Commonwealth of Pennsylvania - PennDOT Home 280.pdfCommonwealth of Pennsylvania . ... The reinforced concrete shall consist of cementitious materials, ... 7.1. Design Tables:

Commonwealth of Pennsylvania Department of Transportation

Bureau of Construction & Materials

May 2009 Edition

PUBLICATION 280 Manufacturing Specification

For Reinforced Concrete Pipe

Pennsylvania Installation Direct Design

(PAIDD)

TABLE OF CONTENT

MANUFACTURING SPECIFICATION FOR DIRECT DESIGN OF BURIED PRECAST

CONCRETE PIPE

PUBLICATION 280

1. SCOPE ...................................................................................................................................... 1

2. REFERENCED DOCUMENTS ............................................................................................... 1

3. DEFINITIONS .......................................................................................................................... 2

4. CLASSIFICATIONS ................................................................................................................ 3

5. BASIS OF ACCEPTANCE ...................................................................................................... 3

6. MATERIALS ............................................................................................................................ 3

7. DESIGN .................................................................................................................................... 5

8. REINFORCEMENT ................................................................................................................. 6

9. JOINTS ................................................................................................................................... 13

10. MANUFACTURE .................................................................................................................. 16

11. PHYSICAL REQUIREMENTS ............................................................................................. 17

12. PERMISSIBLE VARIATIONS ............................................................................................. 20

13. WORKMANSHIP, FINISH, AND APPEARANCE ............................................................. 21

14. REPAIRS ................................................................................................................................ 22

15. INSPECTION ......................................................................................................................... 22

16. REJECTION ........................................................................................................................... 23

17. MARKING ............................................................................................................................. 23

APPENDIX A - DESIGN TABLES & PROOF LOAD TABLES ................................................ 26

APPENDIX B – REPAIR PROCEDURES FOR REINFORCED CONCRETE PIPE .................. 61

APPENDIX C – QUALITY CONTROL PLAN GUIDELINES FOR RC PIPE ........................... 67

PRODUCTION JOINT WELDING SPECIFICATION (WPS) .................................................... 69

DIMENSIONAL REVIEW FOR CONCRETE PIPE (POST-POUR FORM) .............................. 71

1

Manufacturing Specification For

Direct Design of Buried Precast Concrete Pipe Using Pennsylvania Installation Direct Design

(PAIDD)

1. SCOPE 1.1. This Specification covers reinforced concrete pipe intended to be used for the

conveyance of sewage, industrial wastes, and storm water, and for the construction of culverts.

1.2. This Specification covers the manufacture and acceptance of precast concrete pipe designed to conform to the Department design requirements.

1.3. Manufacturers are required to submit a plant Quality Control plan and concrete mix design(s) to the Structural Materials Engineer, MTD, for review and approval.

NOTE: This specification is a manufacturing and purchase specification and the manufacturer must be listed in BULLETIN 15.

2. REFERENCED DOCUMENTS 2.1. AASHTO Standards:

M 6 Fine Aggregate for Portland Cement Concrete

M 31 Deformed and Plain Billet-Steel Bars for Concrete Reinforcement

M 32 Cold Drawn Steel Wire for Concrete

M 55 Welded Steel Wire Fabric for Concrete Reinforcement

M 80 Coarse Aggregate for Portland Cement Concrete

M 85 Portland Cement

M 148 Liquid Membrane Forming compounds for Curing Concrete

M 221 Welded Deformed Steel Wire Fabric for Concrete Reinforcement

M 225 Deformed Steel Wire for concrete Reinforcement

M 240 Blended Hydraulic Cements

M 262 Terms Relating to Concrete Pipe and Related Products

M 295 Fly Ash and Raw or Calcined Natural Pozzolan for use as a Mineral Admixture in Portland Cement Concrete

2

T 22 Compressive Strength of Cylindrical Concrete Specimens

T 280 Testing Concrete Pipe, Sections, or Tile

Pub 145 Inspection of Prestressed/Precast Concrete Products & Concrete Products & Concrete Pipe

3. DEFINITIONS 3.1. For definitions of terms relating to concrete pipe, see AASHTO M 262.

3.1.1. Group of Pipe Sections:

Each day’s production run of pipe sections of a single concrete strength or structural design for the Department.

3.1.2. Lot of Pipe Sections:

The total of the number of groups of pipe sections of a single concrete strength and structural design produced for the Department (max 100 pieces). A Lot shall be all pipe dates equal to or prior to Test Specimen date, except when manufacturing is performed for special design pipes requiring reduced sized test specimens (Sec. 7.2) and/or for extended delivery schedules where the pipe lot cannot be fabricated entirely prior to initial delivery to the project.

3.1.3. Running Average:

The average concrete compressive strength of all groups of pipe sections of a single concrete strength produced for the Department, generally determined as each lot is tested.

3.1.4. Proof Load:

The load carried by a pipe subjected to a three-edge bearing test, expressed in pounds per linear foot per foot of inside diameter. This proof load reflects the field service load condition for live and dead load.

3.1.5. Proof Test Load:

Tree-edge bearing test load extrapolated from 0.007” design requirement to produce a 0.01” crack.

3.2. Abbreviations:

AASHTO American Association of State Highway and Transportation Officials

PAIDD Pennsylvania Installation Direct Design

BD-XXX Bridge Design Drawing (e.g. BD-636)

3

RC-XX Road Construction Drawing (e.g. RC-30)

PTM-XXX Pennsylvania Test Method (e.g. PTM 606)

PDM4 PENNDOT Design Manual Part 4

MTD Materials and Testing Division

4. Classifications 4.1. Pipe manufactured in accordance with the classification and specifications in BD-

636.

5. Basis of Acceptance 5.1. Unless otherwise designated by the Department at the time of, or before placing an

order, separate alternative bases of acceptance are permitted as follows:

5.1.1. Unless otherwise specified acceptance on the Basis of Plant Load-Bearing Tests, Material Tests, and Inspection of Manufactured Pipe for Visual Defects and Imperfections – Acceptability of the pipe in all diameters and classes produced in accordance with PAIDD Design Date, conformance to this Specification and inspection of manufactured pipe for defects.

5.1.2. Acceptance on the Basis of Material Tests and Inspection of manufactured Pipe for Defects and Imperfections-Acceptance of pipe shall be on the basis of concrete compression tests, materials tests, conformance to the PAIDD Design Date, conformance to this Specification and inspection of manufactured pipe for defects.

5.1.3. When mutually agreed in writing by Department and the manufacturer, a certification may be made the basis of acceptance of the concrete pipe. This certification shall consist of a statement by the manufacturer that the concrete pipe conforms to the Manufacturing Design Data and to this Specification, and that the concrete and materials have been sampled and tested and conform to this specification.

5.1.4. The Department may select and have applied the basis of acceptance in either Section 5.1.1, 5.1.2, or 5.1.3.

5.2. Age of Acceptance:

Pipe shall be considered ready for acceptance when it conforms to the requirements as indicated by the specified tests.

6. Materials 6.1. All material suppliers must be listed in the appropriate Bulletin 14 or 15.

6.2. Reinforced Concrete:

4

The reinforced concrete shall consist of cementitious materials, mineral aggregates, admixtures if used, and water, in which steel has been embedded in such a manner that the steel and concrete act together.

6.3. Cementitious Material:

6.3.1. Cement:

Cement shall conform to the requirements for Portland cement AASHTO Specification M 85 or shall be Portland Blast-Furnace Slag Cement or Portland-Pozzolan Cement conforming to the requirements of AASHTO Specification M 240, except that the Pozzolan constituent in the Type IP Portland Pozzolan cement shall be Fly Ash and shall not exceed 25% by weight.

6.3.2. Fly Ash or Pozzolan:

Fly Ash or Pozzolan shall conform to the requirements of AASHTO Specification M 194, Class F or Class C.

6.3.3. Allowable Combinations of Cementitious Materials:

The combination of cementitious materials used in the concrete shall be one of the following:

6.3.3.1. Portland Cement only.

6.3.3.2. Portland Blast Furnace Slag Cement only.

6.3.3.3. Portland Pozzolan Cement only.

6.3.3.4. A combination of Portland Cement and Fly Ash or Pozzolan, wherein the proportion of Fly Ash is between 5 and 25% by weight of total cementitious material (Portland Cement plus Fly Ash).

6.4. Aggregates:

Aggregates shall conform to the requirements of Publication 408, Section 703 (Class A) except that the requirement for gradation shall not apply.

6.5. Admixtures:

Admixtures may be used unless prohibited by the Department.

6.6. Steel Reinforcement:

6.6.1. Reinforcement shall consist of wire conforming to AASHTO specification M 32 or AASHTO Specification M 55, or of wire fabric conforming to AASHTO Specification M 55, or AASHTO M 31 Specification.

5

7. Design 7.1. Design Tables:

The diameter, wall thickness, compressive strength and reinforcement shall be as prescribed in APPENDIX A, or as provided by the PAIDD program in Section 7.2.

7.1.1. Footnotes:

Footnotes in APPENDIX A, are intended to be amplifications of tabulated requirements and are to be considered applicable and binding as if they were contained in the body of the specification.

7.2. Special Designs:

7.2.1. The manufacturer may request approval by the Department for special designs when diameters and installation depths are beyond those provided in the Design Tables, Section 7.1.

7.2.2. Special designs shall be based on PAIDD, and the Design Specifications in PDM4. Special designs shall include copies of any output produced by the PAIDD program.

7.2.3. The fabricator shall submit to the Department, MTD, Chief Structural Materials Engineer, proof of the adequacy of the proposed special design. Such proof may comprise the submission of properly certified proof load tests already made, which are found by the Department to be adequate or, if such proof load tests are not available or acceptable, the fabricator may be required to perform proof load tests to demonstrate the correctness and adequacy of the proposed design.

7.2.4. Such pipe must meet all of the test and performance requirements specified by the Department in accordance with Section 5.

7.2.5. When the PAIDD program is used for special design pipe, submit one copy of the computer output to the Chief Structural Materials Engineer for review and approval. Show input data and design results. Include shop drawings of the proposed pipe cross section and reinforcement layouts in sufficient detail to provide inspection. Include the following details at a minimum: State Route, Section and County; minimum concrete strength; steel areas and maximum spacing; steel yield strength ; reinforcement cover and tolerances; wall thickness and tolerances; joint details; weight per lineal foot of pipe; maximum fill height and proof load.

7.3. Area

In this specification, when the word area is not described by adjectives, such as cross-section or single wire, it shall be understood to be the cross-sectional area of reinforcement per unit lengths of pipe.

6

8. Reinforcement 8.1. Circumferential Reinforcement:

A line of circumferential reinforcement for any given total area may be composed of two layers for pipe with wall thicknesses of less than 7 in. or three layers for pipe with wall thickness of 7 in. or greater. The layers shall not be separated by more than the thickness of one longitudinal plus ¼”. The multiple layers shall be fastened together to form a single rigid cage. If the multiple layers of a cage contain circumferential splices, the individual layers shall be rotated so that the splices are staggered. All other specification requirements such as laps, welds, and tolerances of placement in the wall of the pipe, etc. shall apply to this method of fabricating a line of reinforcement. The design shall be based on the centroid of the layers.

8.1.1. Where one line of circular reinforcement is used, it shall be placed from 35 to 50% of the wall thickness from the inner surface of the pie, except that for wall thicknesses less than 2-1/2 in. the protective cover of the concrete over all reinforcement, each line shall be reinforcement in the wall of the pipe shall be 3/4”.

8.1.2. In pipe having two lines of circular reinforcement, each line shall be so placed that the protective covering of concrete over all reinforcement in the wall of the pipe shall be 1 in.

8.1.3. Elliptical reinforcement shall be permitted for Elliptical pipe and quadrant reinforcement only.

8.1.4. In pipe having elliptical reinforcement with wall thicknesses 2-1/2 in. or greater, the reinforcement in the wall of the pipe shall be so placed that the protective covering of concrete over the circumferential reinforcement shall be 1 in. from the inner surface of the pipe at the vertical diameter and 1 in. from the outer surface of the pipe at the horizontal diameter.

8.1.5. The location of the reinforcement shall be subject to the permissible variations in dimensions given in 12.5. Requirements for placement and protective covering of the concrete from the inner or outer surface of the pipe do not apply to that portion of a cage which is flared so as to extend into the bell or reduced in diameter so as to extend into the spigot. Reinforcement shall not be exposed on the mating side surface of the joints.

8.1.6. The spacing center to center of circumferential reinforcement in a cage shall not exceed 4 in. for pipe up to and including pipe having a 4 in. wall thickness nor exceed the wall thickness for larger pipe, and shall in no case exceed 6 in.

8.1.7. Where the wall reinforcement does not extend into the joint, the maximum longitudinal distance to the last circumferential from the inside shoulder of the bell or the shoulder of the spigot shall be 3 in., except that if this distance exceeds one-half the wall thickness, the pipe wall shall contain at least a total reinforcement area of the minimum specified area per linear foot times the

7

laying length of the pipe section. The minimum cover on the last circumferential near the spigot shoulder shall be 1/2 in.

8.1.7.1. Where reinforcement is in the bell or spigot the minimum end cover on the last circumferential shall be 1/2 in. in bell or 1/4 in. in the spigot.

8.1.8. The continuity of the circumferential reinforcing steel shall not be destroyed during the manufacture of the pipe, except that when agreed upon by the Department, lift eyes or holes may be provided in each pipe for the purpose of handling.

8.1.8.1. Form or create lift eyes or holes in accordance with the fabrication method approved by the Chief Structural Materials Engineer. Test by sounding, 10% of each lot of cured pipe around the lift hole. If any rejections are found, test 100% of each lot; reject for Department use all pipe having evidence of damage. Remove any reinforcement within the lift hole exposed during the manufacturing process.

8.1.9. Welds, Splices and Development of circumferential / Reinforcement

8.1.9.1. Where pipe are not marked to show a specific orientation in the ground, any weld to, or splice, of a circumferential shall be considered to be at the point of the maximum flexural stress.

8.1.9.2. Where Pipe are marked to show a specific orientation in the ground, any weld to, or splice, of a circumferential shall be considered to be at a distance determined by the orientation angle closer to the point of maximum flexural stress than the marking indicates.

8.1.9.3. Notation

Awa = Actual Steel area of the individual circumferential wire, square inches.

Awr = Steel area required for the individual circumferential wire for flexure (a) at the splice, for splices, or (b) at the point of maximum moment, for quadrant mat reinforcement, square inches.

db = Diameter of reinforcing wire or bar, inches

Di = Inside diameter of pipe, in.

Fw = Embedded weld factor, See Section 8.1.11.2.2

h = Overall thickness of member (wall thickness), in.

Ld = Development length of reinforcing wire or bar, in.

8

Ie = Total additional arc length beyond calculated arc lengths requiring stirrups, in.

Pt = Pull test strength of wire or bar at break, pounds.

fy = Design yield strength of reinforcement, lbs./in2

fc’ = Design compressive strength of concrete, lbs./in2

tb = Clear cover over reinforcement, in.

θ = Orientation angle, deg.

Sp = Spacing of circumferential reinforcement, in.

Vu = Factored shear force, lbs.

Vc = Nominal shear strength of the concrete cross section, lbs/ft.

8.1.10. Welds

8.1.10.1. Manual welding of reinforcing steel shall be performed using either shielded metal arc welding (SMAW), gas metal arc welding (GMAW), or flux cored arc welding processes (FCAW). Welder and procedure qualification must be performed in accordance with AWS D1.4 for butt splices of circumferentials.

For welding limited solely to lapped splicing of circumferentials (single or double flare-V groove welds), procedure qualification testing shall be limited to demonstration that the tensile requirements of 8.1.11.2.1 and 8.1.11.2.2 will be met for production welds. Inspection, sampling and testing for procedure qualification must be coordinated through the MTD, Structural Materials Section

Submit a weld procedure specification (WPS) to the Chief Structural Materials Engineer, MTD, for approval, (see Appendix D). For Procedure qualification of lapped circumferentials, not less than three samples will be tested for each diameter of wire. Where the WPS is submitted for a range of wire sizes, procedure qualification will be performed on each of the minimum and maximum wire diameters shown. The procedure qualification testing will be considered acceptable when a 90 Percent Within Limits (PWL) is achieved.

8.1.10.2. For butt splices of circumferentials or where welds are made to circumferentials, pull tests of representative specimens of the circumferential across the finished weld shall demonstrate a strength of not less than 1.1 times the design yield strength of the circumferential except as provided in 8.1.11.

9

8.1.10.3. At the option of the fabricator a more detailed analysis may be made and the requirements of this section used in lieu of 8.1.10.1

For butt splices of circumferentials or where welds are made to circumferentials, pull tests, Pv of representative specimens of the circumferential across the finished weld shall demonstrate a strength of not less than

f A 1.1 = P ywrt (1)

or not less than

f A . = P ywrt 50 (2) whichever is greater.

8.1.10.4. The overall performance and acceptance of the welds in section 8.1.10 shall be accepted subject to section 11.3.1 external load crushing Strength.

8.1.11. Lapped Splices of circumferential Reinforcement

8.1.11.1. Where lapped circumferentials are spliced by spot welding. They shall be lapped not less than 2 inches. Pull tests of representative specimens shall develop not less than 0.9 times design yield strength of the circumferential.

8.1.11.2. At the option of the fabricator a more detailed analysis may be made and the requirements of this section used in lieu of 8.1.11.1.

8.1.11.2.1. Where lapped circumferentials are spliced by welding, they shall be lapped no less than 2 in. Pull tests, Pt, of representative specimens shall develop not less than

f A F = P ywrWt (3)

or not less than the strength required by equation (2), whichever is the greater.

8.1.11.2.2. The embedded weld factor, Fw, relates the pull test strength of the non-embedded splice specimens to the strength of the splice embedded in the concrete of the pipe wall.

(a) If the pull test breaks is in the wire, Fw shall be taken as 0.90.

10

(b) If the pull test break is in the weld, Fw shall be taken as 0.70

8.1.11.3. If lapped splices or circumferentials consisting of deformed bars, deformed wire or welded deformed wire fabric are not welded, they shall be lapped not less than Ld, where:

or not less than

whichever is greater.

8.1.11.4. If lapped splices of circumferentials consisting of welded, smooth wire fabric are not welded, the overlap measured between the outermost longitudinals on each side of the splice shall be no less than the spacing of the longitudinals plus1 inch, or Ld, where:

whichever is greater.

8.1.11.5. At the option of the fabricator a more detailed analysis may be made and the following exception to the requirements of 8.1.11.3 may be applied.

If the area of circumferential reinforcement is at least twice that required for flexure, the first requirement of Section 8.1.11.3 shall not apply. The overlap measured between the outermost longitudinals on each side of the splice shall be not less than that required by equation (6), or 1 inch, whichever is greater.

8.1.11.6. Alternative splice designs that differ from section 8.1.11.5 may be submitted to the Department for approval.

8.1.12. Development of Quadrant Mat Reinforcement

A f

A f d 0.03 = L

wac

wrybd

' (4)

f

f d 0.015

c

yb

' (5)

f sf A

0.27 = Lc

p

ywrd

' (6)

11

8.1.12.1. Circumferential quadrant mat reinforcement shall consist of welded wire fabric with 8 inch maximum cross wire spacing. When quadrant mat reinforcement is used, the area of the main cage shall be no less than 25% of the area required at the point of maximum moment. The quadrant mats shall extend at least 45 degrees each side of the point of maximum moment.

8.1.12.2. At the option of the fabricator a more detailed analysis may be made and the requirements of Sections 8.1.12.3 and 8.1.12.4 used in lieu of 8.1.12.4.1.

8.1.12.3. When circumferential quadrant mat reinforcement consists of welded smooth wire fabric the following requirements shall apply:

8.1.12.3.1. The outermost longitudinals on each end of the circumferentials shall be embedded in accordance with the following requirements:

(a) Past the point where the quadrant reinforcement is no longer required by the orientation angle, plus the greater of 12 circumferential wire diameters or ¾ of the wall thickness of the pipe, and

(b) Past the point of maximum flexural stress by the orientation angle, plus the development length, Ld, required by Equation (6).

8.1.12.3.2. The mat shall contain no less than 2 longitudinals at a distance 1 inch greater than that determined by the orientation angle from either side of the point requiring the maximum flexural reinforcement.

8.1.12.3.3. The point of embedment of the outermost longitudinals of the mat shall be at least a distance determined by the orientation angle past the point where the continuing reinforcement is no less that double the area required for flexure.

8.1.12.4. When circumferential quadrant mat reinforcement consists of deformed bars, deformed wire or welded deformed wire fabric the following requirements shall apply:

8.1.12.4.1. Circumferentials shall extend past the point where they are no longer required by the orientation angle, plus the greater of 12 wire diameters of 3/4 of the wall thickness of the pipe.

8.1.12.4.2. Circumferentials shall extend either side of the point of maximum flexural stress not less than the orientation angle,

12

plus the development length, Ld, required by Equation (4) or (5).

8.1.12.4.3. Circumferentials shall extend at least a distance determined by the orientation angle past the point where the continuing reinforcement is no less than double the area required for flexure.

8.2. Stirrup Reinforcement:

8.2.1. The number of lines of stirrups shall be sufficient to include the distance

determined by calculation where Vu is less than Vc plus the distance lθ as determined by formula (7). The required number of lines of stirrups shall be equally distributed on each side of the point of maximum moment, as per PAIDD.

8.2.2. Stirrups used for radial tension

When stirrups are used to resist radial tension, they shall be anchored around each circumferential of the inside cage to develop the resistance of the stirrup, and they shall also be anchored around the outside cage or embedded sufficiently in the compression side to develop the required resistance of the stirrup. If continuous prefabricated stirrup mats are used, the stirrups need to be sufficiently anchored in the compression zone of the concrete cross section so as to develop the full tensile strength of the stirrup wire. Continuous stirrup loop lengths equivalent to at least 70% of the wall thickness may be considered to provide adequate anchorage.

8.2.3. Stirrups used for diagonal tension

When stirrups are not required for radial tension but required for shear (diagonal tension); their longitudinal spacing shall be such that they are anchored at either each or every other tension circumferential. Such spacing shall not exceed 6 inches. If prefabricated stirrup mats are used, they shall be placed inside the inner cage with loops directed toward the outer cage.

8.2.4. Anchorage systems that differ from those shown in Figures 1 and 2, and their corresponding anchorage design stresses, must be submitted to the Department, MTD, for proof of adequacy. For Bulletin 15 approval, submit independent Quality Control data for prefabricated loop type stirrup mats to verify a minimum of 65,000 psi anchorage strength is developed, as determined by appropriate tests that simulate the behavior of the stirrup in the pipe.

h + )t2 + D( 180

= l biπθ

θ (7)

13

8.3. Longitudinal reinforcement:

Each line of circumferential reinforcement shall be assembled into a cage that shall contain sufficient longitudinal bars or members, extending the length of the pipe, to maintain the reinforcement rigidly in shape and in correct position within the form. The exposure of the ends of longitudinals, stirrups, or spacers that have been used to position the cages during the placement of the concrete shall not be a cause for rejection.

8.4. Joint Reinforcement:

8.4.1. For pipe 36 in. and larger in diameter, either the bell or spigot shall contain circumferential reinforcement. This reinforcement shall be an extension of a wall cage, or may be a separate cage of at least the area per foot of that specified for the outer cage or one-half of that specified for single cage wall reinforcement, whichever is less.

8.4.2. Where bells or spigots require reinforcement, the maximum end cover on the last circumferential shall be one-half the length of the joint or 3 in., whichever is less.

9. JOINTS 9.1. The joints shall be of such design and the ends of the concrete pipe sections so

formed that when the sections are laid together they will make a continuous line of pipe with a smooth interior free from appreciable irregularities in the flow line, all compatible with the permissible variations given in Section 12.

14

15

16

10. MANUFACTURE 10.1. Mixture:

The aggregates shall be sized, graded, proportioned, and mixed in a batch mixer with such proportions of cement and water as will produce a homogeneous concrete mixture of such quality that the pipe will conform to the test and design requirements of this specification. All concrete shall have a water-cement ratio not exceeding 0.53. All pipe manufactured under the provisions of this specification shall contain a minimum of 470 lb. of cement/yd3 of concrete unless mix designs with a lower cement content demonstrate that the quality and performance of the pipe meet the requirements of this specification.

10.1.1. Bin Scales:

Bin Scales used in proportioning cement and aggregates must be verified annually to their accuracy within ± 2% of the required weight by an acceptable certified calibration agency.

10.2. Curing:

Pipe shall be subjected to any one of the methods of curing described in 10.2 to 10.2.4, or to any other method or combination of methods approved by the purchaser that will give satisfactory results. The pipe shall be cured for a sufficient length of time so that the specified proof load is obtained when acceptance is based on 5.1.1, or so that the concrete will develop the specified compressive strength at 28 days, or less when acceptance is based on 5.1.2 or 5.1.3.

10.2.1. Steam Curing

Pipe may be placed in a curing chamber, free of outside drafts, and cured in a moist atmosphere maintained by the injection of steam for such time and such temperature as approved in the Quality Control Plan and needed to enable the pipe to meet the strength requirements. The curing chamber shall be so constructed as to allow full circulation of steam around the entire pipe.

10.2.2. Water Curing:

Concrete pipe may be water-cured by covering with water saturated material or by a system of perforated pipes, mechanical sprinklers, porous hose, or by any other approved method that will keep the pipe moist during the approved curing period.

10.2.3. The fabricator may, at his option, combine the methods described in 10.2.1 to 10.2.4 provided the required concrete compressive strength is attained.

17

10.2.4. A sealing membrane conforming to the requirements of AASHTO M 148 may be applied and should be left intact until the strength requirements are met. The concrete at the time of application shall be 10 oF above the atmospheric temperature. All surfaces shall be kept moist prior to the application of the compounds and shall be damp when the compound is applied.

11. PHYSICAL REQUIREMENTS 11.1. Test Specimens:

1% of each lot for testing tests shall be furnished without charge by the fabricator and shall be selected at random by the Department and shall be pipe that would not otherwise be rejected under this specification. The selection shall be made at the point or points designated by the purchaser when placing the order.

11.2. Tests for Extended Delivery Schedules:

For extended project deliveries, the lot will be accepted as follows: Perform a preliminary three-edge bearing test on a section in accordance with Section 11.3. Each successive production date comprising the reduced lot will be accepted on the basis of compressive strength testing in accordance with Section 11.4.1.(2), Acceptance Testing.

11.3. External Load Crushing Strength:

11.3.1. The load to produce a 0.01 in. crack, as determined by the three-edge bearing method described in AASHTO T 280, shall be not less than the proof load provided in Appendix A, or by PAIDD for each respective pipe design. Lots for which the pipe have been tested in accordance with this specification and that meet the proof load requirements given in 11.3.4 shall be accepted for use.

11.3.2. Retests of Pipe Not Meeting the External Load Crushing Strength Requirements – Pipe shall be considered as meeting the strength requirements when all test specimens conform to the strength requirements, the fabricator shall be allowed to retest two additional specimens for each specimen that failed, and the pipe shall be acceptable only when all of the retest specimens meet the strength requirements.

11.3.3. When acceptance is on the basis of 5.1.1, test pipe by the three-edge bearing method in accordance with AASHTO T 280, as modified herein. Accept any test specimens which meet the 0.01 in. crack proof-load requirement without exceeding a 0.007 in. crack width under test load and which are otherwise free from defects as listed in section 16. Verify that 0.007 in. crack limit with a feeler gauge conforming to the requirements shown in AASHTO T 280, except having a gauge thickness of 0.007 in.

18

11.3.4. The lot shall be tested to the specified design proof-load requirement as outlined below:

Fabricator loads pipe at uniform rate.

As 0.01” crack load is approached, look for crack 0.01” or greater

Crack 0.01” or greater before proof is reached

Test 2 more units. For lot to pass, both units must pass the proof load test.

No crack ≥ 0.01” and greater than 12” in length

Lot passes three-edge bearing test.

19

11.4. Concrete Test Requirements:

11.4.1. Compressive Strength:

(1) Quality Control Testing:

Compressive tests, or monitoring the design concrete strength, may be made on either standard rodded concrete cylinders or cylinders compacted and cured in a like manner as the pipe, or on cores drilled from the wall of the pipe. Cylinders and cores shall be tested in accordance the PTM 604 and AASHTO T24, respectively. The design will be considered satisfactory when at least 90% of the strength tests show strengths greater than the required minimum specification strength. Cylinders may be kept in a moist temperature controlled condition to develop 28-day strengths.

(2) Acceptance Testing:

When compressive strength testing is performed for the purpose of accepting pipe lots in accordance with section 5.1.2 and 11.2, perform compressive strength testing in accordance with PTM 604 and AASHTO T24, respectively. The compressive strength test must meet or exceed the design requirement. Specimen results which deviate from each other by 1,000 psi or more are considered invalid.

If the concrete consistency is too stiff for compaction by rodding or internal vibrations, the following alternative method may be use:

(1) Bolt a cylinder mold to the top of a vibrating table, or to the actual concrete pipe form being used to produce the pipe.

(2) Place wetcast concrete in the cylinder mold in three equal lifts, and drycast or packerhead concrete in accordance with AASHTO T126-90.

(3) Place a cylindrical hammer on the surface of each lift with the hammer to be 1/4 inch less in diameter than the inside diameter of the mold and of a weight to create a pressure of 0.353 psi on the surface of the concrete.

(4) External vibration shall be applied on each lift with a frequency of at least 800 vibrations per minute, and continued until cement paste begins to ooze up around the bottom edge of the hammer. If cores are cut from the wall of the pipe and tested they shall be cut and tested in accordance with the requirements of AASHTO T 280. The compressive strength of each core tested shall be equal to or greater than the design strength of the concrete.

20

Requirements: Pipe shall be considered as meeting the strength requirements when all test specimens conform to the strength requirements. Should any of the test specimens fail to meet the strength requirements, the fabricator shall be allowed a retest on two additional specimens for each specimen that failed, and the pipe shall be acceptable only when all of the retest specimens meet the strength requirements. When the cores cut from a section of pipe successfully meet the strength requirement, the core holes shall be plugged and sealed by the fabricator in an approved manner such that the pipe section will meet all of the requirements of this specification. Pipe sections so sealed shall be considered as satisfactory for use.

11.4.2. Absorption Test Requirements of Concrete:

The absorption of a sample from the wall of the pipe, as determined in accordance with AASHTO T 280, shall not exceed 9 percent of the dry mass. Each sample shall be a piece broken from the wall, or a core drilled from the wall, shall have a minimum area of 9 in2. as measured on one surface of the pipe wall, and shall be free of visible cracks. When the initial absorption sample, from a pipe fails to conform to this specification the fabricator shall be allowed a retest on two additional samples from the same pipe for each sample that failed. The pipe shall be acceptable only when all of the retest samples meet the absorption requirements. Absorption test requirements of concrete may be waived by the Department.

11.5. Test Equipment:

Every fabricator furnishing pipe under this specification shall furnish all facilities and personnel necessary to carry out the tests described in AASHTO T 280.

12. PERMISSIBLE VARIATIONS 12.1. Internal Diameter:

The internal diameter of round 12 to 24 in. pipe shall vary not more the ± 1.5% from the design diameter. The internal diameter of round 27 in. and larger pipe shall not vary by more than ± 1% from the design diameter or ± 3/8 in., whichever is greater. The internal dimensions of elliptical pipe shall not vary more than +2% from the internal dimensions shown in Fig. 3.

12.2. Wall Thickness:

The design wall thickness, or specified wall thickness, shall not vary by more than ± 5% or 3/16 in., whichever is greater. A specified wall thickness more than required in the design is not cause for rejection. Pipe having localized variations

21

in wall thickness exceeding those specified above shall be accepted if the proof load strength and minimum steel cover requirements are met.

12.3. Length of Two Opposite Sides:

Variations in the laying length of two opposite sides of the pipe shall not be more than ¼ in. for all sizes through 24 in. internal diameter, and not more than 1/8 in./ft. for all sizes larger with a maximum of 3/4 in. for 90 in. internal diameter or larger, except where beveled end pipe for laying on curves is specified by the Department.

12.4. Length of Pipe:

The under run in length of a section of pipe shall not be more than 1/8 in./ft. with a maximum of ½ in. in any length of pipe. Regardless of the underrun or overrun in any section of the pipe, the end cover requirements of Section 8 and 12 shall apply.

12.5. Position of Area of Reinforcement:

12.5.1. Position:

The maximum variation in the position of the reinforcement shall be ± 10% of the wall thickness or ± 2 in., whichever is greater. Pipe having variations in the position of the reinforcement exceeding those specified above shall be accepted if the three-edge-bearing strength requirements obtained on a representative specimen are met. In no case, however, shall the cover over any reinforcement be less than ¼ in. as measured to the end of the spigot or ½ in. as measured to any other surface. The preceding minimum cover limitations do not apply to mating surfaces of non-rubber gasket joints, here reinforcement shall not be exposed on the side mating surface of the joints. If convoluted reinforcement is used, the convoluted circumferential end wire may be at the end surface of the joint providing the alternate convolutions have at least 1 in. cover from the end surface of the joint.

12.5.2. Area of Reinforcement:

Reinforcement will be considered as meeting the design requirements if the area, computed on the basis of nominal area of the wire or bars used, equals or exceeds the requirements of 7.1 or 7.2. Actual area of the reinforcing used may vary from the nominal area according to permissible variations of the standard specifications for the reinforcing.

13. WORKMANSHIP, FINISH, AND APPEARANCE 13.1. Pipe shall be substantially free of fractures and surface roughness. The ends of the

pipe shall be normal to the walls and center line of the pipe, within the limits of variations given in 12.3 and 12.4.

22

14. REPAIRS 14.1. Pipe may be repaired, if necessary, because of imperfections in manufacture or

damage during handling and will be acceptable if, in the opinion of the Department, the repairs are sound and properly finished and cured and the repaired pipe conforms to the requirements of this standard. Repair procedures for RC pipes are described in Appendix B.

15. INSPECTION The quality of materials, the process of manufacture, and the finished pipe may be subject to inspection and approval by an inspector employed by the Department.

The following criteria has been developed to assign certification demerits or deviations to fabricators found to have certified and delivered pipe to Department projects not meeting the Specifications. Fabricators who accumulate three or more substantiated complaints during any continuous twelve month period will lose their certification status and may result in removal from Bulletin 15. Fabricators will earn an additional certification credit over and above the base allowance of three deviations for each 100 certified deliveries to Department projects.

To earn certification credits, fabricators will be required to submit actual copies of Form CS-4171’s for verification. The following general guidelines were developed to establish the relative weight of each deviation applied toward a fabricator’s certification status. Based on the actual number of pipe affected, however, partial deviations may be considered cumulative.

Incident Type # deviations

▪ Diameter, out of tolerance 1 ▪ Joint dimensions, out-of-tolerance, unacceptable fit 1 ▪ Length of opposite sides, skewed sections 1 ▪ Wall thickness, out-of-tolerance 1 ▪ Unapproved repairs, unacceptable repairs (cosmetic) ½ ▪ Unapproved repairs, unacceptable repairs (structural) 1 ▪ Reinforcement not removed from lift holes ½ ▪ Through wall cracking, exceeding the depth of the joint 1 ▪ Cracking ≥ 0.003” wide AND 12” long 1 ▪ Insufficient reinforcement cover 1 ▪ Open texture and/or honeycombing 1 ▪ Improper marking, structurally adequate ½ ▪ Improper marking, structurally deficient 1 ▪ Improperly substituted, structurally adequate ½ ▪ Improperly substituted, structurally deficient 1 ▪ Improperly certified, minor ½ ▪ Improperly certified, major 1 ▪ Non-Bulletin 14/15 materials used in production 1 ▪ Quality Control records missing/incomplete 1

23

16. REJECTION 16.1. Pipe shall be subject to rejection on account of failure to conform to any of the

specification requirements. Individual sections of pipe may be rejected because of any of the following:

16.1.1. Fractures or cracks passing through the wall, except for a single end crack that does not exceed the depth of the joint.

16.1.2. Defects that indicate proportioning, mixing, and molding not in compliance with 10.1, or surface defects indicating honey-combed or open texture that would adversely affect the function of the pipe.

16.1.3. Damaged or cracked ends, where such damage would prevent making a satisfactory joint.

16.1.4. Any continuous crack having an unloaded surface width of 0.003 in. or more and extending for a length of 12 in. or more, regardless of position in the wall of the pipe. Any continuous crack having an unloaded surface width of 0.002 in. will be accepted. Verify the 0.003 in. crack limit with a feeler gauge conforming to the requirements of AASHTO T 280, except having a gauge thickness of 0.003 in.

17. MARKING 17.1. The following information shall be legibly marked on the inside barrel of each

section of pipe.

17.1.1. The pipe designation shall be indicated as follows:

PA d t/S Max – Min

Or

PA d t/SH Max – Min

Where:

d = designated pipe internal diameter, inches

t = installation type [A = state heavy duty, B = Standard duty]

S = standard installation

SH = shoring trench box installation

Max = Maximum fill height, feet

Min + Minimum fill height, feet

Example: 24” pipe with a 3” wall thickness on a state highway with 15’ of embankment fill where heavy duty pipe is required. This pipe could also be used for shoring condition and receive two markings as indicated below.

PA 24 A/ S 15 – 2 PA 24 A/SH 10 – 7

24

When dual markings are used, the lot must be tested for the greater proof load required for either the standard or shoring/trench box installation, as applicable.

17.1.2. The date of manufacture.

17.1.3. The name or trademark of the fabricator, and

17.1.4. Identification of plant.

17.1.5. American Concrete Pipe Association (ACPA) “Q-Cast” or National Precast Concrete Association (NPCA) stamp.

17.2. One end of each section of pipe with Elliptical or Quadrant reinforcement shall be clearly marked with the word “TOP”, during the process of manufacturing or immediately thereafter, on the inside and the outside of opposite walls along the minor axis of the Elliptical reinforcing or along the vertical axis for Quadrant reinforcing.

17.3. Markings shall be indented on the pipe section or painted thereon with waterproof paint.

25

Approximate Equivalent Round Size, in.

Rise, in. Span, in.

18 14.25 22.75 24 19.25 30.25 27 21.50 34.00 30 24.00 37.75 33 26.75 42.00 36 28.75 45.50 42 34.00 53.25 48 38.25 60.00 54 43.50 68.00 60 48.25 75.50 66 53.00 83.00 72 57.75 90.50 78 62.75 98.00 84 67.50 105.50 90 72.50 113.00 96 77.25 120.50 102 82.00 128.00 108 87.00 135.50 114 91.75 143.00 120 96.75 150.75

Figure 3: Cross-Sectional Shape of Elliptical Pipe

SPAN

RISE

26

APPENDIX A - DESIGN TABLES & PROOF LOAD TABLES NOTES:

1. Fabricate concrete pipe per this Publication, “ Pennsylvania Installation Direct Design Manufacturing Specification”

2. Test concrete pipes in accordance with this publication, Proof Test Load Include a 1.43 factor of safety for field cracking. Testing to Ultimate is not required.

3. The design values shown in this publication make the assumption that the excavation, backfill and construction methods in the RC standards and publication 408 are used.

4. Elliptical reinforcement is not permitted, except for quadrant reinforcement and for reinforcement of elliptical pipe.

5. Smooth welded wire fabric is used in the design of the steel areas for concrete pipe; the use of deformed wire fabric or deformed wire is also permitted.

6. Use design tables given in this publication to determine steel area; use PAIDD software for designs not covered by these tables.

7. Steel areas shown are in in2/ft.

INSTRUCTIONS:

• Use PAIDD computer program to perform pipe designs for fill height and concrete strengths not shown in the designs tables, or as indicated by double asterisks (**).

27

DEFINITIONS:

DIA = INSIDE DIAMETER OF THE CONCRETE PIPE IN INCHES.

TYPE A STANDARD INSTALLATION

= HEAVY DUTY CONCRETE PIPE EMBANKMENT INSTALLATION

DESIGN. (APPROX. 100 YEARS LIFE)

TYPE A SHORING/TRENCH BOX INSTALLATION

= HEAVY DUTY CONCRETE PIPE TRENCH BOX OR SHORING

INSTALLATION DESIGN. (APPROX. 100 YEARS LIFE)

TYPE B STANDARD INSTALLATION

= STANDARD DUTY CONCRETE PIPE EMBANKMENT INSTALLATION

DESIGN. (APPROX. 50 YEARS LIFE)

TYPE B SHORING/ TRENCH BOX INSTALLATION

= STANDARD DUTY CONCRETE PIPE TRENCH BOX OR SHORING

INSTALLATION DESIGN. (APPROX. 50 YEARS LIFE)

PROOF TEST LOAD = THREE EDGE BEARING TEST TO A LOAD EXTRAPOLATED FROM 0.007” DESIGN REQUIREMENT TO PRODUCE A 0.01” CRACK.

PROOF LOAD

= THE LOAD CARRIED BY A PIPE SUBJECTED TO A THREE EDGE BEARING TEST, EXPRESSED IN POUNDS PER LINEAR FOOT OF INSIDE DIAMETER. THE PROOF LOAD REFLECTS THE FIELD SERVICE LOAD CONDITION FOR BOTH LIVE AND DEAD LOADS

H = DESIGN FILL HEIGHT.

fy = SPECIFIED YIELD STRENGTH OF REINFORCEMENT.

f’c = SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE.

28

ITEM STANDARD INSTALLATION TRENCH BOX/SHORING

INSTALLATION TYPE A TYPE B TYPE A TYPE B

INSTALLATION TYPE PA I DD PA I DD PA I DD PA I DD

HAUNCH COMPACTION 95% MIN. 95% MIN. 60% MIN. 60% MIN.

SOIL WEIGHT 140 lbs./ft3 140 lbs./ft3 140 lbs./ft3 140 lbs./ft3

LIVE LOAD HS 25 HS 25 HS 25 HS 25

Fy 65,000 psi 65,000 psi 65,000 psi 65,000 psi

f ’c MIN. 4,000 psi MIN. 4,000 psi MIN. 4,000 psi MIN. 4,000 psi

CONCRETE COVER 1” OVER STEEL 1” OVER STEEL 1” OVER STEEL 1” OVER STEEL

LOAD FACTORS: TYPE A TYPE B TYPE A TYPE B DEAD LOAD & EARTH LOAD FACTOR (SHEAR & MOMENT)

1.30 1.30 1.30 1.30

DEAD LOAD FACTOR (THRUST): REINFORCEMENT DESIGN CONCRETE COMPRESSION

1.00 1.30

1.00 1.30

1.00 1.30

1.00 1.30

LIVE LOAD FACTOR (SHEAR & MOMENT)

2.17 2.17 2.17 2.17

LIVE LOAD FACTOR (THRUST) 1.00 1.00 1.00 1.00 INTERNAL PRESSURE LOAD

FACTORS (THRUST) 1.50 1.50 1.50 1.50

IMPACT (TO MAX. 8’ HEIGHT) 40[1.0-0.125H]>10% 40[1.0-0.125H]>10% 40[1.0-0.125H]>10% 40[1.0-0.125H]>10%

STRENGTH REDUCTION ( φ FACTORS): TYPE A TYPE B TYPE A TYPE B

FLEXURE 0.90 0.95 0.90 0.95

RADIAL TENSION 0.85 0.90 0.85 0.90

DIAGONAL TENSION 0.85 0.90 0.85 0.90

CRACK CONTROL FACTOR 0.7 0.7 0.7 0.7

ORIENTATION ANGLE ± 10O ± 10O ± 10O ± 10O

MATERIAL & PROCESS FACTOR: TYPE A TYPE B TYPE A TYPE B

RADIAL TENSION 1.0 1.0 1.0 1.0 DIAGONAL TENSION

1.0 1.0 1.0 1.0 EMBANKMENT ARCHING FACTORS:

VAF (VERTICAL) HAF (HORIZONTAL)

1.35 0.45

1.35 0.45

SEE TABLE ‘C’ BD-636

SEE TABLE ‘C’ BD-636

29

TYPE A STANDARD INSTALLATION – STEEL AREAS (in.2/ ft.)

FILL HEIGHT (ft.)

Dia. Wall Thick

f’c (psi) H

<1.5

’

1.5’

<H<2

’

2’<H

<3’

3’<H

<7’

7’<H

<10’

15’

20’

25’

30’

40’

50’

H>5

0’

12” 2” 4000 0.09 0.08 0.14 ∗∗ ∗∗ 5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.18 ∗∗

12” 2 3/4” 4000 0.08 0.08 0.09 0.11 ∗∗ 15” 2 1/4 ” 4000 0.12 0.08 0.10 0.12 022 ∗∗ ∗∗ 15” 3” 4000 0.08 0.08 0.08 0.09 012 0.19 ∗∗ 18” 2 1/2 ” 4000 0.14 0.09 0.08 0.11 0.13 0.16 ∗∗ ∗∗ ∗∗

∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.23 ∗∗ ∗∗ 18” 3 1/4 ” 4000 0.14 0.08 0.07 0.08 0.10 0.12 0.18 ∗∗ ∗∗ 21” 2 3/4 ” 4000 0.22 0.12 0.08 0.10 0.13 0.17 0.22 ∗∗ ∗∗ ∗∗

3 1/2 ” 5000 0.22 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗ 6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.26 ∗∗ ∗∗

21” 3 1/2 ” 4000 ∗∗ 0.10 0.07 0.08 0.10 0.13 0.16 0.27 ∗∗ ∗∗ 24” 3” 4000 ∗∗ 0.15 0.10 0.12 0.16 0.20 0.28 ∗∗ ∗∗ ∗∗ 24” 3 3/4 ” 4000 ∗∗ 0.13 0.08 0.10 0.13 0.16 0.19 0.34 ∗∗ ∗∗

3 3/4 ” 5000 0.22 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗ 27” 3 1/4 ” 4000 ∗∗ 0.17 0.12 0.10 0.10 0.14 0.19 0.24 ∗∗ ∗∗ ∗∗ ∗∗

5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.28 ∗∗ ∗∗ ∗∗ 6000 0.27 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗

27” 4” 4000 ∗∗ 0.15 0.10 0.09 0.09 0.12 0.15 0.19 0.23 ∗∗ ∗∗ ∗∗ 6000 0.27 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗

30” 3 1/2 ” 4000 ∗∗ 0.20 0.14 0.12 0.12 0.17 0.22 0.29 ∗∗ ∗∗ ∗∗ ∗∗ 30” 4 1/4 ” 4000 ∗∗ 0.17 0.12 0.10 0.10 0.14 0.18 0.23 0.29 ∗∗ ∗∗ ∗∗ 33” 3 3/4 ” 4000 ∗∗ 0.22 0.17 0.17 0.17 0.22 0.25 ∗∗ ∗∗ ∗∗ ∗∗ ∗∗

5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.31 0.42 ∗∗ ∗∗ ∗∗ 33” 4 1/2 ” 4000 ∗∗ 0.19 0.15 0.12 0.12 0.16 0.21 0.26 0.35 ∗∗ ∗∗ ∗∗

36”

4”

4000 ∗∗ 0.24 0.19 0.14 0.16 0.22 0.29 ∗∗ ∗∗ ∗∗ ∗∗ ∗∗ 5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.35 ∗∗ ∗∗ ∗∗ ∗∗ 6000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ 0.45 ∗∗ ∗∗ ∗∗

36”

4 3/4 ”

4000 ∗∗ 0.20 0.17 0.13 0.14 0.19 0.24 0.30 ∗∗ ∗∗ ∗∗ ∗∗ 5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.35 ∗∗ ∗∗ ∗∗

NOTES: 1) ∗ INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENGTH. 2) ∗∗ INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE. 3) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND FOR

REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS FOR THE

INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 6) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD-636M. 7) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE

LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREAS OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

DESIGN TABLES AND PROOF TEST LOAD TABLE FOR CIRCULAR PIPES

30

- TYPE A SHORING/TRENCH BOX INSTALLATION

TYPE A STANDARD INSTALLATION – STEEL AREAS ( in.2/ ft.)

FILL HEIGHT (ft.)

Dia. Wall Thick

f’c (psi) H

<1.5

’

1.5’

<H<2

’

2’<H

<3’

3’<H

<7’

7’<H

<10’

15’

20’

25’

30’

40’

H >

40’

36” 4” 4000 0.19 0.18 0.14 0.11 0.12 0.16 0.21 0.28 0.39 ∗∗ ∗∗ 0.13 0.12 0.09 0.07 0.07 0.08 0.11 0.14 0.17 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.52 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.22 ∗∗

36” 4 3/4 ” 4000 0.16 0.15 0.12 0.10 0.10 0.13 0.17 0.21 0.25 0.50 ∗∗ 0.10 0.09 0.07 0.07 0.07 0.07 0.08 0.10 0.12 0.17 ∗∗

42” 4 1/2” 4000 0.20 0.19 0.17 0.17 0.17 0.20 0.25 0.36 0.49 ∗∗ ∗∗ 0.13 0.12 0.10 0.07 0.07 0.10 0.13 0.17 0.21 ∗∗ ∗∗

42” 5 1/4 ” 4000 0.16 0.16 0.14 0.14 0.14 0.16 0.21 0.25 0.37 ∗∗ ∗∗ 0.10 0.10 0.08 0.07 0.07 0.08 0.10 0.12 0.15 ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.53 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.20 ∗∗

48” 5” 4000 0.18 0.20 0.19 0.23 0.31 0.45 0.62 ∗∗ ∗∗ 0.11 0.13 0.12 0.12 0.16 0.20 0.24 ∗∗ ∗∗

48” 5 3/4” 4000 0.18 0.17 0.16 0.20 0.25 0.32 0.52 ∗∗ ∗∗ 0.11 0.10 0.10 0.07 0.12 0.15 0.18 ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.71 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.24 ∗∗

54” 5 1/2 ” 4000 0.21 0.21 0.20 0.26 0.38 0.55 ∗∗ ∗∗ ∗∗ 0.14 0.13 0.12 0.14 0.18 0.23 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.64 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.26 ∗∗ ∗∗

54” 6 1/4 ” 4000 0.19 0.18 0.18 0.23 0.29 0.45 0.68 ∗∗ ∗∗ 0.12 0.11 0.10 0.11 0.14 0.18 0.22 ∗∗ ∗∗




LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

DESIGN TABLE FOR CIRCULAR PIPES - TYPE A STANDARD INSTALLATION

31

TYPE A STANDARD INSTALLATION – STEEL AREAS ( in.2 / ft.)

Fill Height (ft.)

Dia. Wall Thick

f’c (psi) H

<1.5

’

1.5’

<H

<2’

2’<H

<3’

3’<H

<7’

7’<H

<10’

15’

20’

25’

30’

H >

30’

60” 6” 4000 0.22 0.22 0.22 0.22 0.22 0.30 0.45 0.69 ∗∗ ∗∗ 0.14 0.13 0.13 0.12 0.12 0.16 0.21 0.26 ∗∗ ∗∗

60” 6 3/4 ” 4000 0.20 0.20 0.19 0.19 0.20 0.26 0.33 0.59 ∗∗ ∗∗ 0.12 0.11 0.11 0.10 0.10 0.13 0.17 0.21 ∗∗ ∗∗

66” 6 1/2 ” 4000 0.24 0.23 0.25 0.35 0.53 ∗∗ ∗∗ ∗∗ 0.14 0.14 0.14 0.18 0.23 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.66 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.28 ∗∗ ∗∗

66” 7 1/4 ” 4000 0.21 0.21 0.23 0.30 0.43 0.71 ∗∗ ∗∗ 0.12 0.12 0.11 0.15 0.19 0.24 ∗∗ ∗∗

72” 7” 4000 0.25 0.25 0.24 0.26 0.29 0.40 0.65 ∗∗ ∗∗ ∗∗ 0.15 0.15 0.14 0.14 0.15 0.20 0.26 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.76 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.31 ∗∗ ∗∗

72” 7 3/4 ” 4000 0.23 0.23 0.22 0.24 0.26 0.34 0.53 0.86 ∗∗ ∗∗ 0.13 0.13 0.12 0.12 0.13 0.17 0.22 0.27 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.72 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.30 ∗∗

78” 7 1/2” 4000 0.26 0.26 0.26 0.29 0.32 0.47 0.78 ∗∗ ∗∗ ∗∗ 0.15 0.15 0.15 0.15 0.17 0.22 0.28 ∗∗ ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.80 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.33 ∗∗ ∗∗

78” 8 1/4” 4000 0.24 0.24 0.24 0.27 0.29 0.38 0.66 ∗∗ ∗∗ ∗∗ 0.14 0.13 0.13 0.13 0.14 0.19 0.24 ∗∗ ∗∗ ∗∗

5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.76 ∗∗ ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.29 ∗∗ ∗∗

6000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.86 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.34 ∗∗





DESIGN TABLES TABLE FOR CIRCULAR PIPES

32

- TYPE A STANDARD INSTALLATION

TYPE A STANDARD INSTALLATION – STEEL AREAS (in.2 / ft.) Fill Height (ft.)

Dia. Wall Thick

f’c (psi) H

<1.5

’

1.5’

<H

<2’

2’<H

<3’

3’<H

<7’

7’<H

<10’

15’

20’

25’

H>

25’

84” 8” 4000 0.28 0.28 0.29 0.32 0.35 0.54 0.91 ∗∗ ∗∗ 0.16 0.16 0.16 0.16 0.18 0.24 0.31 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.90 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.36 ∗∗

84” 8 3/4 ” 4000 0.26 0.26 0.27 0.30 0.33 0.43 0.79 ∗∗ ∗∗ 0.14 0.14 0.14 0.15 0.16 0.21 0.27 ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.90 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.32 ∗∗

90” 8 1/2 ” 4000 0.30 0.30 0.32 0.36 0.39 0.64 ∗∗ ∗∗ ∗∗ 0.17 0.17 0.17 0.19 0.20 0.27 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ 0.80 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.33 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 1.00 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.39 ∗∗

90” 9 1/4 ” 4000 0.28 0.28 0.30 0.33 0.36 0.52 0.94 ∗∗ ∗∗ 0.15 0.15 0.15 0.17 0.18 0.23 0.30 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.82 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.34 ∗∗

96” 9” 4000 0.32 0.32 0.35 0.39 0.43 0.74 ∗∗ ∗∗ ∗∗ 0.18 0.17 0.18 0.20 0.22 0.29 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ 0.91 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.36 ∗∗ ∗∗

96” 9 3/4 ” 4000 0.30 0.30 0.33 0.37 0.40 0.62 ∗∗ ∗∗ ∗∗ 0.16 0.16 0.17 0.18 0.20 0.26 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ 0.79 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.32 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.95 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.37 ∗∗

102” 9 1/2 ” 4000 0.34 0.35 0.38 0.43 0.50 0.86 ∗∗ ∗∗ ∗∗ 0.18 0.18 0.20 0.22 0.24 0.31 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ 1.04 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.38 ∗∗ ∗∗

102” 101/4 ” 4000 0.32 0.33 0.36 0.40 0.44 0.75 ∗∗ ∗∗ ∗∗ 0.17 0.17 0.18 0.20 0.22 0.28 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ 0.92 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.34 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ 0.75 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.34 ∗∗ ∗∗




LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREAS OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME.

33

DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

DESIGN TABLE FOR CIRCULAR PIPES TYPE A STANDARD INSTALLATION

TYPE A STANDARD INSTALLATION – STEEL AREAS ( in.2 / ft.)

Fill Height (ft.)

Dia. Wall Thick

f’c (psi) H

<1.5

’

1.5’

<H

<2’

2’<H

<3’

3’<H

<7’

7’<H

<10’

15’

20’

H >

20’

108” 10” 4000 0.36 0.37 0.41 0.46 0.57 1.00 ∗∗ ∗∗ 0.20 0.19 0.21 0.24 0.26 0.34 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ 1.01 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.41 ∗∗

108” 10 3/4” 4000 0.35 0.35 0.39 0.44 0.48 0.89 ∗∗ ∗∗ 0.18 0.18 0.20 0.22 0.24 0.31 ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ 1.06 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.37 ∗∗

114” 10 1/2” 4000 0.39 0.40 0.44 0.52 0.64 ∗∗ ∗∗ ∗∗ 0.20 0.21 0.23 0.26 0.28 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ 0.86 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ 0.36 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ 1.10 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.44 ∗∗

114” 11 1/4” 4000 0.37 0.38 0.42 0.48 0.53 1.03 ∗∗ ∗∗ 0.19 0.19 0.21 0.24 0.26 0.33 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ 0.94 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.39 ∗∗

120” 11” 4000 0.41 0.43 0.47 0.59 0.71 ∗∗ ∗∗ ∗∗ 0.21 0.22 0.24 0.28 0.30 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ 0.97 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ 0.38 ∗∗ ∗∗

120” 11 3/4” 4000 0.40 0.40 0.45 0.52 0.61 1.18 ∗∗ ∗∗ 0.20 0.20 0.23 0.26 0.28 0.36 ∗∗ ∗∗





DESIGN TABLE FOR CIRCULAR PIPES

34



FILL HEIGHT (FT.) – PROOF TEST LOAD (lb./LF/FT. OF DIAMETER)

DIA (in.)

1.0’

≤ H

< 1

.5’

1.5’

≤ H

< 2

’

2’ ≤

H <

3’

3’≤

H <

7’

7’ ≤

H <

10’

10’ ≤

H<

15’

15’ ≤

H <

20’

20’ ≤

H <

25’

25’ ≤

H <

30’

30’ ≤

H <

40’

40’ ≤

H <

50’

50’ ≤

H <

60’

60’ ≤

H <

70’

70’ ≤

H <

80’

80’ ≤

H <

90’

90’ ≤

H <

100

’

12 1720 1237 972 752 911 1277 1667 2066 2470 3282 4097 4913 5730 6548 7366 8183

15 1547 1132 901 713 887 1244 1625 2015 2408 3200 3994 4790 5587 6384 7181 7979

18 1412 1049 845 698 871 1222 1597 1980 2367 3145 3926 4709 5492 6275 7059 7842

21 1303 980 798 686 858 1207 1577 1955 2337 3106 3877 4650 5423 6197 6971 7745

24 1215 928 766 703 886 1250 1635 2028 2425 3223 4023 4825 5628 6431 7234 8037

27 1386 1056 732 695 878 1240 1623 2013 2406 3199 3994 4790 5586 6383 7180 7978

30 1303 1003 701 688 872 1232 1613 2001 2392 3179 3970 4761 5553 6345 7137 7930

33 1230 955 674 683 866 1226 1604 1991 2380 3164 3950 4738 5526 6314 7102 7891

36 1094 915 654 691 881 1249 1636 2030 2428 3227 4030 4833 5637 6441 7246 8050

42 972 939 657 682 873 1240 1625 2017 2412 3206 4003 4802 5600 6399 7199 7998

48 793 871 618 675 867 1233 1617 2007 2400 3191 3984 4778 5573 6368 7163 7959

54 705 863 633 669 861 1228 1610 1999 2391 3178 3968 4760 5552 6344 7136 7928

NOTE: THESE PROOF LOADS INCLUDE A FACTOR OF SAFETY OF 1.43 FOR FIELD CRACK CONTROL. LEGEND: = FOR INFORMATION ONLY. PROOF LOAD TEST MUST BE PERFORMED TO THE MAXIMUM PROOF TEST LOAD FOR THE RANGE OF ITEM NUMBER. NOTES: 1) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND FOR

REINFORCEMENT OF ELLIPTICAL PIPE. 2) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN.

THE GREATER AREA IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 3) FOR PIPE SIZES GREATER THAN 48” DIAMETER, USE TYPE A STANDARD INSTALLATION DESIGN TABLES. 4) H = DESIGN FILL HEIGHT, FT. 5) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 6) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD-636M. 7) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE

LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME.

35

DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

PROOF TEST LOAD TABLE FOR CIRCULAR PIPES




DIA (in.)

1.0’

≤ H

< 1

.5’

1.5’

≤ H

< 2

’

2’ ≤

H <

3’

3’ ≤

H <

7’

7’ ≤

H <

10’

10’ ≤

H <

15’

15’ ≤

H <

20’

20’ ≤

H <

25’

25’ ≤

H <

30’

30’ ≤

H <

40’

40’ ≤

H <

50’

50’ ≤

H <

60’

60’ ≤

H <

70’

70’ ≤

H <

80’

80’ ≤

H <

90’

90’ ≤

H <

100

’

60 610 810 601 663 857 1222 1605 1992 2383 3168 3956 4745 5534 6324 7114 7904

66 555 814 657 658 850 1219 1600 1987 2377 3160 3946 4733 5520 6308 7096 7884

72 490 774 631 667 870 1245 1636 2032 2431 3232 4036 4841 5646 6452 7258 8064

78 435 736 606 663 867 1243 1632 2028 2426 3226 4029 4832 5636 6441 7245 8049

84 391 699 582 660 860 1240 1630 2025 2422 3221 4023 4825 5628 6431 7234 8037

90 355 633 590 656 861 1238 1627 2022 2419 3217 4017 4818 5620 6422 7224 8026

96 324 578 556 653 859 1236 1625 2019 2416 3213 4013 4813 5614 6415 7216 8017

102 339 606 516 650 857 1234 1623 2017 2413 3210 4008 4808 5608 6408 7208 8009

108 313 559 482 647 855 1232 1621 2015 2411 3207 4005 4803 5603 6402 7202 8001

114 291 518 475 645 853 1231 1619 2013 2409 3204 4001 4799 5598 6397 7196 7995

120 272 483 448 642 851 1229 1618 2011 2407 3292 3998 4796 5594 6392 7190 7989


REINFORCEMENT OF ELLIPTICAL PIPE. 2) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 3) FOR PIPE SIZES GREATER THAN 48” DIAMETER, USE TYPE A STANDARD INSTALLATION DESIGN TABLES. 4) H = DESIGN FILL HEIGHT, FT. 5) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 6) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD-636M. 7) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE

LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE

36

SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

PROOF TEST LOAD TABLE FOR CIRCULAR PIPES - TYPE A STANDARD INSTALLATION

37

TYPE B STANDARD INSTALLATION – STEEL AREAS ( in.2/ ft.)

FILL HEIGHT (ft.)

Dia. Wall Thick

f’c (psi) H

<1.5

’

1.5’

<H<2

’

2’<H

<3’

3’<H

<7’

7’<H

<10’

15’

20’

25’

30’

40’

50’

H>5

0’

12” 2” 4000 0.09 0.08 0.12 ∗∗ ∗∗ 5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.16 ∗∗

12” 2 3/4” 4000 0.08 0.08 0.08 ∗ ∗∗ 15” 2 1/4” 4000 0.11 0.08 0.09 0.11 0.19 ∗∗ ∗∗

6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.19 ∗∗ 15” 3” 4000 0.08 0.07 0.07 0.09 0.12 0.16 ∗∗ 18” 2 1/2” 4000 0.13 0.08 0.10 0.12 0.15 ∗∗ ∗∗ ∗∗

5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.21 ∗∗ ∗∗ 18” 3 1/4” 4000 0.12 0.07 0.08 0.10 0.11 0.16 ∗∗ ∗∗ 21” 2 3/4” 4000 0.17 0.11 0.07 0.09 0.12 0.16 0.19 ∗∗ ∗∗ ∗∗ 21” 3 1/2” 4000 0.16 0.07 0.07 0.08 0.10 0.12 0.15 0.23 ∗∗ ∗∗ 24” 3” 4000 0.22 0.14 0.10 0.11 0.15 0.19 0.24 ∗∗ ∗∗ ∗∗ 24” 3 3/4” 4000 0.22 0.12 0.08 0.09 0.12 0.15 0.18 0.30 ∗∗ ∗∗ 27” 3 1/4” 4000 ∗∗ 0.16 0.11 0.10 0.10 0.13 0.18 0.22 0.30 ∗∗ ∗∗ ∗∗

5000 0.26 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗ 27” 4” 4000 ∗∗ 0.14 0.10 0.08 0.08 0.11 0.14 0.18 0.22 ∗∗ ∗∗ ∗∗

5000 0.25 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗ 30” 3 1/2” 4000 ∗∗ 0.18 0.13 0.16 0.21 0.26 ∗∗ ∗∗ ∗∗ ∗∗

5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.31 ∗∗ ∗∗ ∗∗ 6000 0.29 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗

30” 4 1/4” 4000 ∗∗ 0.16 0.12 0.13 0.17 0.21 0.25 ∗∗ ∗∗ ∗∗ 6000 0.27 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗∗ ∗∗ ∗∗

33” 3 3/4” 4000 ∗∗ 0.21 0.16 0.18 0.24 0.31 ∗∗ ∗∗ ∗∗ ∗∗ 5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.39 ∗∗ ∗∗ ∗∗

33” 4 1/2” 4000 ∗∗ 0.18 0.14 0.15 0.20 0.24 0.30 ∗∗ ∗∗ ∗∗ 36” 4” 4000 ∗∗ 0.22 0.18 0.13 0.15 0.21 0.27 0.38 ∗∗ ∗∗ ∗∗ ∗∗

5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.47 ∗∗ ∗∗ 36” 4 3/4” 4000 ∗∗ 0.19 0.16 0.12 0.13 0.18 0.23 0.28 ∗∗ ∗∗ ∗∗ ∗∗

5000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.32 ∗∗ ∗∗ ∗∗ 6000 ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.46 ∗∗ ∗∗

36” 4” 4000 0.18 0.17 0.09 0.11 0.11 0.15 0.20 0.26 0.36 ∗∗ ∗∗ ∗∗ 0.12 0.11 0.07 0.07 0.07 0.08 0.10 0.13 0.16 ∗∗ ∗∗ ∗∗ 5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.53 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.21 ∗∗ ∗∗

36” 4 3/4” 4000 0.15 0.14 0.11 0.09 0.09 0.13 0.16 0.20 0.23 0.43 ∗∗ ∗∗ 0.09 0.09 0.07 0.07 0.07 0.07 0.07 0.09 0.11 0.15 ∗∗ ∗∗

42” 4 1/2” 4000 0.19 0.18 0.16 0.14 0.14 0.18 0.24 0.34 0.46 ∗∗ ∗∗ ∗∗ 0.12 0.12 0.09 0.08 0.08 0.10 0.13 0.16 0.19 ∗∗ ∗∗ ∗∗ 6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.62 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.25 ∗∗ ∗∗

42” 5 1/4 ” 4000 0.16 0.15 0.13 0.12 0.12 0.15 0.20 0.24 0.30 0.61 ∗∗ ∗∗ 0.10 0.09 0.08 0.07 0.07 0.07 0.09 0.12 0.14 0.20 ∗∗ ∗∗

48” 5” 4000 0.19 0.19 0.18 0.16 0.16 0.21 0.29 0.42 0.56 ∗∗ ∗∗ ∗∗ 0.12 0.12 0.11 0.09 0.09 0.11 0.15 0.19 0.23 ∗∗ ∗∗ ∗∗ 6000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.74 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.29 ∗∗ ∗∗

48” 5 3/4” 4000 0.17 0.16 0.15 0.14 0.14 0.18 0.23 0.28 0.44 ∗∗ ∗∗ ∗∗ 0.10 0.10 0.09 0.07 0.07 0.09 0.11 0.14 0.17 ∗∗ ∗∗ ∗∗ 5000 ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.62 ∗∗ ∗∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ ∗ 0.23 ∗∗ ∗∗

1) ∗ INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENGTH. 2) ∗∗ INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE. 3) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND FOR REINFORCEMENT OF ELLIPTICAL

PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS FOR THE INNER CAGE STEEL AND

LESSER AREA IS FOR OUTER CAGE STEEL. 5) FOR PIPE SIZES GREATER THAN 48” DIAMETER, USE TYPE A STANDARD INSTALLATION DESIGN TABLES 6) H = DESIGN FILL HEIGHT, FT. 7) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 8) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD-636M. 9) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE LAYER OF REINFORCEMENT FOR

EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREAS OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.


38

- TYPE B STANDARD INSTALLATION

39

TYPE B STANDARD INSTALLATION


DIA (in.)

1.0’

≤ H

< 1

.5’

1.5’

≤ H

< 2

’

2’ ≤

H <

3’

3’ ≤

H <

7’

7’ ≤

H <

10’

10’ ≤

H <

15’

15’ ≤

H <

20’

20’ ≤

H <

25’

25’ ≤

H <

30’

30’ ≤

H <

40’

40’ ≤

H <

50’

50’ ≤

H <

60’

60’ ≤

H <

70’

70’ ≤

H <

80’

80’ ≤

H <

90’

90’ ≤

H <

100

’

12 1634 1175 923 714 866 1213 1584 1963 2346 3118 3892 4668 5444 6220 6997 7774

15 1470 1075 856 677 843 1182 1544 1914 2287 3040 3795 4451 5308 6065 6822 7580

18 1342 996 802 663 827 1161 1517 1881 2248 2988 3730 4473 5217 5961 6706 7450

21 1238 931 758 652 816 1147 1498 1857 2220 2950 3683 4418 5152 5887 6622 7358

24 1154 881 728 668 841 1187 1553 1927 2303 3061 3822 4584 5347 6109 6872 7635

27 1317 1004 695 660 834 1178 1541 1912 2286 3039 3794 4550 5307 6064 6821 7579

30 1237 952 666 654 828 1171 1532 1901 2272 3020 3771 4523 5275 6028 6781 7534

33 1168 907 640 648 823 1164 1524 1891 2261 3006 3753 4501 5249 5998 6747 7496

36 1039 870 621 656 837 1186 1554 1929 2306 3066 3828 4591 5355 6119 6883 7648

42 924 892 624 648 829 1178 1543 1916 2291 3046 3803 4562 5320 6079 6839 7598

48 754 827 587 641 823 1171 1536 1906 2280 3031 3785 4539 5294 6050 6805 7561


REINFORCEMENT OF ELLIPTICAL PIPE. 9) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 10) FOR PIPE SIZES GREATER THAN 48” DIAMETER, USE TYPE B STANDARD INSTALLATION DESIGN TABLES. 11) H = DESIGN FILL HEIGHT, FT. 12) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 13) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD-636M. 14) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE

LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

PROOF TEST LOAD TABLE FOR CIRCULAR PIPES - TYPE B STANDARD INSTALLATION

40

TYPE B SHORING/TRENCH BOX INSTALLATION Fill Height/Steel Areas

Dia. Wall Thick. f’c (psi) H

<1.5

’

1.5’

≤H<2

’

2’≤H

<3’

3’≤H

<7’

7’≤H

<10’

15’

12” 2” 4000 0.08 12” 2 ¾” 4000 0.07 15” 2 ¼” 4000 0.08 15” 3” 4000 0.07 18” 2 ½” 4000 0.11 0.09 0.07 0.09 18” 3 ¼” 4000 0.09 0.07 0.07 0.07 21” 2 ¾” 4000 0.13 0.11 0.09 0.11 21” 3 ½” 4000 0.11 0.09 0.08 0.09 24” 3” 4000 0.16 0.13 0.11 0.13 24” 3 ¾” 4000 0.13 0.11 0.09 0.11 27” 3 ¼” 4000 0.19 0.15 0.13 0.16 27” 4” 4000 0.16 0.13 0.11 0.13 30” 3 ½” 4000 ** 0.29 0.22 0.17 0.15 0.18 30” 4 ¼” 4000 ** 0.25 0.18 0.15 0.13 0.16 33” 3 ¾” 4000 ** 0.33 0.25 0.20 0.17 0.21 33” 4 ½” 4000 ** 0.28 0.21 0.17 0.15 0.18

NOTES:

1. *INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENGTH. 2. **INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE. 3. ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT

AND REINFORCEMENT OF ELLIPTICAL PIPE. 4. FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER

AREA IS FOR INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5. FOR PIPE DIAMETERS GREATER THAN 48”, USE TYPE A SHORING / TRENCH BOX DESIGN

TABLES. 6. FOR FILL HEIGHTS GREATER THAN INDICATED, USE THE PAIDD PROGRAM. 7. H = DESIGN FILL HEIGHT, FT. 8. SUBSTITUTION OF PIPES UNDER FILLS OF 3’ – 0” OR LESS IS PERMITTED ONLY WITH

DESIGNER APPROVAL. 9. USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10. STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE

ACHIEVED USING ONE LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF THE REINFORCEMENT AND PROVIDING ONE LAVER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.


- TYPE B SHORING/TRENCH BOX INSTALLATION

NO

SH

OR

ING

IS R

EQU

IRED

NO

SH

OR

ING

IS R

EQU

IRED

41

TYPE B SHORING / TRENCH BOX INSTALLATION

Fill Height / Steel Areas

Dia. Wall Thick.

f’c (psi)

H<

1.5’

1.5’

≤H<2

’

2’≤H

<3’

3’≤H

<7’

7’≤H

<10’

15’

36” 4” 4000 ** 0.35 0.27 0.21 0.20 0.30 36” 4 ¾” 4000 ** 0.29 0.24 0.19 0.17 0.24 36” 4” 4000 ** 0.27 0.21 0.17 0.15 0.18

** 0.15 0.07 0.08 0.07 0.08 36” 4 ¾” 4000 ** 0.22 0.17 0.14 0.13 0.15

** 0.12 0.09 0.07 0.07 0.07 42” 4 ½” 4000 ** 0.28 0.24 0.22 0.22 0.33

** 0.15 0.13 0.11 0.10 0.13 42” 5 ¼” 4000 ** 0.23 0.21 0.18 0.19 0.23

** 0.12 0.10 0.09 0.08 0.10 48” 5” 4000 ** 0.29 0.28 0.25 0.26 0.41

** 0.16 0.14 0.13 0.12 0.15 48” 5 ¾” 4000 ** 0.24 0.24 0.22 0.22 0.28

** 0.13 0.12 0.12 0.10 0.12 NOTES:

1) * INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENGTH. 2) **INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE. 3) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT

AND REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE , TWO AREAS ARE SHOWN. THE GREATER

AREA IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) FOR PIPE DIAMETERS GREATER THAN 48”, USE TYPE A SHORING/TRENCH BOX DESIGN

TABLES. 6) FOR FILL HEIGHTS GREATER THAN INDICATED, USE THE PAIDD PROGRAM. 7) H = DESIGN FILL HEIGHT, FT. 8) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH

DESIGNER APPROVAL. 9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED

USING ONE LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

DESIGN TABLE FOR CIRCULAR PIPES - TYPE B SHORING/TRENCH BOX INSTALLATION

42

TYPE B SHORING / TRENCH BOX INSTALLATION

FILL HEIGHT / PROOF TEST LOAD ( LBS/LF/FT.OF DIAMETER) FILL DIA. 1.5’≤H<2’ 2’≤H<3’ 3’≤H<7’ 7’≤H<10’ 10’≤H<15’ 15’≤H<20’ 20’≤H<25’

12” 1674 1420 1137 1230 1727 2257 2798 15” 1540 1323 1078 1197 1683 2200 2728 18” 1434 1247 1033 1175 1654 2162 2681 21” 1347 1185 996 1159 1633 2135 2648 24” 1274 1132 964 1146 1617 2114 2622 27” 1211 1086 937 1136 1604 2098 2603 30” 1156 1046 913 1128 1594 2086 2587 33” 1107 1010 891 1121 1585 2075 2574 36” 1063 977 878 1115 1578 2066 2564 42” 1038 936 1068 1393 1999 2629 3268 48” 972 890 1058 1384 1989 2616 3251

NOTE: THESE PROOF LOADS INCLUDE A 1.43 SAFETY FACTOR FOR FIELD CRACK CONTROL.

NOTES: 1) * INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENGTH. 2) * INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE 3) * ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND

REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCEMENT PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA

IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) FOR PIPE DIAMETERS GREATER THAN 48”, USE TYPE A SHORING/TRENCH BOX DESIGN TABLES. 6) FOR FILL HEIGHTS GREATER THAN INDICATED, USE THE PAIDD PROGRAM. 7) H = DESIGN FILL HEIGHT, FT. 8) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER

APPROVAL. 9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT/STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE

LAYER OF THE REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE, WHEN SUBSTITUTING, SPACING OF REINFORCEMENT AND PROVIDING ONE LAYER OF REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

= FOR. INFORMATION ONLY PROOF LOAD TEST MUST BE PERFORMED TO THE MAXIMUM PROOF TEST LOAD FOR THE RANGE OF ITEM NUMBER.

PROOF TEST LOAD TABLE FOR CIRCULAR PIPES - TYPE B SHORING/TRENCH BOX INSTALLATION

43

TYPE A SHORING/TRENCH BOX Fill Height/Steel Area

Dia. Wall Thick.

f’c (psi) H≤1.5’ 1.5’≤H<2’ 2’≤H<3’ 3’≤H<7’ 7’≤H<10’ 15’

12” 2” 4000 0.08 12” 2 ¾” 4000 0.08 15” 2 ¼” 4000 0.09 0.08 15” 3” 4000 0.09 0.08 18” 2 ½” 4000 0.12 0.09 0.08 0.10 18” 3 ¼” 4000 0.11 0.08 0.07 0.09 21” 2 ¾” 4000 0.14 0.11 0.10 0.13 21” 3 ½” 4000 0.14 0.10 0.08 0.11 24” 3” 4000 0.18 0.14 0.12 0.14 24” 3 ¾” 4000 0.17 0.12 0.09 0.10 27” 3 ¼” 4000 0.20 0.16 0.14 0.16 27” 4” 4000 0.17 0.14 0.12 0.16 30” 3 ½” 4000 ** 0.33 0.24 0.19 0.16 0.20 30” 4 ¼” 4000 ** 0.26 0.20 0.16 0.20 0.20 33” 3 ¾” 4000 ** 0.36 0.27 0.21 0.18 0.23 33” 4 ½” 4000 ** 0.30 0.23 0.18 0.16 0.21 36” 4” 4000 ** 0.36 0.31 0.22 0.21 0.31 36” 4 ¾” 4000 ** 0.31 0.26 0.20 0.18 0.26 36” 4” 4000 ** 0.29 0.22 0.18 0.16 0.19

** 0.16 0.12 0.09 0.07 0.09 36” 4 ¾” 4000 ** 0.23 0.18 0.15 0.13 0.18

** 0.12 0.09 0.07 0.07 0.07 42” 4 ½” 4000 ** 0.30 0.26 0.23 0.23 0.35

** 0.16 0.13 0.12 0.12 0.14 42” 5 ¼” 4000 ** 0.24 0.22 0.20 0.20 0.25

** 0.13 0.11 0.10 0.10 0.11 NOTES:

1) * INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENTH. 2) ** INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE. 3) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND

REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN.

THE GREATER AREA IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL.

5) FOR PIPE DIAMETERS GREATER THAN 48”, USE TYPE A SHORING/TRENCH BOX DESIGN TABLES

6) FOR FILL HEIGHTS GREATER THAN INDICATED, USE THE PAIDD PROGRAM. 7) H = DESIGN FILL HEIGHT, FT. 8) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER

APPROVAL. 9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT/STEEL AREA TABLES ARE TO BE ACHIEVED USING

ONE LAYER OF THE REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE, WHEN SUBSTITUTING, SPACING OF REINFORCEMENT AND PROVIDING ONE LAYER OF REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.


NO

SH

OR

ING

IS R

EQU

IRED

NO

SH

OR

ING

IS R

EQU

IRED

44

- TYPE A SHORING/TRENCH BOX INSTALLATION

TYPE A SHORING/TRENCH BOX Fill Height/Steel Areas

Dia. Wall Thick.

f”c (psi) H<1.5’ 1.5’≤H<2’ 2’≤H<3’ 3’≤H<7’ 7’≤H<10’ 15’

48” 5” 4000 ** 0.30 0.30 0.26 0.27 0.44 ** 0.16 0.16 0.13 0.13 0.16

48” 5 ¾” 4000 ** 0.26 0.26 0.23 0.23 0.30 ** 0.14 0.14 0.11 0.11 0.14

54” 5 ½” 4000 ** 0.32 0.31 0.30 0.34 0.53 ** 0.17 0.16 0.15 0.15 0.18

54” 6 ¼” 4000 ** 0.27 0.27 0.26 0.27 0.38 ** 0.14 0.13 0.13 0.12 0.15

60” 6” 4000 ** 0.33 0.33 0.33 0.42 0.62 ** 0.18 0.17 0.17 0.17 0.20

60” 6 ¾” 4000 ** 0.29 0.29 0.30 0.31 0.48 ** 0.15 0.14 0.15 0.14 0.18

66” 6 ½” 4000 ** 0.35 0.35 0.38 0.50 0.74 ** 0.18 0.18 0.18 0.19 0.23

66” 7 ¼” 4000 ** 0.31 0.31 0.33 0.37 0.60 ** 0.16 0.15 0.16 0.16 0.20

72” 7” 4000 ** 0.37 0.39 0.43 0.58 ** ** 0.19 0.19 0.18 0.21 **

5000 ** * * * * 0.76 ** * * * * 0.26

72” 7 ¾” 4000 ** 0.34 0.35 0.36 0.45 0.75 ** 0.17 0.16 0.17 0.19 0.23

78” 7 ½” 4000 ** 0.39 0.39 0.51 0.67 ** ** 0.20 0.20 0.20 0.23 **

5000 ** * * * * 0.86 ** * * * * 0.28

78” 8 ¼” 4000 ** 0.36 0.39 0.39 0.53 0.91 ** 0.18 0.18 0.18 0.21 0.25

NOTES: 1) * INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENGTH. 2) ** INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE. 3) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND

REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE , TWO AREAS ARE SHOWN. THE GREATER AREA

IS FOR INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) FOR PIPE DIAMETERS GREATER THAN 48”, USE TYPE A SHORING/TRENCH BOX DESIGN TABLES. 6) FOR FILL HEIGHTS GREATER THAN INDICATED, USE THE PAIDD PROGRAM. 7) H = DESIGN FILL HEIGHT, FT. 8) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER

APPROVAL. 9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD-636. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREAS TABLES ARE TO BE ACHIEVED USING

ONE LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

45

DESIGN TABLE FOR CIRCULAR PIPES - TYPE A SHORING/TRENCH BOX INSTALLATION

46

TYPE A SHORING / TRENCH BOX Fill Height / Steel Areas Dia. Wall

Thick. f’c (psi) H<1.5’ 1.5’≤H<2’ 2’≤H<3’ 3’≤H<7’ 7’≤H<10’ 15’

84” 8” 4000 ** 0.42 0.42 0.59 0.78 ** ** 0.21 0.21 0.22 0.26 **

6000 ** * * * * 0.90 ** * * * * 0.31

84” 8 ¾” 4000 ** 0.39 0.39 0.47 0.64 ** ** 0.19 0.19 0.20 0.23 **

5000 ** * * * * 0.82 ** * * * * 0.28

90” 8 ½” 4000 ** 0.45 0.45 0.68 0.92 ** ** 0.22 0.22 0.25 0.28 **

6000 ** * * * * 1.01 ** * * * * 0.33

90” 9 ¼” 4000 ** 0.41 0.41 0.55 0.93 ** ** 0.20 0.20 0.23 0.28 ** 5000 ** * * * * 0.94

** * * * * 0.30 96” 9” 4000 ** 0.50 0.48 0.76 ** **

** 0.23 0.23 0.27 ** ** 5000 ** * * * 0.88 **

** * * * 0.30 ** 96” 9 ¾” 4000 ** 0.44 0.44 0.64 0.93 **

** 0.21 0.21 0.25 0.28 ** 6000 ** * * * * 0.95

** * * * * 0.33 102” 9 ½” 4000 ** 0.56 0.52 0.85 ** **

** 0.25 0.25 0.30 ** ** 5000 ** * * * 0.97 **

** * * * 0.33 ** 102” 10 ¼” 4000 ** 0.47 0.48 0.73 ** **

** 0.23 0.23 0.27 ** ** 5000 ** * * * 0.83 **

** * * * 0.30 ** NOTES

1) * INDICATES SAME STEEL AREA AS SHOWN FOR THE LESSER CONCRETE STRENGTH. 2) ** INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE. 3) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND

REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS

FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) FOR PIPE DIAMETERS GREATER THAN 48”, USE TYPE A SHORTING/TRENCH BOX DESIGN TABLES. 6) FOR FILL HEIGHTS GREATER THAN INDICATED, USE THE PAIDD PROGRAM. 7) H = DESIGN FILL HEIGHT, FT. 8) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER

APPROVAL. 9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD-636. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT/STEEL AREA TABLES ARE TO BE ACHIEVED USING

ONE LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR THE 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

DESIGN TABLE FOR CIRCULAR PIPES - TYPE A SHORING/TRENCH BOX INSTALLATION

47

48

TYPE A SHORING/TRENCH BOX Fill Height/Steel Areas

Dia. Wall Thick. f’c H<1.5 1.5≤H<2 2≤H<3 3≤H<7 7≤H≤10

108” 10” 4000 ** 0.62 0.58 *** ** ** 0.26 0.26 * **

6000 ** * * * 1.00 ** * * * 0.35

108” 10 ¾” 4000 ** 0.51 0.51 0.86 ** ** 0.24 0.24 0.30 **

5000 ** * * * 0.93 ** * * * 0.33

114” 10 ½” 4000 ** 0.68 0.65 *** ** ** 0.28 0.28 * 1.11

6000 ** * * * 1.11 ** * * * 0.38

114” 11 ¼” 4000 ** 0.58 0.55 0.73 ** ** 0.26 0.26 0.29 **

5000 ** * * * 1.06 ** * * * 0.35

120” 11” 4000 ** 0.75 ** *** ** ** 0.29 ** * **

5000 ** * 0.72 * ** ** * 0.30 * **

6000 ** * * * 1.22 ** * * * 0.40

120” 11 ¾” 4000 ** 0.64 0.62 0.82 ** ** 0.28 0.28 0.31 **

6000 ** * * * 1.07 ** * * * 0.38


REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE , TWO AREAS ARE SHOWN. THE GREATER AREA

IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) FOR PIPE DIAMETERS GREATER THAN INDICATED, USE TYPE A SHORING/TRENCH BOX DESIGN

TABLES. 6) FOR FILL HEIGHTS GREATER THAN INDICATED, USE THE PAIDD PROGRAM. 7) H = DESIGN FILL HEIGHT, FT. 8) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER

APPROVAL. 9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT/STEEL AREA TABLES ARE TO BE ACHIEVED USING

ONE LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SAME SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING FOR REINFORCEMENT IS TO REMAIN THE SAME DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

- FOR INFORMATION ONLY, PROOF LOAD TEST MUST BE PERFORMED TO THE MAXIMUM

PROOF TEST LOAD FOR THE RANGE OF ITEM NUMBER.

DESIGN TABLE FOR CIRCULAR PIPES -TYPE A SHORING/TRENCH BOX INSTALLATION

49

TYPE A

SHORING/TRENCH BOX INSTALLATION FILL HEIGHT/PROOF TEST LOAD (lbs/LF/FT. OF DIAMETER)

DIA. 1.5’≤H<2’ 2’≤H<3’ 3’≤H<7’ 7’≤H<10’ 10’≤H<15’ 15’≤H<20’ 20’≤H<25’ 12” 1762 1496 1196 1295 1818 2376 2945 15” 1621 1393 1135 1260 1772 2316 2872 18” 1509 1313 1087 1237 1741 2276 2822 21” 1418 1247 1048 1220 1719 2247 2787 24” 1341 1192 1015 1207 1702 2226 2761 27” 1274 1143 986 1196 1688 2209 2740 30” 1216 1101 961 1187 1678 2195 2723 33” 1165 1063 938 1180 1669 2184 2710 36” 1119 1029 924 1174 1661 2175 2698 42” 1092 985 1125 1467 2105 2767 3439 48” 1023 936 1114 1457 2093 2753 3422 54” 1015 895 1104 1449 2084 2742 3409 60” 961 858 1096 1442 2077 2733 3398 66” 965 858 1089 1436 2070 2726 3389 72” 922 829 1082 1431 2065 2719 3382 78” 882 802 1076 1426 2061 2714 3375 84” 847 779 1071 1422 2057 2709 3370 90” 786 786 1066 1418 2053 2705 3365 96” 752 752 1061 1415 2050 2702 3361 102” 753 712 1057 1412 2047 2699 3357 108” 705 678 1053 1409 2044 2696 3354 114” 671 671 1049 1406 2042 2693 3351 120” 643 643 1046 1404 2040 2691 3348

NOTE: THESE PROOF LOADS INCLUDE A 1.43 SAFETY FACTOR FOR FIELD CRACK CONTROL.

PROOF TEST LOAD TABLE FOR CIRCULAR PIPES - TYPE A SHORING/TRENCH BOX INSTALLATION

(SEE NOTES, PAGE 43)

50

TYPE A SHORING/TRENCH BOX VERTICAL ELLIPTICAL PIPE

Eguiva- lent

Round


Rise /Span

Wall Thick.

f’c (psi) H

<1.5

’

5’≤H

<2’

2’≤H

<3’

3’≤H

<7’

7’≤H

<10’

15’

20’

25’

36” 45x29” 4 ½” 4000 ** 0.23 0.19 0.14 0.12 0.15 0.19 0.23 ** 0.12 0.10 0.07 0.07 0.07 0.08 0.09

42” 53x34” 5” 4000 ** 0.28 0.23 0.17 0.15 0.18 0.23 0.28 ** 0.14 0.12 0.09 0.08 0.07 0.09 0.12

48” 60x38” 5 ½” 4000 ** 0.20 0.18 0.15 0.15 0.20 0.25 0.31 ** 0.10 0.09 0.08 0.08 0.08 0.11 0.13

54” 68x43” 6” 4000 ** 0.21 0.19 0.18 0.18 0.23 0.29 ** ** 0.11 0.10 0.09 0.09 0.10 0.12 ** 5000 ** * * * * * * 0.30 ** * * * * * * 0.13

60” 76x48” 6 ½” 4000 ** 0.22 0.22 0.20 0.21 0.27 0.33 ** ** 0.11 0.11 0.10 0.11 0.11 0.14 ** 5000 ** * * * * * * 0.34 * * * * * * 0.15

66” 83x53” 7” 4000 ** 0.24 0.23 0.22 0.23 0.31 0.38 ** ** 0.12 0.12 0.11 0.12 0.13 0.16 ** 5000 ** * * * * * * 0.39 ** * * * * * * 0.17

72” 91x58” 7 ½” 4000 ** 0.25 0.25 0.25 0.26 0.34 ** ** ** 0.13 0.13 0.13 0.13 0.15 ** ** 5000 ** * * * * * 0.37 0.44 ** * * * * * 0.16 0.19

78” 98x63” 8” 4000 ** 0.26 0.26 0.27 0.29 0.38 ** ** ** 0.13 0.13 0.14 0.15 0.16 ** ** 5000 ** * * * * * 0.41 0.48 ** * * * * * 0.18 0.21

84” 106x68” 8 ½” 4000 ** 0.28 0.28 0.29 0.33 0.42 ** ** ** 0.14 0.14 0.15 0.17 0.18 ** ** 5000 ** * * * * * 0.45 ** ** * * * * * 0.20 ** 6000 ** * * * * * * 0.53 ** * * * * * * 0.23

90” 113x72” 9” 4000 ** 0.29 0.29 0.30 0.35 0.45 ** ** ** 0.15 0.15 0.15 0.18 0.19 ** ** 5000 ** * * * * * 0.48 ** ** * * * * * 0.21 ** 6000 ** * * * * * * 0.56 ** * * * * * * 0.24

96” 121x77” 9 ½” 4000 ** 0.31 0.31 0.33 0.38 0.49 ** ** ** 0.16 0.16 0.17 0.19 0.21 ** ** 5000 ** * * * * * 0.52 ** ** * * * * * 0.23 ** 6000 ** * * * * * * 0.61 ** * * * * * * 0.26

102” 128x82” 9 ¾” 4000 ** 0.34 0.34 0.37 0.43 ** ** ** ** 0.17 0.17 0.19 0.22 ** ** ** 5000 ** * * * * 0.48 0.58 ** ** * * * * 0.21 0.25 ** 6000 ** * * * * * * 0.73 ** * * * * * * 0.30

108” 136x87” 10” 4000 ** 0.36 0.36 0.41 0.49 * ** ** ** 0.18 0.18 0.21 0.25 * ** ** 5000 ** * * * * 0.53 0.69 ** ** * * * * 0.24 0.28 ** 6000 ** * * * * * * 0.86 ** * * * * * * 0.33

114” 143x92” 10 ½” 4000 ** 0.39 0.39 0.44 0.55 ** ** ** ** 0.20 0.20 0.22 0.28 ** ** ** 5000 ** * * * * 0.57 ** ** ** * * * * 0.25 ** ** 6000 ** * * * * * 0.69 ** ** * * * * * 0.30 **

120” 151x97” 11” 4000 ** 0.41 0.41 0.48 0.66 * ** ** ** 0.21 0.21 0.24 0.33 * ** ** 5000 ** * * * * 0.61 ** ** ** * * * * 0.27 ** ** 6000 ** * * * * * 0.76 ** ** * * * * * 0.32 **

DESIGN TABLE FOR VERTICAL ELLIPTICAL PIPES - TYPE A SHORING / TRENCH BOX INSTALLATION (SEE NOTES, NEXT PAGE)

-

51

PROOF TEST

LOAD TABLE FOR VERTICAL ELLIPTICAL PIPE TYPE A SHORING TRENCH – BOX INSTALLATION ( lbs/LF/FT. of DIAMETER)

FILL HEIGHT / PROOF TEST LOADS Equivalent

Round Rise

/ Span 1.5≤H<2 2≤H<3 3≤H≤7 7<H≤10 10<H≤15 15<H≤20 20<H≤25 36 14x29” 1007 949 923 1181 1677 2198 2727 42 53x34” 931 889 909 1168 1662 2179 2705 48 60x38” 920 865 1113 1465 2110 2777 3453 54 68x43” 864 823 1101 1454 2098 2762 3435 60 76x48 816 788 1091 1446 2088 2751 3421 66 83x53” 812 757 1083 1438 2080 2741 3409 72 91x58” 775 731 1075 1432 2074 2733 3400 78 98x63” 778 731 1068 1426 2068 2726 3392 84 106x68” 748 709 1062 1422 2063 2720 3385 90 113x72” 725 694 1058 1418 2059 2716 3380 96 121x77” 701 676 1053 1414 2055 2712 3374

102 128x82” 678 660 1048 1410 2052 2708 3370 108 136x87” 666 666 1043 1407 2048 2704 3365 114 143x92” 652 652 1039 1404 2045 2701 3361 120 151x97” 626 626 1036 1401 2043 2698 3358


ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE. TWO AREAS ARE SHOWN. THE GRATER AREA IS FOR

INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) *** INDICATES A SHEAR CONTROL HAS BEEN REACHED. USE PAIDD SOFTWARE FOR SPECIAL DESIGN. 6) H = DESIGN FILL HEIGHT, FT. 7) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 8) FOR DESIGN OF A TYPE A STANDARD ELLIPTICAL PIPE FOLLOW THESE STEPS:

a) SELECT THE LARGER DIMENSION OF SPAN OR RISE FROM ELLIPTICAL PIPE SIZES SHOWN IN THE TYPE A SHORING/TRENCH BOX TABLE FOR ELLIPTICAL PIPES.

I.E. RISE DIMENSION FOR VERTICAL ELLIPTICAL SPAN DIMENSION FOR HORIZONTAL ELLIPTICAL. b) GO TO TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. c) USE THE RISE DIMENSION FOR VERTICAL ELLIPTICAL DESIGNS OR THE SPAN DIMENSION FOR

THE HORIZONTAL ELLIPTICAL DESIGNS AS THE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE. ( IF THE SELECTED DIAMETER IS NOT AVAILABLE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE, USE THE NEXT LARGER AVAILABLE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE TO DETERMINE THE STEEL AREAS.)

d) FOR THE SELECTED DIAMETER, WALL THICKNESS, DESIGN FILL HEIGHT AND CONCRETE STRENGTH, DETERMINE THE AREA OF STEEL REQUIRED FOR THE INNER CAGE OF THE PIPE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. USE THIS AREA FOR EACH, INNER AND OUTER, CAGE FOR THE ELLIPTICAL PIPE DESIGN

9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE HEIGHT/STEEL AREA TO BE ACHIEVED USING ONE LAYER OF

REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS EQUAL TO THE AREA OF REMAIN THE SAME. DEIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

PROOF TEST LOAD TABLE FOR VERTICAL PIPES - TYPE A SHORING / TRENCH BOX INSTALLATION

52

TYPE A SHORING/TRENCH BOX HORIZONTAL ELLIPTICAL PIPE

Equivalent Round Rise/Span Wall

Thick. f’c

(psi) Fill Height/Steel Areas

H<1.5’ 1.5’≤H<2’ 2’≤H<3’ 3’≤H<7’ 7’≤H<10’ 18” 14x23” 2 ¾” 4000 ** 0.25 0.19 0.14 0.13 24” 19x30” 3 ¼” 4000 ** 0.37 0.27 0.20 0.18 27” 22x34” 3 ½” 4000 ** 0.39 0.33 0.25 0.22 30” 24x38” 3 ¾” 4000 ** 0.39 0.29 0.24 0.28

** 0.39 0.29 0.24 0.28 33” 27x42” 3 ¾” 4000 ** 0.48 0.35 0.29 0.40

** 0.48 0.35 0.29 0.40 36” 29x45” 4 ½” 4000 ** 0.33 0.32 0.27 0.32

** 0.33 0.32 0.27 0.32 42” 34x53” 5” 4000 ** 0.35 0.35 0.33 0.45

** 0.35 0.35 0.33 0.45 48” 38x60” 5 ½” 4000 ** 0.37 0.39 0.42 0.56

** 0.37 0.39 0.42 0.56 54” 43x68” 6” 4000 ** 0.43 0.45 0.54 0.71

** 0.43 0.45 0.54 0.71 60” 48x76” 6 ½” 4000 ** 0.50 0.54 0.66 **

** 0.50 0.54 0.66 ** 5000 ** * * * 0.81 ** * * * 0.81

66” 53x83” 7” 4000 ** 0.57 0.60 0.77 ** ** 0.57 0.60 0.77 ** 5000 ** * * * 0.94 ** * * * 0.94

72” 58x91” 7 ½” 4000 ** 0.66 0.70 0.92 ** ** 0.66 0.70 0.92 ** 6000 ** * * * 1.03 ** * * * 1.03

78” 63x98” 8” 4000 ** 0.73 0.78 ** ** ** 0.73 0.78 ** ** 5000 ** * * 0.98 ** ** * * 0.98 ** 6000 ** * * * 1.16 ** * * * 1.16

84” 68x106” 8 ½” 4000 ** 0.84 0.89 ** ** ** 0.84 0.89 ** ** 6000 ** * * 1.07 ** ** * * 1.07 **

90” 72x113” 9” 4000 ** 0.92 0.99 ** ** ** 0.92 0.99 ** **

96” 77x121” 9 ½” 4000 ** 1.06 ** ** ** ** 1.06 ** ** ** 5000 ** * 1.04 ** ** ** * 1.04 ** ** 7000 ** * * 1.31 ** ** * * 1.31 **

102” 82x128” 9 ¾” 5000 ** 1.13 1.21 ** *** ** 1.13 1.21 ** *** 6000 ** * * 1.52 *** ** * * 1.52 ***

108” 87x136” 10” 5000 ** 1.32 ** ** *** ** 1.32 ** ** *** 6000 ** * 1.33 ** *** ** * 1.33 ** ***

114” 92x143” 10 ½” 5000 ** 1.43 ** ** *** ** 1.43 ** ** *** 6000 ** * 1.44 ** *** ** * 1.44 ** ***

120” 97x151” 11” 4000 ** ** ** ** *** ** ** ** ** ***

DESIGN TABLE FOR HORIZONTAL ELLIPTICAL PIPES

-TYPE A SHORING/TRENCH BOX INSTALLATION (SEE NOTES, NEXT PAGE)

53

PROOF TEST LOAD TABLE FOR HORIZONTAL ELLIPTICAL PIPE

TYPE A SHORING TRENCH – BOX INSTALLATION ( lbs/LF/FT. of DIAMETER) FILL HEIGHT / PROOF TEST LOADS

Equivalent Round

Rise / Span

1.5’

≤H<2

”

2’≤H

<3’

3’≤H

<7’

7’ ≤H

<10’

10’ ≤

H<1

5’

15’ ≤

H<2

0’

20’ ≤

H<2

5’

18” 14x23” 1594 1364 1105 1216 1709 2233 2769 24” 19x30” 1447 1261 1046 1194 1680 2197 2724 27” 22x34” 1379 1213 1019 1185 1669 2182 2707 30” 24x38” 1388 1185 1149 1482 2117 2781 3455 33” 27x42” 1331 1147 1141 1475 2108 2769 3440 36” 29x45” 1293 1120 1136 1470 2102 2762 3431 42” 34x53” 1269 1059 1124 1459 2089 2746 3412 48” 38x60” 1198 1013 1116 1452 2081 2735 3399 54” 43x68” 1194 1008 1107 1445 2073 2726 3388 60” 48x76” 1130 966 1100 1439 2067 2718 3379 66” 53x83” 1080 933 1094 1434 2062 2713 3372 72” 58x91” 970 939 1088 1429 2058 2708 3366 78” 63x98” 1000 881 1083 1426 2054 2704 3361 84” 68x106” 908 817 1078 1422 2051 2700 3357 90” 72x113” 841 802 1074 1419 2048 2697 3353 96” 77x121” 777 753 1069 1416 2045 2694 3350

102” 82x128” 730 717 1066 1413 2043 2691 3347 108” 87x136” 683 681 1062 1411 2041 2689 3344 114” 92x143” 654 654 1059 1409 2039 2687 3342 120” 97x151” 627 627 1055 1406 2037 2685 3340


REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS FOR

INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) *** INDICATES A SHEAR CONTROL HAS BEEN REACHED. USE PAIDD SOFTWARE FOR SPECIAL DESIGN. 6) H = DESIGN FILL HEIGHT, FT. 7) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 8) FOR DESIGN OF A TYPE A STANDARD ELLIPTICAL PIPE FOLLOW THESE STEPS:

(a) SELECT THE LARGER DIMENSION OF SPAN OR RISE FROM ELLIPTICAL PIPE SIZE SHOWN IN THE TYPE A SHORING/TRENCH BOX TABLE FOR ELLIPTICAL PIPES. (I.E. RISE DIMENSION FOR VERTICAL ELLIPTICAL SPAN DIMENSION FOR HORIZONTAL ELLIPTICAL)

(b) GO TO TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. (c) USE THE RISE DIMENSION FOR VERTICAL ELLIPTICAL DESIGNS OF THE SPAN DIMENSION FOR THE

HORIZONTAL ELLIPTICAL DESIGNS AS THE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE. ( IF THE SELECTED DIAMETER IS NOT AVAILABLE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE, USE THE NEXT LARGER AVAILABLE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE TO DETERMINE THE STEEL AREA. )

(d) FOR THE SELECTED DIAMETER, WALL THICKNESS, DESIGN FILL HEIGHT AND CONCRETE STRENGTH, DETERMINE THE AREA OF STEEL REQUIRED FOR THE INNER CAGE OF THE PIPE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. USE THIS AREA FOR EACH, INNER AND OUTER, CAGE FOR THE ELLIPTICAL PIPE DESIGN.

9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE

LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTION, SPACING OF THE REINFORCEMENT IS TO REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

PROOF TEST LOAD TABLE FOR HORIZONTAL ELLIPTICAL PIPES -TYPE A SHORING / TRENCH BOX INSTALLATION

54

TYPE B SHORING/TRENCH BOX VERTICAL ELLIPTICAL PIPE

Equivalent Round


Rise /Span

Wall Thick.

f’c (psi) H

<1.5

’

1.5’

≤H<2

’

2’≤H

<3’

3’≤H

<7’

7’≤H

<10’

15’

20’

25’

36” 45x29” 4 ½” 4000 ** 0.22 0.18 0.13 0.11 0.16 0.20 0.25 ** 0.13 0.11 0.08 0.07 - - -

42” 53x34” 5” 4000 ** 0.27 0.22 0.16 0.14 0.20 0.25 0.32 ** 0.16 0.13 0.10 0.07 - - -

48” 60x38” 5 ½” 4000 ** 0.19 0.17 0.14 0.14 0.20 0.26 0.39 ** 0.10 0.09 0.07 0.07 0.10 0.13 0.20

54” 68x43” 6” 4000 ** 0.20 0.20 0.17 0.17 0.23 0.30 0.52 ** 0.10 0.10 0.08 0.07 0.12 0.15 0.26

60” 76x48” 6 ½” 4000 ** 0.21 0.21 0.19 0.19 0.27 0.38 0.67 ** 0.11 0.10 0.09 0.08 0.14 0.16 0.34

66” 83x53” 7” 4000 ** 0.22 0.22 0.21 0.22 0.30 0.49 ** ** 0.11 0.11 0.10 0.10 0.15 0.25 ** 5000 ** * * * * * * 0.61 ** * * * * * * 0.31

72” 91x58” 7 ½” 4000 ** 0.23 0.23 0.23 0.25 0.34 0.61 ** ** 0.12 0.11 0.11 0.11 0.17 0.32 ** 6000 ** * * * * * * 0.74 ** * * * * * * 0.37

78” 98x63” 8” 4000 ** 0.25 0.25 0.26 0.28 0.40 0.75 ** ** 0.12 0.12 0.12 0.12 0.20 0.38 ** 6000 ** * * * * * * 0.71 ** * * * * * * 0.36

84” 106x68” 8 ½” 4000 ** 0.26 0.26 0.27 0.31 0.46 ** ** ** 0.13 0.13 0.13 0.14 0.23 ** ** 5000 ** * * * * * 0.63 ** ** * * * * * 0.32 ** 6000 ** * * * * * * 0.81 ** * * * * * * 0.42

90” 113x72” 9” 4000 ** 0.27 0.27 0.29 0.33 0.51 ** ** ** 0.13 0.13 0.13 0.15 0.26 ** ** 5000 ** * * * * * 0.71 * ** * * * * * 0.36 *

96” 121x77” 9 ½” 4000 ** 0.29 0.29 0.31 0.36 0.62 ** ** ** 0.14 0.14 0.14 0.16 0.31 ** ** 5000 ** * * * * * 0.83 * ** * * * * * 0.42 *

102” 128x82” 9 ¾” 4000 ** 0.31 0.32 0.35 0.40 0.79 ** ** ** 0.15 0.15 0.15 0.18 0.40 ** ** 6000 ** * * * * * 0.53 ** ** * * * * * 0.42 **

108” 136x87” 10” 4000 ** 0.34 0.34 0.38 0.46 ** ** ** ** 0.16 0.16 0.17 0.20 ** ** ** 5000 ** * * * * 0.72 * ** ** * * * * 0.36 * **

114” 143x92” 10 ½” 4000 ** 0.36 0.36 0.42 0.52 ** ** ** ** 0.17 0.17 0.19 0.22 ** ** ** 5000 ** * * * * 0.80 * ** ** * * * * 0.40 * **

120” 151x97” 11” 4000 ** 0.38 0.39 0.45 0.58 ** ** ** ** 0.18 0.18 0.20 0.23 ** ** ** 5000 ** * * * * 0.90 * ** ** * * * * 0.45 * **

DESIGN TABLE FOR VERTICAL ELLIPTICAL PIPES

- TYPE B SHORING/TRENCH BOX INSTALLATION (SEE NOTES, NEXT PAGE)

55

PROOF TEST LOAD TABLE FOR VERTICAL ELLIPTICAL PIPE

TYPE B SHORING TRENCH-BOX INSTALLATION (lbs/LF/FT. of DIAMETER) FILL HEIGHT/PROOF TEST LOADS

Equivalent Round

Rise /Span

1.5’

≤H<2

’

2’≤H

<3’

3’≤H

<7’

7’ ≤H ≤1

0’

10’ ≤

H<1

5’

15’ ≤

H<2

0’

20’ ≤

H<2

5’

36” 45x29” 957 901 877 1122 1594 2088 2591 42” 53x34” 884 845 863 1110 1579 2070 2569 48” 60x38” 874 822 1057 1391 2004 2638 3280 54” 68x43” 821 782 1046 1382 1993 2624 3263 60” 76x48” 775 748 1037 1373 1984 2613 3250 66” 83x53” 771 720 1029 1366 1976 2604 3239 72” 91x58” 736 694 1021 1360 1970 2596 3230 78” 98x63” 739 695 1015 1355 1964 2590 3222 84” 106x68” 710 674 1009 1350 1960 2584 3215 90” 113x72” 689 659 1005 1347 1956 2580 3211 96” 121x77” 666 642 1000 1343 1952 2576 3206

102” 128x82” 644 627 995 1340 1949 2572 3201 108” 136x87” 633 633 991 1336 1946 2569 3197 114” 143x92” 619 619 987 1333 1943 2566 3193 120” 151x97” 599 595 984 1331 1940 2563 3190


REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS SHOWN. THE GREATER AREA IS FOR INNER

CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) *** INDICATES A SHEAR CONTROL HAS BEEN REACHED. USE PAIDD SOFTWARE FOR SPECIAL DESIGN. 6) H = DESIGN FILL HEIGHT, FT. 7) SUBSTITUTION OF PIPES UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 8) FOR DESIGN OF A TYPE A STANDARD ELLIPTICAL PIPE FOLLOW THESE STEPS:

(a) SELECT THE LARGER DIMENSION OF SPAN OR RISE FROM ELLIPTICAL PIPE SIZES SHOWN IN THE TYPE A SHORING/TRENCH BOX TABLE FOR ELLIPTICAL PIPES.

(I.E. RISE DIMENSION FOR VERTICAL ELLIPTICAL SPAN DIMENSION FOR HORIZONTAL ELLIPTICAL) (b) GO TO TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. (c) USE THE RISE DIMENSION FOR VERTICAL ELLIPTICAL DESIGNS OR THE SPAN DIMENSION FOR THE

HORIZONTAL ELLIPTICAL DESIGNS AS THE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE. [ IF THE SELECTED DIAMETER IS NOT AVAILABLE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE, USE THE NEXT LARGER AVAILABLE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE TO DETERMINE THE STEEL AREA.]

(d) FOR THE SELECTED DIAMETER, WALL THICKNESS, DESIGN FILL HEIGHT AND CONCRETE STRENGTH, DETERMINE THE AREA OF STEEL REQUIRED FOR THE INNER CAGE OF THE PIPE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. USE THIS AREA FOR EACH, INNER AND OUTER, CAGE FOR THE ELLIPTICAL PIPE DESIGN.

9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT/STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE LAYER

OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

PROOF TEST LOAD TABLE FOR VERTICAL ELLIPTICAL PIPES

56


57

TYPE B SHORING/TRENCH BOX HORIZONTAL

Equivalent Round

Rise / Span

Wall Thick. f’c

Fill Height/Steel Areas

H<1

.5

1.5

≤H<2

2 ≤H<3

3 ≤H<7

7 ≤H≤1

0

18” 14x23 2 ¾” 4000 ** 0.22 0.18 0.13 0.12 24” 19x30 3 ¼” 4000 ** 0.32 0.25 0.19 0.17 27” 22x34 3 ½” 4000 ** 0.38 0.31 0.23 0.21 30” 24x38 3 ¾” 4000 ** 0.34 0.27 0.22 0.26

** 0.34 0.27 0.22 0.26 33” 27x42 3 ¾” 4000 ** 0.37 0.33 0.27 0.38

** 0.37 0.33 0.27 0.38 36” 29x45 4 ½” 4000 ** 0.30 0.30 0.25 0.30

** 0.30 0.30 0.25 0.30 42” 34x53 5” 4000 ** 0.33 0.33 0.32 0.43

** 0.33 0.33 0.32 0.43 48” 38x60 5 ½” 4000 ** 0.37 0.37 0.40 0.53

** 0.37 0.37 0.40 0.53 54” 43x68 6” 4000 ** 0.43 0.43 0.51 0.67

** 0.43 0.43 0.51 0.67 60” 48x76 6 ½” 4000 ** 0.51 0.51 0.63 0.82

** 0.51 0.51 0.63 0.82 66” 53x83 7” 4000 ** 0.57 0.57 0.73 0.89

** 0.57 0.57 0.73 0.89 72” 58x91 7 ½” 4000 ** 0.67 0.67 0.87 1.03

** 0.67 0.67 0.87 1.03 78” 63x98 8” 4000 ** 0.74 0.74 ** **

** 0.74 0.74 ** ** 5000 ** * * 0.93 ** ** * * 0.93 ** 6000 ** * * * 1.10 ** * * * 1.10

84” 68x106 8 ½” 4000 ** 0.85 0.85 ** ** ** 0.85 0.85 ** ** 5000 ** * * 1.08 ** ** * * 1.08 **

90” 72x113 9” 4000 ** 0.94 0.94 ** ** ** 0.94 0.94 ** ** 6000 ** * * 1.14 ** ** * * 1.14 **

96” 77x121 9 ½” 4000 ** 1.06 1.06 ** ** ** 1.06 1.06 ** ** 6000 ** * * 1.30 ** ** * * 1.30 **

102” 82x128 9 ¾” 5000 ** 1.14 1.14 ** ** ** 1.14 1.14 ** **

108” 87x136 10” 5000 ** 1.33 1.33 ** *** ** 1.33 1.33 ** ***

114” 92x143 10 ½” 5000 ** 1.44 1.44 ** *** ** 1.44 1.44 ** ***

120” 97x151 11” 4000 ** ** ** ** *** ** ** ** ** ***

DESIGN TABLE FOR HORIZONTAL ELLIPTICAL PIPES -TYPE B SHORING/TRENCH BOX INSTALLATION

58

PROOF TEST

LOAD TABLE FOR HORIZONTAL ELLIPTICAL PIPE TYPE B SHORING TRENCH-BOX INSTALLATION(lbs/LF/FT. of DIAMETER)

FILL HEIGHT / PROOF TEST LOADS

Equivalent Round

Rise /Span

1.5’

≤H<2

’

2’≤H

<3’

3’≤H

<7’

7’ ≤H

<10’

10’ ≤

H<1

5’

15’ ≤

H<2

0’

20’ ≤

H<2

5’

18” 14x23” 1515 1296 1050 1155 1624 2122 2631 24” 19x30” 1375 1198 994 1134 1596 2087 2588 27” 22x34” 1310 1152 968 1125 1586 2073 2571 30” 24x38” 1319 1126 1091 1408 2011 2642 3282 33” 27x42” 1265 1089 1084 1401 2003 2631 3268 36” 29x45” 1228 1064 1079 1396 1997 2624 3260 42” 34x53” 1205 1006 1068 1386 1985 2608 3241 48” 38x60” 1138 962 1060 1379 1977 2599 3229 54” 43x68” 1134 957 1052 1372 1969 2590 3218 60” 48x76” 1073 917 1045 1367 1963 2582 3210 66” 53x83” 1026 887 1039 1362 1959 2577 3204 72” 58x91” 921 892 1034 1358 1955 2572 3198 78” 63x98” 950 837 1029 1355 1951 2568 3193 84” 68x106” 863 776 1024 1351 1948 2565 3189 90” 72x113” 799 762 1020 1348 1946 2562 3186 96” 77x121” 738 715 1016 1345 1943 2559 3182

102” 82x128” 693 681 1012 1343 1941 2557 3180 108” 87x136” 649 647 1009 1340 1939 2554 3177 114” 92x143” 621 621 1006 1338 1937 2552 3175 120” 97x151” 595 595 1002 1336 1935 2550 3173


REINFORCEMENT OF ELLIPTICAL PIPE. 4) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS FOR

INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE STEEL. 5) *** INDICATES A SHEAR CONTROL HAS BEEN REACHED. USE PAIDD SOFTWARE FOR SPECIAL DESIGN. 6) H = DESIGN FILL HEIGHT, FT. 7) SUBSTITUTION OF PIPE UNDER FILLS OF 3’-0” OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL. 8) FOR DESIGN OF A TYPE A STANDARD ELLIPTICAL PIPE FOLLOW STEPS:

a) SELECT THE LARGER DIMENSION OF SPAN OR RISE FROM ELLIPTICAL PIPE SIZES SHOWN IN THE TYPE A SHORING/TRENCH BOX TABLE FOR ELLIPTICAL PIPES (I.E. RISE DIMENSION FOR VERTICAL ELLIPTICAL SPAN DIMENSION FOR HORIZONTAL ELLIPTICAL)

b) GO TO TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. c) USE THE RISE DIMENSION FOR VERTICAL ELLIPTICAL DESIGNS OR THE SPAN DIMENSION FOR THE

HORIZONTAL ELLIPTICAL DESIGNS AS THE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE. ( IF THE SELECTED DIAMETER IS NOT AVAILABLE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE, USE THE NEXT LARGER AVAILABLE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE TO DETERMINE THE STEEL AREA.)

d) FOR THE SELECTED DIAMETER, WALL THICKNESS, DESIGN FILL HEIGHT AND CONCRETE STRENGTH, DETERMINE THE AREAS OF STEEL REQUIRED FOR THE INNER CAGE OF THE PIPE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. USE THIS AREA FOR EACH, INNER AND OUTER, CAGE FOR THE ELLIPTICAL PIPE DESIGN.

9) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY PUB.280. 10) STEEL AREAS SPECIFIED IN THE FILL HEIGHT/STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE LAYER

OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING, SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT AND PROVIDING ONE LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

PROOF TEST LOAD TABLE FOR HORIZONTAL ELLIPTICAL PIPES

59


60

TYPE A STANDARD INSTALLATION HORIZONTAL

ELLIPTICAL PIPE H<1.5 ft.

Equivalent Round Rise/span Wall

Thick. f ‘ c (psi)

Steel Area (in.2)

Proof Test Lbs/ft/ft

18” 14x23” 2 3/4 ” 4000 ∗∗ 1240

5000 0.20 24” 19x30” 3 1/4

” 4000 ∗∗ 1303 27” 22x34” 3 1/2

” 4000 ∗∗ 1190 5000 ∗∗

6000 ∗∗ 30” 24x38” 3 3/4

” 4000 0.22 1132 0.22

33” 27x42” 3 3/4 ” 4000 0.25 972

0.25 36” 29x45” 4 1/2

” 4000 0.21 875 0.21

42” 34x53” 5” 4000 0.23 726 0.23 48” 38x60” 5 1/2

” 4000 0.24 601 0.24

54” 43x68” 6” 4000 0.26 531 0.26 60” 48x76” 6 1/2

” 4000 0.28 452 0.28

66” 53x83” 7” 4000 0.30 398 0.30 72” 58x91” 7 1/2

” 4000 0.33 349 0.33

78” 63x98” 8” 4000 0.36 358 0.36 84” 68x106” 8 1/2

” 4000 0.44 321 0.44

90” 72x113” 9” 4000 0.50 294 0.50 96” 77x121” 9 1/2

” 4000 0.60 269 0.60

102” 82x128” 9 3/4 ” 4000 0.71 250

0.71 108” 87x136” 10” 4000 0.86 232 0.86 114” 92x143” 10 1/2

” 4000 0.95 218 0.95

120” 97x151” 11” 4000 1.08 216 1.08

TYPE B STANDARD INSTALLATION HORIZONTAL

ELLIPTICAL PIPE H<1.5 ft. Equivalent

Round Rise/span Wall Thick.

f ‘ c (psi)

Steel Area (in.2)

Proof Test Lbs/ft/ft

18” 14x23” 2 3/4 ” 4000 0.20 1178

24” 19x30” 3 1/4

” 4000 ∗∗ 1237 5000 ∗∗

6000 0.29 27” 22x34” 3 1/2

” 4000 ∗∗ 1131 5000 ∗∗

6000 ∗∗ 30” 24x38” 3 3/4

” 4000 0.21 1076 0.21

33” 27x42” 3 3/4 ” 4000 0.23 924

0.23 36” 29x45” 4 1/2

” 4000 0.20 832 0.20

42” 34x53” 5” 4000 0.22 690 0.22 48” 38x60” 5 1/2

” 4000 0.23 571 0.23

54” 43x68” 6” 4000 0.25 504 0.25 60” 48x76” 6 1/2

” 4000 0.27 429 0.27

66” 53x83” 7” 4000 0.29 378 0.29 72” 58x91” 7 1/2

” 4000 0.32 332 0.32

78” 63x98” 8” 4000 0.34 340 0.34 84” 68x106” 8 1/2

” 4000 0.42 305 0.42

90” 72x113” 9” 4000 0.47 280 0.47 96” 77x121” 9 1/2

” 4000 0.56 255 0.56

102” 82x128” 93/4 ” 4000 0.71 238

0.71 108” 87x136” 10” 4000 0.82 220 0.82 114” 92x143” 10 1/2

” 4000 0.90 207 0.90

120” 97x151” 11” 4000 1.02 206 1.02

NOTES:

1) ∗∗ INDICATES A SPECIAL DESIGN IS REQUIRED. USE PAIDD SOFTWARE.

2) ELLIPTICAL REINFORCING IS NOT ALLOWED, EXCEPT FOR QUADRANT REINFORCEMENT AND REINFORCEMENT OF ELLIPTICAL PIPE.

3) FOR DOUBLE CIRCULAR STEEL REINFORCED PIPE, TWO AREAS ARE SHOWN. THE GREATER AREA IS FOR THE INNER CAGE STEEL AND LESSER AREA IS FOR OUTER CAGE.

4) H = DESIGN FILL HEIGHT, mm.

5) SUBSTITUTION OF PIPES UNDER FILLS OF 1000mm OR LESS IS PERMITTED ONLY WITH DESIGNER APPROVAL.

6) FOR DESIGN OF A TYPE A STANDARD ELLIPTICAL PIPE FOLLOW THESE STEPS:

a) SELECT THE LARGER DIMENSION OF SPAN OR RISE FROM ELLIPTICAL PIPE SIZES SHOWN IN THE TYPE A SHORING/TRENCH BOX TABLE FOR ELLIPTICAL PIPES.

(I.E. RISE DIMENSION FOR VERTICAL ELLIPTICAL SPAN DIMENSION FOR HORIZONTAL ELLIPTICAL)

b) GO TO TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES.

c) USE THE RISE DIMENSION FOR VERTICAL ELLIPTICAL DESIGNS OR THE SPAN DIMENSION FOR THE HORIZONTAL ELLIPTICAL DESIGNS AS THE DIAMETER IN THE TYPE A

STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE. [ IF THE SELECTED DIAMETER IS NOT AVAILABLE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR

PIPE, USE THE NEXT LARGER AVAILABLE DIAMETER IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPE TO DETERMINE THE STEEL AREA. ]

d) FOR THE SELECTED DIAMETER, WALL THICKNESS, DESIGN FILL HEIGHT AND CONCRETE STRENGTH, DETERMINE THE AREA OF STEEL REQUIRED FOR THE INNER CAGE OF

THE PIPE IN THE TYPE A STANDARD INSTALLATION TABLES FOR CIRCULAR PIPES. USE THIS AREA FOR EACH, INNER AND OUTER, CAGE FOR THE ELLIPTICAL PIPE DESIGN.

7) USE PAIDD SOFTWARE ONLY FOR PIPE DESIGNS NOT PROVIDED BY BD – 636M.

8) STEEL AREAS SPECIFIED IN THE FILL HEIGHT / STEEL AREA TABLES ARE TO BE ACHIEVED USING ONE LAYER OF REINFORCEMENT FOR EACH CAGE. TWO LAYERS MAY BE

SUBSTITUTED FOR ONE LAYER, PROVIDED THE SUM OF THE STEEL AREAS OF THE 2 LAYERS IS EQUAL TO THE AREA OF STEEL FOR THE SINGLE LAYER CAGE. WHEN SUBSTITUTING,

SPACING OF REINFORCEMENT IS TO REMAIN THE SAME. DESIGNING FOR 2 LAYERS OF REINFORCEMENT LAYER OF REINFORCEMENT OF EQUIVALENT AREA IS NOT PERMITTED.

DESIGN TABLES FOR HORIZONTAL ELLIPTICAL PIPE - STANDARD INSTALLATION – TYPE A/TYPE B

61

APPENDIX B – REPAIR PROCEDURES FOR REINFORCED CONCRETE PIPE

1. Spalls:

1.1. End Spalls

Occasional spalls or chips on the spigots, bell, tongue or groove which are no greater than ½ the depth of the joint in the longitudinal direction shall not be cause for rejection, provided the total length of spalls on the pipe end is not more than 10% of the total circumference.

These spalls must be repaired using a Bulletin 15 approved repair material.

1.2. Spalls, other than damaged pope ends

Repairs to the inner barrel will only be permitted within the acceptable limits at the male and female ends of the joint as described above and as follows:

1.2.1. Spalling to the inner barrel which does not reveal the reinforcement with 1.5 times the joint depth from the end of the pipe may be repaired in accordance with the cosmetic repair procedure identified at the end of this appendix.

1.2.2. Minor spalls less than 2” from the edge of the lift hole may be repaired in accordance with the cosmetic repair procedures described at the end of this appendix. The aggregate fractured surface need not be obtained. Reinforcing steel may be visible prior to completing the repair. Minor spalls developed at the lift hole during installation may be repaired at the same time the lift hole is plugged.

62

1.2.3. Spalling on the outer barrel which does not expose the reinforcement may be repaired in accordance with the cosmetic repair procedure described at the end of this appendix. Spalling on the outer barrel which reveals the reinforcement must be repaired in accordance with the structural repair procedure described at the end of this appendix.

2. Cracks:

2.1. Through wall cracks:

Any pipe section exhibiting a through wall crack shall be rejected, except that a single end crack that does not exceed the depth of the joint will be permitted. Pipe sections rejected for cracks may not be repaired.

2.2. Non-through wall cracks. Untested pieces, prior to installation.

Any untested sections of pipe, other than the test specimen which was tested by the three edge bearing method, within an approved lot and which exhibit non-through wall crack(s) having a surface width of less than 0.003” will be accepted. Sections exhibiting non-through wall cracks greater than or equal to 0.004” in width and 12” or more in length will be rejected.

63

2.3. Non-through wall cracks, tested pieces, prior to installation.

The test section for each approved lot will be accepted under the conditions of 2.2 provided the crack, under the prescribed test load, did not exceed a surface width of 0.007”.

2.4. Plastic ‘tear’ cracks

Occasionally, concrete pipe develop ‘tear’ cracks at their surface during initial manufacturing/handling, prior to curing, when tensile stresses exceed the concrete strength. These cracks are predominantly located along the shoulder of the spigot joint where the pipe transitions to full wall depth, although minor cracking located on the outer barrel may occur less frequently. Cracks eligible for repair must meet the following criteria:

• circumferential spigot tears less than 15% of the circumference of the pipe

• outer-barrel wall tears less than 12” in length

• crack depth does not extend beyond the pipe reinforcement (after V-grooving)

64

Prepare the crack for repair by v-grooving along the length of the crack. Complete the repair with a Bulletin 15 approved concrete repair material (non-cosmetic), listed in Bulletin 15 which develops the minimum design strength of the pipe.

3. Manufacturing Defects and Processes

3.1. Honeycombing and other mixture defects

Any section exhibiting honeycombing or mixture defects that expose the reinforcing cage will be rejected.

Any section exhibiting minor surface texture defects encountered on the mating surfaces of the joint can be accepted if the surface can be completely closed with a cement slurry.

3.2. Cage shadow

Some manufacturing processes may reveal the reinforcing cage even though the section has sufficient cover. If the inspector is concerned about insufficient cover, The Structural materials Engineer should be contacted for further review.

3.3. Exposed “end tips”

The presence of exposed longitudinal “end tips” of the reinforcing cage at the pipe ends or spacers on the pipe wall shall not be cause for rejection.

65

4. General:

Note: Any repairs required beyond the scope of this appendix may be submitted to the Structural Materials Engineer for evaluation on a case-by-case basis. Such repair proposals should include a photograph or sketch of the affected are and a detailed repair proposal.

The QC inspector must document additional information in the plant book when pipe sections are rejected. The date of manufacture, lot number, size, quantity and reason for rejection must be included. Rejected pipe or pipe requiring repair should be clearly marked with a colored keel or crayon in a location to prevent the defective pipe from mistakenly being shipped.

Repairs to pipe should be performed in a workmanlike fashion, properly finished, cured and sound. Structural repairs must be witnessed by the Department inspector.

Repair Procedures – Minor chips and spalls less than 1” deep

• Areas to be repaired must be clean, sound and free of contaminants.

• Provide and aggregate fractured surface with a minimum surface profile of 1/8”.

• Saturate the repair surface with clean water to provide an SSD condition.

• Use (1) a thoroughly mixed Bulletin 15 Material in accordance with the manufacturer’s recommendation, or (2) a mortar mix.

• Cure (1) the Bulletin 15 material in accordance with the manufacturer’s recommendations, or (2) the mortar mix a minimum of 24 hours in accordance with the approved quality control plan.

Structural Repair Procedure – Broken Joints or large barrel spalls where the reinforcement is exposed. Area: 1” to 6” depth range, maximum 120 square inches surface area.

• Area to be repaired must be clean, sound and free of contaminants.

• Make a 3/4” deep vertical surface along the perimeter of the damaged area.

• Remove concrete a minimum of 1” beyond all exposed reinforcement.

• Provide an aggregate fractured surface with a minimum surface profile of 1/8”.

• Drill and insert 3/8” diameter steel pins on 4” centers for damaged areas with depths greater than 3”.

• Clean the repair surface and apply an approved epoxy bonding or concrete bonding agent in accordance with the manufacturer’s instructions. This item may be deleted if the Bulletin 15 repair product contains a bonding agent.

• Fill the area with (1) a thoroughly mixed Bulletin 15 material and add 3/8” coarse aggregate to the mix in accordance with the manufacturer’s recommendations, or (2) the approved concrete mix design. **

• Cure (1) the Bulletin 15 material in accordance with the manufacturer’s recommendations, or (2) the approved concrete mix design a minimum of 24 hours in accordance with the approved quality control plan.

66

• The repaired area will be evaluated by the Plant’s Quality Control Personnel by applying a moderate blow with a 16oz. hammer at several locations of the repaired area.

** (2) is applicable only for wet cast pipe

General Notes:

− The damaged area may not exceed a length of 12” in any direction.

− The total surface area repaired may not exceed 200 square inches.

− The patching operation and the duration of the curing cycle are to be performed in a minimum 40o F environment.

67

APPENDIX C – QUALITY CONTROL PLAN GUIDELINES FOR RC PIPE Note: The Quality Control Plan must be developed using these requirements as a guide. Amplification of how the manufacturer controls their process, using these criteria to meet specifications is required.

I. Materials Minimum Frequency QC Pg #

A. Cement - Certification from Bulletin 15 source B. Reinforcement - Certification from Bulletin 15 source C. Aggregates - Approved Bulletin 14 sources with in plant or Quarry gradation result D. Admixtures - Certification from Bulletin 15 source

II. Prepour Inspection

A. Rings

• Dimensions - Measure 25% monthly • Clean - Review 10% daily

B. Forms

• Dimensions - Measure 25% monthly • Clean - Review 10% daily • Lift Hole - Identify fabrication method

C. Reinforcement

• Wire Size/Area - Measure 10% and record daily • Cage Diameter - Measure 10% and record daily • Welding - Verify WPS machine parameters, document daily • Spacer Position - Check 10% daily

III. Concrete Mix

A. Batch Mass (Weight) - Record 2 batch masses (weights) each shift.

B. Cylinders/Cores - Cast cylinders each day or core 3 pipe sections weekly to monitor concrete strength – each mix design

IV. Curing

Define curing method; indicate curing temperature and duration of curing period. Describe the procedure for recording the curing cycle.

V. Post pour Inspection

A. Wall Thickness - Measure 10% and record daily B. Internal diameter - Measure 10% and record daily

68

C. Length of two opposite sides - Measure 10% and record daily D. Length of Pipe - Measure 10% and record daily E. Appearance - Review 10% daily F. Position of Reinforcement - One core weekly or measure nondestructively

VI. Calibration – maintain calibration certifications on file

A. Cylinder compression machine - Start of season B. Admixture dispensers - Start of season C. Three edge bearing machine - Start of season D. Scale check - Start of season

VII. Patching

A. Outside surface - Patch before curing pipe, if possible B. Inside surface, ends - Use approved patching material and cure in accordance with the manufacturer’s recommendations.

VIII. Documentation

A. Straight-Line Analysis Charts - Plot compressive strength B. Certification Shipping Form - Form CS-4171 C. Quality Control Procedures - Record test results, post pour measurements, etc. D. Material Certifications -Maintain on file

IX. Submit an Organizational Chart, Illustrating a Quality Control Department operating and reporting to Management independent from production.

69

1. Fabricator Prepared by: 2. Wire Material Specification: __________________ Wire Size or range (in.)________________________ 3. Welding process: check one SMAW � FCAW � GMAW � (transfer mode: _____________________) 4. Shielding Gas ____________________________ Gas Flow Rate __________________________________ 5. Position(s) of welding 6. Filler metal specification 7. Filler metal classification 8. Single or multiple pass 9. Polarity : check one AC � DC (negative) � DC (positive) � 10. Electrode extension (electrical stickout) 11. Preheat and Interpass temperature: Per AWS D1.4 based on bar size and carbon equivalency

Pass No.

Elect. Size

Welding Process Variables

Joint Detail Show relevant dimensions and AWS symbols

Amperes Voltage

Minimum Weld Length, L: ___________ in. (2 x wire diameter, minimum)

This procedure may vary due to fabrication sequence, fit-up, pass size, etc. within the Limitation of Variables. Authorized Company Signature:_________________________ Additional Shop Notes: Test Results (See MTD Lab No. A _____________ attached) (3 tensile specimens required for each size – or for each max./min. diameter if WPS submitted for a range. All results must PASS)

Bureau of Construction & Materials Structural Materials Section (reproduce locally)

Production Joint Welding Procedure Specification/ Procedure Qualification Record : RC Pipe only WPS No: _____________ Date Issued: __________

Revision No: _________ Revision Date: ________

For PaDOT use only

70

1. Fabricator Any Plant Prepared by: John Doe

2. Wire Material Specification: ___A185___________ Wire Size or range (in.)_0.1875 through_0.250 inch_ 3. Welding process: check one SMAW FCAW � GMAW � (transfer mode: ______________) 4. Shielding Gas _______NA___________________ Gas Flow Rate _______NA_______________________ 5. Position(s) of welding Flat/Horizontal 6. Filler metal specification A5.1 7. Filler metal classification E7018 8. Single or multiple pass single 9. Polarity : check one AC � DC (negative) � DC (positive) 10. Electrode extension (electrical stickout) NA 11. Preheat and Interpass temperature: Per AWS D1.4 based on bar size and carbon equivalency

Pass No.

Elect. Size

Welding Process Variables

Joint Detail Show relevant dimensions and AWS symbols

Amperes Voltage

Minimum Weld Length, L: __1/2”______ in. (2 x wire diameter, minimum)

1 1/8 100-140 18-28

Authorized Company Signature:___John Smith___________ Additional Shop Notes: Test Results (See MTD Lab No. A _023457__ attached) (3 tensile specimens required for each size – or for each max./min. diameter if WPS submitted for a range. All results must PASS)

Bureau of Construction & Materials Structural Materials Section (reproduce locally)

Production Joint Welding Procedure Specification/ Procedure Qualification Record : RC Pipe only WPS No: _____________ Date Issued: __________

Revision No: _________ Revision Date: ________

For PENNDOT use only

71

04/03 Dimensional Review for Reinforced Concrete Pipe

Fabricator Name: Plant Job ID ECMS # State Project # SR Sec. County S-

Concrete Pipe Type: Circular Elliptical Manufacture Date: Date of Post-Pour Check: Properly Repaired:

Quantity Made

DIA D DIA L Paid

Marking Wall Thick

(W) in.

Steel (in.) 2/Linear Ft.

D1 (in.) L1 (in.) Inner Cage

Required Outer Cage Required

Remarks And/or Waivers:

Commonwealth of Pennsylvania - PennDOT Home 280.pdfCommonwealth of Pennsylvania . ... The reinforced concrete shall consist of cementitious materials, ... 7.1. Design Tables:

Documents