5 Equation 2.6 Equation 2.7a Equation 2.7b Equation 2.8 Equation 2.9a Equation 2.9b Equation 2.10 Equation 2.11 Equation 3.1 Equation 3.2 Equation 3.3 Equation 3.4 Equation 3.5 Equation 3.6 Equation 3.7 Equation 3.8 Equation 3.9 Equation 3.10 Equation 3.11 Equation 3.12 Equation 3.13

Equation 3.14 Equation 3.15 Equation 3.16 Equation 3.17 Equation 3.18 Equation 3.19 Equation 3.20 Equation 3.21 Equation 3.22 Equation 3.23 Equation 3.24 Equation 3.25a Equation 3.26a Equation 3.25b Equation 3.26b Equation 3.27 Equation 3.28 Equation 3.29 Equation 3.30 Equation 3.31 Equation 3.32a Equation 3.32b Equation 3.33 Equation 3.34 Equation 3.35 Equation 4.1 Equation 4.2 Equation 4.3 Equation 4.4 Equation 4.5

Equation 4.6 Equation 4.7 Equation 4.8 Equation 4.9 Equation 4.10 Equation 4.11 Equation 4.12 Equation 4.13 Equation 4.14 Equation 4.15 Equation 4.16 Equation 4.17 Equation 4.18 Equation 4.19 Equation 4.20 Equation 4.21 Equation 4.22 Equation 4.23 Equation 4.24 Equation 4.25 Equation 4.26 Equation 4.27 Equation 4.28 Equation 4.27b Equation 4.27c Equation 4.28 Equation 4.29 Equation 4.30 Equation 4.31a Equation 4.31b

Equation 4.32 Equation 4.33 Equation 4.34 Equation 4.35 Equation 5.1

Back to Table of Contents

Go to Table of Contents 1. Report No.

2. Government Accession 3. Recipient's Catalog No. No.

FHWA-IP-83-6 4. Title and Subtitle

5. Report Date

Structural Design Manual for Improved Inlets and Culverts June 1983 6. Performing Organization Report No. 7. Author(s)

8. Performing Organization Report No.

Timothy J. McGrath and Frank J. Heger 9. Performing Organization Name and Address

10. Work Unit No. (TRAIS)

Simpson Gumpertz and Heger, Inc. 1696 Massachusetts Avenue Cambridge, Massachusetts 02138

35H3-143 11. Contract or Grant No.

12. Sponsoring Agency Name and Address

13. Type of Report and Period Covered

Office of Implementation, HRT-10 Federal Highway istration 6300 Georgetown Pike McLean, Virginia 22101

DOT-FH-11-9692

11/79 - 9/82 14. Sponsoring Agency Code

15. Supplementary Notes

FHWA Co-COTR: Robert Wood, HRT-10 Philip Thompson, HNG-31 Claude Napier, HNG-32 16. Abstract

This manual provides structural design methods for culverts and for improved inlets. Manual methods for structural analysis are included with a complete design procedure and example problems for both circular and box culverts. These manual methods are supplemented by computer programs which are contained in the Appendices. Example standard plans have been prepared for headwalls, wingwalls, side tapered, and slope tapered culverts for both single and two cell inlets. Tables of example designs are provided for each standard plan to illustrate a range of design parameters. 17. Key Words

18. Distribution Statement

Culverts, Improved Inlets, Structural Design, Computer Program

No restrictions. This document is available to the public through the National Technical Information Service, Springfield, Virginia, 22161.

19. Security Classif. (of this report)

20. Security Classif. (of this page)

21. No. of Pages

338 Unclassified

Unclassified Go to Table of Contents

22. Price

Symbols:

References 1. Harrison, L. J., Morris, J. L., Normonn, J. M., Johnson, F. L., "Hydraulic Design of Improved Inlets for Culverts," Hydraulic Engineering Circular No. 13, U. S. Department of Transportation, Federal Highway istration, Washington, D. C., August 1972, Reprinted December 1978 2. Design Handbook - Concrete Pipe, American Concrete Pipe Association, Vienna, VA, 1980 3. "Design and Construction of Sanitary and Storm Sewers," WPCF MANUAL OF PRACTICE NO. 9, Water Pollution Control Federation, Washington, D. C. 1970 4. "Standard Specifications for Highway Bridges", American Association of State Highway and Transportation Officials, Twelfth Edition, 1977 (updated to 1981 via interim specifications) 5. Katona, M. G., Vittes, P. D., Lee, C. H., Ho, H. T., "CANDE - 1980, Box Culverts and Soils Models" Rough Draft, Prepared for Federal Highway istration Office of Research and Development, August i 980 6. Duncan, J. M., "A Design Method for Metal Culvert Structures Based on Finite Element Analyses," Kaiser Aluminum Chemical Sales Inc. 7. Olander, H. C., "Stress Analysis of Concrete Pipe" Engineering Monograph No. 6, U.S.. Department of the Interior, Bureau of Reclamation, October 1950 8. Manual for Railway Engineering - Part 16 Reinforced Concrete Box Culverts, American Rai Iway Engineering Association, Chicago, 111., 1980 9. Heger, F. J., McGrath, T. J., Design Method for Reinforced Concrete Pipe and Box Sections, Report prepared for the Technical Committee of the American Concrete Pipe Association, December 1980 10. Lambe, T. W., Whitman, R. V., Soil Mechanics, John Wiley & Sons, Inc., New York, 1969 11. Hough, B.K., Basic Soils Engineering, 2nd Ed. The Ronald Press Co., New York, 1969 12. Sowers, G. B., Sowers, G. F., Introductory Soils Mechanics and Foundations, 3rd Ed., Macmillan Publishing Co., Inc., New York, 1970 13. Typical Plans for Retaining Walls, Federal Highway istration, Washington, D.C., September 1967