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HEIDELBERGCEMENT Group

TITLE DATESECTION.PAGESTATE

GA 12-01-10HEIDELBERGCEMENT Group

Hanson Pipe & Products, Inc. is descended from Gifford-Hill Pipe Company, which was formed in 1931

for the purpose of manufacturing concrete pipe for sewer and culvert construction and other associated

uses.

The company has grown and prospered, expanding by 1997 to 12 plants located in Texas, Arizona,

Oklahoma and Louisiana. In 1997, Gifford-Hill merged with Concrete Pipe & Products Co., Inc. which

traced its history back to 1923. CP&P operated plants in Virginia, Maryland, Texas and California. The

company again expanded its operations in 1998 through two major acquisitions. North Star Concrete

and Spancrete Midwest Company were purchased from the Condux Corp. These fine companies have

plants in Minnesota, South Dakota and Ohio.

Gifford-Hill American was brought into the Gifford-Hill Concrete Products family through the purchase of

the fifty percent share of GHA formerly owned by Ameron International. In January 1999, Gifford-Hill

became Hanson Pipe & Products, Inc. The name change was intended to strengthen the company's

identity both in the U.S. and abroad, and to unify the pipe and precast operations with the rest of the

Hanson organization.

Hanson Pipe & Products added three new members to its family in 1999. LOC PIPE was established

in Whitby, Ontario, near Toranto, in 1974. The plant produces concrete pipe, precast concrete products

and ribbed PVC pipe for sewers and storm drainage. The plant is ISO 9002 certified and operates as

Hanson Pipe & Precast, Canada.

Hanson increased its structural and architectural precast capabilities with the addition of United

Spancrete Products Corporation. With plants in Irindale and Chula Vista, California, the new precast

operations serve the dynamic Los Angeles and San Diego markets. The former Spancrete will operate

as Hanson Pacific Spancrete.

The addition of Superior Products Company strengthens the Hanson presence in the North Central and

Eastern regions of the U.S. The Superior plant in Macedonia, Ohio near Cleveland, produces concrete

pipe and precast products.

In 2000, Hanson solidified its North Central operations through the acquisition of Cincinnati Concrete

Pipe in Cincinnati, Ohio and Milan Concrete Products in Milan, Indiana.

At the same time, one of the premier pipe and precast operations in the southeastern U.S., Joelson-

Taylor Concrete Products, joined the Hanson family. Joelson-Taylor operates eight pipe and precast

plants throughout Florida and a modern precast facility in Summerville, South Carolina near Charleston.

The Joelson-Taylor acquisition gives Hanson a strong position in one of the country's most important

growth areas.

Also in 2000, Hanson expanded into the Pacific Northwest through acquisition of PIPE, Inc. with pipe and

precast operations in Portland and Salem, Oregon and Tacoma, Washington.

In 2001, Hanson's Canadian presence expanded by the acquisition Centennial Concrete Pipe. Centennial

was the major producer of concrete pipe and precast products in Ontario with plants in

Ottawa, Cambridge and Windsor.

Introduction

(Continued on next page.)

Introduction to Concrete Products Catalog 0.1



Following Centennial, in 2002, Choctaw, Inc. joined the Hanson Organization. Choctaw was the largest

concrete pipe and precast producer in the deep South with 17 facilities in Arkansas, Louisiana,

Mississippi and Alabama. Hanson then purchased Rinker facilities in Tualatin, Oregon and Everett,

Washington.

In 2004, Hanson acquired CPI, a precast company in Waco, Texas and WPC, a concrete pipe and precast

company in Florida's panhandle. In 2005, Sherman Concrete Pipe Co. with plants in Alabama and

Georgia were added further strengthng Hanson's Southwest Region. In 2006, Hughes supply, Inc. with

precast plants in Athens and Oakwood, Georgia were added. In July 2007, Price Brothers Florida Pipe

operation was acquired.

In August, 2007, Hanson was acquird by the Heidelberg Cement Group making us the largest building

products company in the world.

For over six decades, The Gifford-Hill business philosophy was to offer products at competitive prices

along with courteous customer service. Hanson continues to promote that philosophy through

innovation, hard work and an outstanding staff of production, sales, service, engineering and administration

professionals. With Heidelberg our mission remains simple; "build2gether" to be the best and most

successful at what we do.

Today, in an era where new products challenge concrete pipe's traditional position, Hanson understands

that we must improve our products and services. In that effort, we are exploring new types of concrete,

new types of reinforcement, new joints and new production methods.

Concrete products have formed the backbone of our civilization's infrastructure as long as man has

recorded history. Their features offer unparalleled benefits to the user and make them an essential part

of our society's future. Precast concrete products will provide our bridge to the 21st century and beyond.

We proudly count among our customers State Departments of Transportation, major cities, counties,

public authorities, the Army Corps of Engineers, major airports and numerous private top quality

contractors.

Hanson has proudly participated in some of the largest public works, airport and highway construction

projects in North America, We provide engineered products for engineered applications. Consequently,

our staff includes Registered Professional Engineers in each of our operating areas.

This technical catalog has been prepared to assist you in planning, designing and specifying with

concrete pipe and precast products. We have attempted to present the details in a useful and logical

manner. The details included by no means represent all we can produce or sell; they merely illustrate

our different product lines. We take pride in saying, "Our only limitation is your imagination,"

Thank you for your interest in concrete pipe and precast and for understanding "that often, innovation is

knowing what not to change."

Not all products shown in the sections that follow are manufactured and inventoried at each of our plants.

We encourage you to call our sales office nearest you for availability, or with questions or suggestions.

0.2Introduction to Concrete Products Catalog (Cont.)

Introduction (Continued)

www.hansonpipeandprecast.com



Athens, Georgia

625B Hancock Industrial Way

Athens, GA 30605

(706) 227-3355

(706) 227-2276 (FAX)

0.3

Additional Hanson Pipe & Precast Locations:

hansonpipeandprecast.com

Sales & Manufacturing Locations

Alabama

Dothan

334.792.3621

FAX 334.792.3458

Huntsville

256.852.6200

FAX 256.852.9677

Montgomery

334.262.6444

FAX 334.263.6579

Pelham

205.664.8494

FAX 205.663.6675

Pelham

(Prestress Division)

205.663.4681

FAX 205.663.4459

Tarrant

205.841.2982

FAX 205.841.0673

Tuscaloosa

205.758.8671

FAX 205.758.5879

South Carolina

Summerville

843.821.3220

FAX 843.821.8658

Tennessee

3700 Industrial Park Dr.

Lenoir City, TN 37771

(865) 986-1095

(865) 986-3466 (FAX)

501 East Jefferson St.

West Memphis, AR 72301

(870) 735-5514

(800) 238-5299 (WATS)

(870) 735-0331 (FAX)

2377 Holston Road

Como, MS 38619

(662) 526-0368

(800) 238-5294 (WATS)

(662) 526-9345 (FAX)

Georgia - Hanson Pipe & Precast Locations:

Rincon, Georgia

500 Ebenezer Rd.

Rincon, GA 31326

(912) 754-9492

(912) 754-3609 (FAX)

Rome, Georgia

223 John Davenport Dr.

Rome, GA 30165

(706) 234-5311

(706) 235-0763 (FAX)



Table of Contents (Page 1 of 6) 1.1

Title Section.Page

COVER PAGE .................................................................................................................................... 0.0INTRODUCTION TO CONCRETE PRODUCTS CATALOG .............................................................. 0.1 - 0.2SALES AND MANUFACTURING LOCATIONS ................................................................................. 0.3

1. Index

Table of Contents ............................................................................................................................... 1.1 - 1.6

2. Reinforced Concrete Pipe

Offset Joint Data for 12" to 96" "B" - Wall and "C" - Wall Pipe ........................................................... 2.1

Guide Specifications for Horizontal Elliptical Culvert and Storm Sewer Pipe ..................................... 2.2

Horizontal Elliptical Reinforced Pipe .................................................................................................. 2.3

Typical One Cut Fabricated Concrete Elbow ..................................................................................... 2.4

Typical Two Cut Fabricated Concrete Elbow ...................................................................................... 2.5

Typical Fabricated Concentric Concrete Tee ...................................................................................... 2.6

Typical Fabricated Eccentric Concrete Tee ........................................................................................ 2.7

Typical Fabricated Eccentric Concrete Wye ....................................................................................... 2.8

Typical Fabricated Concentric Concrete Wye .................................................................................... 2.9

Typical Fabricated Concrete Increaser / Reducer .............................................................................. 2.10

Typical Fabricated Concrete Adapter Round x Elliptical .................................................................... 2.11

3. End TreatmentsInformation - End Treatments ............................................................................................................. 3.1

Concrete Flared End Sections - Single Offset Joint 15" - 24" ............................................................ 3.2

Concrete Flared End Sections - Single Offset Joint 18" - 42" ............................................................ 3.3

G.D.O.T. 1001-B Straight Endwalls .................................................................................................... 3.4

Endwall for 12" through 48" Pipe (Double Pipe) ................................................................................. 3.5

GDOT Standard Safety End Section .................................................................................................. 3.6

GDOT Safety Inlet Type G1 for 18" Pipe ............................................................................................ 3.7

GDOT Safety Inlet Type G1 for 24" Pipe ............................................................................................ 3.8

15" Headwall with Apron..................................................................................................................... 3.9












12" x 18" Headwall with Apron ........................................................................................................... 3.21






Title Section.Page

4. Manholes

4' Diameter Precast Manhole ............................................................................................................. 4.14' Diameter Precast Manhole Concentric Cone ................................................................................. 4.24' Diameter Precast Manhole Eccentric Cone .................................................................................... 4.35' Diameter Precast Manhole ............................................................................................................. 4.45' Diameter Precast Manhole / Reduced ............................................................................................ 4.56' Diameter Precast Manhole / Reduced ............................................................................................ 4.67' Diameter Precast Manhole / Reduced ............................................................................................ 4.78' Diameter Precast Manhole / Reduced ............................................................................................ 4.810' Diameter Precast Manhole / Reduced .......................................................................................... 4.912' Diameter Precast Manhole / Reduced .......................................................................................... 4.10Typical Manhole Step Detail ............................................................................................................... 4.11Manhole Pipe Connection Detail Grout Type - Rigid Connection ....................................................... 4.12Manhole Pipe Connection Detail Boot Type - Flexible Connection .................................................... 4.13Manhole Pipe Connection Detail Compression Gasket - Flexible Connection ................................... 4.14Typical Manhole Section Joint Detail - Rincon ................................................................................... 4.15Typical Manhole Section Joint Detail - Athens ................................................................................... 4.164' Diameter Manhole Product Information Sheet................................................................................ 4.175' Diameter Manhole Product Information Sheet................................................................................ 4.186' Diameter Manhole Product Information Sheet................................................................................ 4.197' Diameter Manhole Product Information Sheet................................................................................ 4.208' Diameter Manhole Product Information Sheet................................................................................ 4.2110' Diameter Manhole Product Information Sheet .............................................................................. 4.2212' Diameter Manhole Product Information Sheet .............................................................................. 4.23

5. Wetwells

4' Diameter Precast Wet Well ............................................................................................................. 5.15' Diameter Precast Wet Well ............................................................................................................. 5.26' Diameter Precast Wet Well ............................................................................................................. 5.37' Diameter Precast Wet Well ............................................................................................................. 5.48' Diameter Precast Wet Well ............................................................................................................. 5.510' Diameter Precast Wet Well ........................................................................................................... 5.612' Diameter Precast Wet Well ........................................................................................................... 5.7Rectangular or Square Wetwells, Various Sizes ................................................................................ 5.8

6. Precast Drainage Structures

Knock-out Boxes ................................................................................................................................ 6.1Large Rectangular Storm Structures .................................................................................................. 6.2Storm Manhole, 48" - 144" Diameter with Topslab ............................................................................. 6.3Storm Manhole, Reducer Type with Topslab ...................................................................................... 6.4Storm Manhole, Reducer Type with Cone .......................................................................................... 6.548" Dia. GDOT 1011A Manhole .......................................................................................................... 6.63' x 3' GDOT 1019A Drop Inlet ........................................................................................................... 6.7



1.3Table of Contents (Page 3 of 6)

6. Precast Drainage Structures (cont.)

Title Section.Page

48" Diameter GDOT 1019A Drop Inlet ............................................................................................... 6.82' x 2' GDOT 1019A Type E Curb Inlet ............................................................................................... 6.948" Dia. GDOT 1019A Type E Curb Inlet ........................................................................................... 6.1048" Dia. GDOT 1033D / 1034D Curb Inlet .......................................................................................... 6.113' x 3' GDOT 1033D / 1034D Inlet ...................................................................................................... 6.12GDOT 1033D - Left Top Slab ............................................................................................................ 6.13GDOT 1033D - Right Top Slab .......................................................................................................... 6.14GDOT 1034D - Top Slab ................................................................................................................... 6.1548" Diameter GDOT 9031-S Inlet ....................................................................................................... 6.162' x 2' GDOT 9031-S Drop Inlet .......................................................................................................... 6.17GDOT Type 9031-S Single Weir Top Slab ......................................................................................... 6.18GDOT Type 9031-S Double Weir Top Slab ........................................................................................ 6.19GDOT Ditch Drop Inlet ....................................................................................................................... 6.20GDOT Median Drop Inlet for 15" Pipe ................................................................................................ 6.2148" Dia. GDOT 9031-U Junction Box ................................................................................................. 6.223' x 4' City of Savannah Type "A" Curb Inlet ....................................................................................... 6.23Savannah Type "A" Top Slab for Curb Inlet ........................................................................................ 6.243' x 4' Savannah Type "B" Left Curb Inlet ........................................................................................... 6.25Savannah Type "B" Left Top Slab for Curb Inlet ................................................................................. 6.263' x 4' City of Savannah Type "B" Right Curb Inlet ............................................................................. 6.27City of Savannah Type "B" Right Top Slab for Curb Inlet ................................................................... 6.283' x 4' City of Savannah Type "C" Curb Inlet ...................................................................................... 6.29Savannah Type "C" Top Slab for Curb Inlet ........................................................................................ 6.303' x 4' City of Savannah Type "B" Left Curb Inlet w/Throat ................................................................. 6.31City of Savannah Precast Type "B" - Left Throat ................................................................................ 6.32City of Savannah Precast Type "B" - Left or Right Throat Details ...................................................... 6.333' x 4' City of Savannah Type "B" Right Curb Inlet w/Throat .............................................................. 6.34City of Savannah Precast Type "B" - Right Throat ............................................................................. 6.35City of Savannah Type "C" Curb Inlet w/ Throat ................................................................................. 6.36City of Savannah Precast Type "C" Throat ......................................................................................... 6.37City of Savannah Precast Type "C" Throat - Steel Reinforcement Detail ........................................... 6.383' x 3' City of Savannah Roof Inlet ..................................................................................................... 6.39City of Savannah Standard D6 Roof Inlet Top Slab ........................................................................... 6.40

7. Utility Vaults

Valve Vault with Bottom Slab .............................................................................................................. 7.1Valve Vault with Open Bottom ............................................................................................................ 7.22' - 0" x 2' - 0" x 1' to 4' Pull Box w / 6" Walls (PB2424) ...................................................................... 7.32' - 0" x 3' - 0" x 1' to 4' Pull Box w / 4" Walls (PB2436) ...................................................................... 7.43' - 0" x 3' - 0" x 1' to 4' Pull Box w / 6" Walls (PB3636) ...................................................................... 7.53' - 0" x 3' - 0" x 4' - 0" Hand Hole w / 6" Walls (HH3636) ................................................................... 7.64' - 0" x 4' - 0" x 1' to 6' Pull Box w / 6" Walls (PB4848) ...................................................................... 7.74' - 0" x 4' - 0" x 6' - 0" Hand Hole w / 6" Walls (HH4848) ................................................................... 7.8

(Utility Vaults con't. on next page.)



1.4Table of Contents (Page 4 of 6)

7. Utility Vaults (Con't.)

4' - 0" x 6' - 0" x 6' to 10' Manhole w / 6" Walls (MH4896) ................................................................... 7.95' - 0" x 5' - 0" x 5' - 0" Hand Hole w / 6" Walls (HH6060) ................................................................... 7.105' - 0" x 10' - 0" x 6' to 8' Manhole w / 6" Walls (MH60126) ................................................................. 7.116' - 0" x 6' - 0" x 6' to 10' Manhole w / 6" Walls (MH7272) ................................................................... 7.126' - 0" x 8' - 0" x 6' to 10' Manhole w / 6" Walls (MH72108) ................................................................. 7.136' - 0" x 12' - 0" x 7' to 12' Manhole w / 6" Walls (MH72144) ............................................................... 7.148' - 0" x 8' - 0" x 5' to 8' Octogonal Manhole w / 6" Walls (MH96960) ................................................. 7.1510' - 0" x 10' - 0" x 5' to 8' Octogonal Manhole w / 6" Walls (MH1201200) ......................................... 7.16Bell South Standard 4620 Handhole (HH4260) ................................................................................. 7.174' - 0" x 6' - 0" x 4' - 0" Hand Hole w / 6" Walls (HH4896) ................................................................... 7.186' - 0" x 6' - 0" x 6' - 0" Hand Hole w / 6" Walls (HH7272) ................................................................... 7.194' - 0" x 4' - 0" x 6' to 12' Hand Hole w / 6" Walls (HH4848) ................................................................ 7.204' - 0" x 6' - 0" x 6' to 12' Manhole w / 6" Walls (MH4872) ................................................................... 7.214' - 0" x 6' - 6" x 6' to 8' Manhole w / 5" Walls (MH4878) ..................................................................... 7.226' - 0" x 8' - 0" x 5' to 12' Manhole w / 6" Walls (MH7296) ................................................................... 7.23Type A-Center Duct 6' x 12' x 7' Manhole (MH72144A) ..................................................................... 7.24Type A-Lateral 6' x 12' x 7' Manhole (MH72144A) ............................................................................. 7.25Type T-Center Duct 6' x 12' x 7' Manhole (MH72144T) ...................................................................... 7.26Type T-Lateral 6' x 12' x 7' Manhole (MH72144T) .............................................................................. 7.27Type J4-Center Duct 6' x 12' x 7' Manhole (MH72144J4) .................................................................. 7.28Type J4-Lateral 6' x 12' x 7' Manhole (MH72144J4) .......................................................................... 7.296' x 10' x 6' to 10' Manhole w / 6" Walls (MH72180) ............................................................................ 7.308' - 0" x 8' - 0" x 6' to 10' Manhole w / 6" Walls (MH9696) ................................................................... 7.318' - 0" x 12' - 0" x 4' - 6" to 7' Manhole w / 6" Walls (MH9696) ............................................................ 7.3210' - 0" x 16' - 0" x 8' - 0" Manhole w / 6" Walls (MH120192) .............................................................. 7.3310' - 0" x 20' - 0" x 8' - 0" Manhole w / 6" Walls (MH120240) .............................................................. 7.343' - 0" x 4' - 0" x 1' to 4' Pull Box w / 4" Walls (PB3648) ...................................................................... 7.353' - 0" x 5' - 0" x 1' to 5' Pull Box w / 6" Walls (PB3660) ...................................................................... 7.36Bell South Standard 4620 Pull Box (PB4260) .................................................................................... 7.374' - 0" x 6' - 0" x 1' to 5' Pull Box w / 6" Walls (PB4872) ...................................................................... 7.384' - 0" x 6' - 6" x 1' to 5' Pull Box w / 5" Walls (PB4878) ...................................................................... 7.394' - 0" x 6' - 0" x 4 - 0" Pull Box w / 6" Walls (PB4896) ........................................................................ 7.402' - 0" x 2' - 0" x 1' to 4' Utility Vault w / 4" Walls (UV2424) ................................................................. 7.413' - 0" x 3' - 0" x 1' to 4' Utility Vault w / 4" Walls (UV3636) ................................................................. 7.424' - 0" x 4' - 0" x 1' to 6' Utility Vault w / 4" Walls (UV4848) ................................................................. 7.434' - 0" x 6' - 6" x 1' to 6' Utility Vault w / 5" Walls (UV4878) ................................................................. 7.44Equipment Pad, Type 1 ...................................................................................................................... 7.45Equipment Pad, Type 2 ...................................................................................................................... 7.46Equipment Pad, Type 3 ...................................................................................................................... 7.473' - 0" x 4" - 8" x 40" Mounting Pit w / 6" Walls .................................................................................... 7.483' - 0" x 4" - 0" x 40" Mounting Pit w / 6" Walls .................................................................................... 7.495' - 0" x 5" - 0" x 40" Mounting Pit w / 6" Walls .................................................................................... 7.506' - 0" x 6" - 0" x 40" Mounting Pit w / 6" Walls .................................................................................... 7.51



8. Precast Box Culverts & Crown-Span

Information - Precast Box Culvets & Crown-Span ............................................................................. 8.1- 8.2Dimensions, Weights & Joint Details - Box Culvert ............................................................................ 8.3Full Flow Hydraulic Data - Box Culverts ............................................................................................. 8.4Dimensions, Weights & Joint Details - Crown-Span .......................................................................... 8.5Crown-Span Footing and Floor - Single Line ..................................................................................... 8.6Crown-Span Footing and Floor - Multiple Lines ................................................................................. 8.7Precast Box Reinforcement Section Details ....................................................................................... 8.8Precast Box Design Technical Details and Notes .............................................................................. 8.9Crown-Span Reinforcement Section Details ...................................................................................... 8.10Crown-Span Design Technical Details and Notes .............................................................................. 8.11AASHTO / ASTM Precast Section Design Parameters ...................................................................... 8.12Precast Box and Crown-Span Wing Wall (BWW) .............................................................................. 8.13End Wall (ES) and Wing Wall (BWW) Connection Details ................................................................. 8.14End Wall (ES) and Wing Wall (BWW) Connection Details (Page 2) .................................................. 8.15Precast Layout with Cast-in-Place Headwalls .................................................................................... 8.16Pecast Openings in Precast Rectangular Sections ............................................................................ 8.17Precast Box Culvert - Single Cell ....................................................................................................... 8.18Precast Box Culvert - End Treatment Detail ....................................................................................... 8.19Precast Box Culvert - Skewed Ends .................................................................................................. 8.20

9. Premier Modular Railroad Crossings

Premier Notes .................................................................................................................................... 9.1- 9.2Premier Modular Railroad Crossing - Typical Section ........................................................................ 9.3Premier Modular Railroad Crossing - Curved Alingments (Diverged) ................................................ 9.4Premier Modular Railroad Crossing - Curved Alingments (Tapered) ................................................. 9.5Premier Modular Railroad Crossing - Curve Data Chart .................................................................... 9.6Premier Modular Railroad Crossing - Boot & Optional Fillers ............................................................ 9.7Premier Modular Railroad Crossing - 4'-0" Premier Unit (Isometric View) ......................................... 9.8Premier Modular Railroad Crossing - 4'-0" Premier Unit (Plan View)................................................. 9.9Premier Modular Railroad Crossing - 8'-0" Premier Unit (Isometric View) ......................................... 9.10Premier Modular Railroad Crossing - 8'-0" Premier Unit (Plan View)................................................. 9.11Premier Modular Railroad Crossing - 4'-0" Premier Plus Unit (Isometric View) ................................. 9.12Premier Modular Railroad Crossing - 4'-0" Premier Plus Unit (Plan View)......................................... 9.13Premier Modular Railroad Crossing - 8'-0" Premier Plus Unit (Isometric View) ................................. 9.14Premier Modular Railroad Crossing - 8'-0" Premier Plus Unit (Plan View)......................................... 9.15

10. Miscellaneous

American Concrete Pipe Association - Design Data - Table of Contents ........................................... 10.1- 10.2




11. Design Aids

Title Section.Page

Glossary - Terms used in this Catalog ................................................................................................ 11.1

Design Red Lights (Check List) .......................................................................................................... 11.2

Standard Hole Diameters ................................................................................................................... 11.3

Pipe Half Angle Table Example #1 ..................................................................................................... 11.4

Pipe Half Angle Table Example #2 ..................................................................................................... 11.5

Pipe Half Angle Diagram .................................................................................................................... 11.6

Pipe Half Angle Table ......................................................................................................................... 11.7

Maximum Pipe Angle Tables: Instructions / Examples ....................................................................... 11.8

Pipe Angle Diagram Flat Wall Structures ........................................................................................... 11.9

Maximum Pipe Angle Flat Wall Structures - Table I ............................................................................ 11.10

Maximum Pipe Angle Flat Wall Structures - Table II ........................................................................... 11.11

Rebar Chart ..................................................................................................................................... 11.12

Welded Wire Mesh Chart ................................................................................................................... 11.13

Steel Equivalency Chart ..................................................................................................................... 11.14

Casting Specifications ........................................................................................................................ 11.15

12. Engineering

Title Section.Page

ASTM C-76 & ASTM C655 Comparison ........................................................................................... 12.1

Reference Specifications .................................................................................................................... 12.2

Tables: Full Flow Constants ............................................................................................................... 12.3 - 12.7




Section View

-No Scale-

All dimensions subject to allowable

specification tolerances.

2.1

Reinforced Concrete Pipe

Offset Joint Data for 12" to 96"

"B" - Wall and "C" - Wall Pipe

Bell and Spigot Tongue and Groove

12" - 36" 42" - 96"

Optional: Mortar, preformed

flexible sealant, rubber gasket,

or other suitable sealant.

B-Wall C-WallWall Weight Wall Weight

Size Thickness Thickness

(In.) (in.) (lbs./ft.) (In.) (lbs./ft.)

12 2 108

15 2 1/4 140

18 2 1/2 192

24 3 293

30 3 1/2 423

36 4 550

42 4 1/2 686

48 5 867

54 6 1/4 1,208

60 6 3/4 1,473

66 7 1/4 1,735

72 7 3/4 2,015

84 8 3/4 2,660

96 9 3/4 3,355



Guide Specifications for Horizontal Elliptical

Culvert and Storm Sewer Pipe

Reinforced concrete Horizontal Elliptical culvert and storm sewer pipe shall be in accordance with

ASTM C 507. Pipe shall be Class II, III, IV, or special design as shown. Joints shall be tongue

(spigot) and groove (bell) which are sealed with profile gaskets per ASTM C443 or mortar or

preformed flexible sealants per ASTM C990 and AASHTO M 198, or other suitable sealant. Except

for specials and closure pieces, pipe shall not be less than 8 feet in length.

Pipe shall be installed in accordance with ASTM C 1479 and ASCE 15, Type 3 installation unless

otherwise shown.

2.2


Guide Specifications for HorizontalElliptical Culvert and Storm Sewer Pipe



Horizontal EllipticalReinforced Concrete Pipe 2.3


PIPE DIMENSIONS(Side View)

Note:A. All dimensions are nominal and within the permissible variations of ASTM.

-No Scale-All dimensions subject to allowablespecification tolerances.

JOINT DETAIL

Span

Rise

Wall

96"

Horizontal Vertical Equiv. Area Wall WeightRise x Span Rise x Span Round sq. ft. Thickness lbs./ft.Size, in. Size, in. in. in.

12 x 18 15 1.2 3 1/2 233

14 x 23 18 1.8 3 5/8 280

19 x 30 24 3.3 3 5/8 300

24 x 38 30 5.1 3 3/4 430

29 x 45 45 x 29 36 7.4 4 1/2 625

34 x 53 53 x 34 42 10.2 5 815

38 x 60 60 x 38 48 12.9 5 1/2 1,000

PIPE & JOINT DATA ASTM C-507

Wall




2.4


I.D. (Circular Pipe)

Inside Span (Boxes & HE Pipe)

Spi

got L

.L.

Bell L

.L.

∆°

Plan View

Typical One Cut Fabricated Concrete Elbow

0.06

' Cre

epO.D. (Circular Pipe)

Outside Span (Boxes & HE Pipe)

Note:

(1.) Details apply to circular T&G, O-Ring, & R&S, Elliptical Pipe, and Precast Box

Sections; ASTM C 14, C 76, C 361, C 507, C 1433, C 1577 & AASHTO.




2.5


I.D. (C

ircular Pipe)

Inside Span (E

lliptical Pipe)

Spigot L.L.

Bell L

.L.

∆°

Plan View

Typical Two Cut Fabricated Concrete Elbow

0.06' Creep

O.D

. (Circular P

ipe)

Outside S

pan (Elliptical P

ipe)

Note:

(1.) Details apply to circular T&G, O-Ring, Elliptical Pipe

ASTM C14, C76, C361, C507, C1433, C1577 & AASHTO.



Typical Fabricated Concentric Concrete Tee


Section A-A

Plan View

"A" "A"

12" Preferred Min.

I.D.

Wall

2.6


As

Req

'd.

Bel

l L.L

.S

pigo

t L.L

.

(12" to End of BellFor T&G)

C Outlet

Outlet L.L.

JointGap

Note:


Sections; ASTM C14, C76, C361, C507, C1433, C1577 & AASHTO.



Typical Fabricated Eccentric Concrete Tee


Plan View

"A"

Section A-A

I.D.

Wall

As R

eq'd

.

Jo

int

Ga

p

Outlet

Laid Length

Bell

Laid

Le

ngth

2.7

"A"

12" Preferred Min.

-No Scale-



Spig

ot Laid

Length

C Outlet

( 12" to End ofBell for T&G)

As R

eq'd

.

Note:





Approximate Section

Plan View

I.D.

Wall

Offset

∆°

Branch L.L.

Sta

ndard

Join

t Length

Bell

L.L

.S

pig

ot L.L

.

2.8

-No Scale-



Typical Fabricated Eccentric Wye


C Outlet

Note:






-No Scale-



Typical Fabricated Concentric Wye 2.9

End View

Plan View

∆°

12" Preferred

Minim

um

I.D.

Wall

Branch L.L.

Sta

ndard

Join

t Length

Bell

L.L

.S

pig

ot

L.L

.

C Branch

Note:






-No Scale-



Typical Fabricated Concrete Increaser / Reducer 2.10

End View

Eccentric Shown

Concentric Available

Plan View

Length

Elevation

C Outlet C Intlet

Note:



Siz

e A

Siz

e B



Note:

(1.) Concentric adapter shown. Matching inverts and matching

crowns are also available.


-No Scale-



Typical Fabricated Concrete Adapter

Round x Elliptical2.11

End View

Plan View

Length

Elevation

ASTM C76 ASTM C507



Information - End Treatments 3.1

UsePrecast concrete end treatments are designed to anchor the pipe or box sectionsinto the surrounding embankment, reduce hydraulic entrance and exit losses,and to control erosion.

SizesPrecast end treatments are normally available to accommodate all sizes and shapesof pipe. Please refer to the details that follow for specific sizes and dimensions.

ApplicationPrecast end treatments are used for the following:■ culverts beneath highway or railroad embankments■ storm drain or sewer outfalls■ anywhere a pipe must conform to the slope of the surrounding terrain.

JointsPrecast endwalls normally have no joints.End sections are produced with the same joints as the pipe they are connected to.

Applicable SpecificationsPrecast end treatments can be produced to Department of Transportation specifications .

End Treatments



Concrete Flared End SectionsSingle Offset Joint

Section A-A

Plan View

-No Scale-



3.2

Wa

ll

A

End Sections / Endwalls

R-1

Front View

Slope

L

C B

Dia. + 1" I.D.

Wa

llA

A

Note:

(1.) Dimensions may vary due to form variations.(2.) Bell or spigot joints are available.

E

Pipe Wt. per

Dia. Slope Wall A B C L E R-1 Section

(In.) (In.) (lbs.)

15 2.2:1 2 1/4 6" 2' - 3" 3' - 10" 6' - 1" 2' - 6" 11" 740

18 2.2:1 2 1/2 9" 2' - 3" 3' - 10" 6' - 1" 3' - 0" 1' - 0" 990

24 2.4:1 3 9 1/2" 3' - 8" 2' - 5" 6' - 1" 4' - 0" 1' - 2" 1,520

Standard Dimensions



Concrete Flared End SectionSingle Offset Joint

Elevation

Plan View

-No Scale-



3.3


End View

6' - 0" - 8' - 0"

I.D.

Note:

(1.) Dimensions may vary due to form variations.(2.) Bell or spigot joints are available.(3.) Sections are available for the following pipe diameters

18", 24", 30", 36" and 42".



G.D.O.T. 1001-B Straight Endwalls 3.4

Precast Drainage Structures

Materials

NOTE:

* Grade 40, or equivalent welded wire mesh.

Product SpecificationsThis Endwall is similar to GDOT 1001-B.


CONCRETE: 4,000 PSI, Type II cement.

WALL REINFORCING: #4 @ 12" O.C. Min.*

BOTTOM SLAB REINFORCING: #4 @ 12" O.C. Min.*

Dimensions

Plan View

Front View

Side View

4"

G = 4D

B4"

AF

E

10"

4" 4"

PipeSize A B E F G

15" 2' - 6" 1' - 2" 1' - 10" 1' - 2" 5' - 0"18" 2' - 9" 1' - 3" 1' - 11" 1' - 3" 6' - 0"24" 3' - 3" 1' - 4" 2' - 0" 1' - 4" 8' - 0"30" 3' - 9" 1' - 6" 2' - 2" 1' - 6" 10' - 0"36" 4' - 3" 1' - 8" 2' - 4" 1' - 8" 12' - 0"42" 4' - 9" 1' - 10" 2' - 6" 2' - 0" 14' - 0"48" 5' - 3" 2' - 1" 2' - 9" 2' - 0" 16' - 0"54" 5' - 9" 2' - 6" 3' - 2" 2' - 3" 18' - 0"



Endwall for 12" Through 48" Pipe (Double Pipe) 3.5


Materials & Features:

(1.) Structural design specifications conform to latest ASTM C 913 specifications for "Precast Concrete

Water and Wastewater Structures".

(2.) Concrete compressive strength 4,000 psi minimum.

(3.) Steel reinforcing design to conform to the requirements of ASTM C 890 Specifications for "structural design

loading for water and wastewater structures" and shall utilize grade 60 re-bars conforming to the requirements of

ASTM A 615 or WWF conforming to the requirements of ASTM A 185 or both.

(4.) Additional reinforcing at openings.

(5.) Pipe penetration to be as per job requirements. Pipe to be grouted by contractor as per GDOT requirements.

Isometric View

"H"

"B"

"L"

9"

Basic Dimensions

"A"

See Note #5 (typ.)

"M"

"A"

I.D. "D" "D" "D"

Pipe (RCP) (DIP) (CMP) "H" "B" "L" "M" "A"

(In.) (In.) (In.) (In.) (In.)

12 20 16 18 4'-0" 2'-0" 8'-2" 2'-2" 8

15 26 N/A 20 4'-0" 2'-0" 8'-2" 2'-2" 8

18 26 22 24 4'-0" 2'-0" 8'-7" 2'-7" 8

24 32 28 30 4'-0" 2'-0" 11'-5" 3'-5" 8

30 42 36 36 5'-0" 2'-6" 13'-3" 4'-3" 8

36 48 42 42 5'-4" 2'-8" 16'-0" 5'-0" 10

42 54 N/A 48 6'-0" 3'-0" 18'-5" 5'-10" 10

48 62 N/A 54 6'-8" 3'-4" 21'-0" 6'-8" 10

"D"

"D"



-No Scale-



3.6GDOT Standard Safety End Section


Joint Design to fit Inlet

or Outlet End of Pipe

as Specified

NOTE:

F'c = 4,000 psi.

Bells or Spigots Available.

Pipe T D H LDiameter (Min)

15" 3" 15" 21" 4' - 6"

18" 3" 18" 24" 6' - 0"

24" 3" 24" 30" 9' - 0"

30" 4" 30" 38" 12' - 6"

B

A

Plan View(Bar Grate not Shown)

6"

Min.

2" CL

Typ.

Section B-B

L

6 : 1 Slope

B

A

Min. 2 Lines of

Circum. Reinf.2"

CL

Typ.

H D

A

A

T6"

Max.

T

#4 Rebar, Each Side

T

T

Alternate 3



3.7GDOT Safety Inlet Type G1 for 18" Pipe



Specifications

(1.) 4,000 p.s.i. CONCRETE.

(2.) STEEL: Base Slab - #4 @ 12" 0.C.E.W.

Walls - #4 @ 12" 0.C.E.W. with additional

bars around opening.

(3.) WEIGHT: 6,180 Lbs.

NOTE:

(a.) GRANITE ROCK REQUIRED.

(b.) REBAR GRATE AVAILABLE.

7' - 0"1' - 6"

12"

8"

1' - 5"

4' -

10"

3"

3' -

5 3 /

4"

6 1/4" 4 1/4"

9"1'

- 8

1 /2"

6' - 10 1/8"

4' - 10"

3' -

5 3 /

4"3' - 10"

8" 8"

1' -

0"

3' -

10"

8"

5 1/2"

1' - 0"6' - 0 1/8"

6"

8"8"



GDOT Safety Inlet Type G1 for 24" Pipe 3.8



Specifications


(2.) STEEL: Base Slab - #4 @ 12" 0.C.E.W.

Walls - #4 @ 12" 0.C.E.W. with additional


(3.) WEIGHT: 8,380 Lbs.

NOTE:


(b.) REBAR GRATE AVAILABLE.

9' - 6"2' - 0"

12"

8"

1' - 11"

5' -

4"

3"

4' -

1"

6 1/4" 4 1/4"

9"2'

- 3

3 /4"

9' - 3 3/16"

5' - 4"

4' -

1"

4' - 4"

8" 8"

1' -

0"

4' -

4"

8"

6 3/4"

1' - 0"8' - 5 3/16"

6"

8"8"



3.915" Headwall with Apron



Specifications

(1.) 4,000 p.s.i. concrete.

(2.) #4 @ 12" C/C

(3.) All walls 6" thick.

2' -

9"

NOTE:

(1.) Dimensions adapt to our forms.

(2.) Also available for 15" CMP.

4' - 2"

2' - 9"

6' - 3"

6"12" 6"

1' -

3"

3' -

9"

12"

20" Hole

(Sink 3")

1' -

7"

6"

2'-5

"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C


2' -

9"

NOTE:


(2.) Also available for 18" & 24" CMP.

4' - 2"

2' - 9"

6' - 3"

6"12" 6"

2' -

1"

3' -

9"

12"

26" Hole

(Sink 4")

1' -

7"

6"

2'-5

"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C


3' -

4"

NOTE:



4' - 9"

3' - 5"

7' - 2"

6"12" 6"

2' -

6"

4' -

4"

12"

34" Hole

(Sink 3")

2' -

0"

2'-1

1"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C


NOTE:



4' - 9"

3' - 5"

7' -2"

4' -

4"

12"

39" Hole

(Sink 4")

2' -

0"

12"

2' -

6" 3'

- 4

"6"

6"

2' - 1

1"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C


NOTE:



5' - 10"

4' - 4"

9' - 2"

5' -

4"

12"

48" Hole

(Sink 4")

2' -

6"

12"

3' -

3" 4'

- 4

"6"

6"

3' - 7

"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C


NOTE:



6' - 9"

5' - 4"

11' - 2"

6' -

4"

18"

3' -

0"

12"

4' -

0" 54" Hole

(Sink 9")5' -

4"

6"6"

4' - 2"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C


NOTE:


6' - 9"

5' - 4"

11' - 2"

5' -

4"

3' -

0"

4' -

0"

62" ø Hole

12"

1' -

0"

6"

6' -

4"

6"6"

4' - 2

"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C


NOTE:



7' - 6"

6' - 3"

11' - 7"

7' -

0"

4' -

6"

72" ø Hole

(Sink 9")12

"

12"

6' -

0"

6"6"

4' - 5

"

3' -

6 1 /

2"






Specifications


(2.) #4 @ 12" C/C


NOTE:


7' - 6"

6' - 3"

11' - 7"

7' -

0"

4' -

6"

76" ø Hole

(Sink 9")12

"

12"

6' -

0"

6"6"

4' - 5

"

3' -

6 1 /

2"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C

NOTE:


(2.) Also available for 78'', 84" & 96" CMP.

9' - 4"

8' - 1"

13' - 0"

9' -

6"

3' -

4"

5' -

0"

84" ø Hole

(Sink 9")24

"

12"

7' -

6"

6"6"

8"

5' - 0

"

6"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C

NOTE:


9' - 4"

8' - 1"

13' - 0"

9' -

6"

3' -

4"

5' -

0"

90" ø Hole

(Sink 9")24

"

12"

7' -

6"

6"6"

8"

5' - 0

"

Hole Normally Flush

6"






Specifications


(2.) #4 @ 12" C/C

NOTE:


9' - 4"

8' - 1"

13' - 0"

9' -

6"

3' -

4"

5' -

0"

105" ø Hole

(Sink 9")24

"

12"

7' -

6"

6"6"

8"

5' - 0

"

Hole Normally Flush

6"



3.2112" x 18" Headwall with Apron



Specifications


(2.) #4 @ 12" C/C

2' -

9"

NOTE:



2' -

5"2' - 9"

6' - 3"

6"12" 6"

2' -

1"

3' -

9"

11"

22" H x 28" W

(Sink 2.5")

1' -

7"

6"

4' - 2"

6"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C

3' -

4"

NOTE:



4' - 9"

3' - 5"

7' - 2"

6"12" 6"

2' -

6"

4' -

4"

12"

24" H x 34" W

(Sink 2.75")

2' -

0"

6"

2'-1

1"

Hole Normally Flush






Specifications


(2.) #4 @ 12" C/C

2' -

6"

NOTE:



4' - 9"

3' - 5"

7' - 2"

6"12" 6"

3' -

4" 4' -

4"

12"

30" H x 40" W

(Sink 3.25")

2' -

0"

2'-1

1"

Hole Normally Flush



4' Diameter

Precast Manhole

Manholes

No Base

4.1

-No Scale-



48" I.D.

Base S

ection

2' -

0"

to 4

' - 0

"A

s R

equired

Shallow

(W / Alternate Slab Top)

Ris

er

1' -

0"

to 4

' - 0

"A

s R

equire

d

2' t

hru

4' c

one s

ect

ion

As R

eq

uire

d

Note

6

12"Typ.

5" Wall

C.I. MHFrame & Cover(Typ.)

Isometric View

"H"


(1.) Manhole design specifications conform to latest ASTM C 478 specifications for "Precast Reinforced Concrete Manhole Sections". (2.) Concrete compressive strength 4,000 psi min. (3.) Steel reinforcing designed to conform to the requirements of ASTM C 478 and shall utilize grade 60 re-bars conforming to the requirements of ASTM A 615 or WWF conforming to the requirements of ASTM A 185 or drawn wire conforming to the requirements of A82 or a combination thereof. (4.) Designed for H-20 loading. (5.) Steps shall be steel reinforced copolymer polypropylene and meet the requirements of ASTM C478. See Typical Step Detail. (6.) Contractor to adjust to grade as required. 4" or 6" grade rings to be supplied by Hanson or to be field adjusted, using approved methods, by contractor. (7.) Pipe penetration to be as per job requirements. Pipe to be installed by contractor. See Typical Manhole Pipe Connection Detail. (8.) Cast iron ring and cover to be as per specifications supplied by either Hanson or customer. (9.) Joints to be sealed with preformed butyl rubber joint sealant meeting requirements of ASTM C 990. See Typical Manhole Section Joint Detail.(10.) Regular base shown. Also available with extended base.(11.) 16" spacing available as required.

6"

8" at Top

See Note 10.Section View

24" or 30"Available

6" Standard(8" Available)

Ref. Note 11.

6' Base Availableto Rincon.



5" Typ.

4' Diameter Precast

Manhole Concentric Cone

Manholes

Section View

4.2

-No Scale-



See Note #7

4" Grade Ringsper Detail "A"

Isometric View


(1.) Manhole design specifications conform to latest ASTM C 478 specifications for "Precast Reinforced Concrete Manhole Sections". (2.) Concrete compressive strength 4,000 psi min. (3.) Steel reinforcing designed to conform to the requirements of ASTM C 478 and shall utilize grade 60 re-bars conforming to the requirements of ASTM A 615 or WWF conforming to the requirements of ASTM A 185 or drawn wire conforming to the requirements of A82 or a combination thereof. (4.) Designed for H-20 loading. (5.) Steps shall be steel reinforced copolymer polypropylene and meet the requirements of ASTM C 478. See Typical Step Detail. (6.) Contractor to adjust to grade as required. 4" or 6" grade rings to be supplied by by Hanson or to be field adjusted, using approved methods, by contractor. (7.) Cast iron ring and cover to be as per specifications supplied by either Hanson or customer.

2' -

0"

2' - 0"

Dia.

4' - 10" O.D.

8"

4"

8"

8"

Detail "A"

Grade Rings

4' - 0" I.D.

See Note #7

See Note #6

See Note #5



4' Diameter Precast

Manhole Eccentric Cone

Manholes

Section View

-No Scale-



See Note #8

4" Grade Ringsper Detail "A"

Isometric View


(1.) Manhole design specifications conform to latest ASTM C 478 specifications for "Precast Reinforced Concrete Manhole Sections". (2.) Concrete compressive strength 4,000 psi min. (3.) Steel reinforcing designed to conform to the requirements of ASTM C 478 and shall utilize grade 60 re-bars conforming to the requirements of ASTM A 615 or WWF conforming to the requirements of ASTM A 185 or drawn wire conforming to the requirements of A82 or a combination thereof. (4.) Designed for H-20 loading. (5.) Steps shall be steel reinforced copolymer polypropylene and meet the requirements of ASTM C 478. See Typical Step Detail. (6.) Contractor to adjust to grade as required. 4" or 6" grade rings to be supplied by Hanson or to be field adjusted, using approved methods, by contractor. (7.) Cast iron ring and cover to be as per specifications supplied by either Hanson or customer.

2' -

0" 2' - 0"

Dia.

4' - 10" O.D.

8"

4"

8"

8"

Detail "A"

Grade Rings

4' - 0" I.D.

See Note #8

See Note #7

See Note #6

4.3



5' Diameter Precast

Manhole

Manholes

4.4

-No Scale-



Base S

ection

2' -

0"

to 6

' - 0

"A

s R

equired

Ris

er

1' -

0"

to 6

' - 8

"A

s R

equire

d

2',

3' o

r 4

' Co

ne

Se

ctio

n

As R

eq

uire

d

Note

7

12"Typ.

6" Typ.

5" Cone notAvailable inAthens.

Isometric View


(1.) Manhole design specifications conform to latest ASTM C 478 specifications for "Precast Reinforced Concrete Manhole Sections". (2.) Concrete compressive strength 4,000 psi min. (3.) Steel reinforcing designed to conform to the requirements of ASTM C 478 and shall utilize grade 60 re-bars conforming to the requirements of ASTM A 615 or WWF conforming to the requirements of ASTM A 185 or drawn wire conforming to the requirements of A82 or a combination thereof. (4.) Designed for H-20 loading. (5.) Steps shall be steel reinforced copolymer polypropylene and meet the requirements of ASTM C 478. See Typical Step Detail. (6.) Contractor to adjust to grade as required. 4" grade rings to be supplied by Hanson or to be field adjusted, using approved methods, by contractor. (7.) Pipe penetration to be as per job requirements. Pipe to be installed by contractor. See Typical Manhole Pipe Connection Detail. (8.) Cast iron ring and cover to be as per specifications supplied by either Hanson or customer. (9.) Joints to be sealed with preformed butyl rubber joint sealant meeting requirements of ASTM C 990. See Typical Manhole Section Joint Detail.(10.) Regular base shown. Also available with 7" extended base.(11.) 16" Step Spacing Available as Required.

6" or 8"

8" at Top

Alternate Flat Top

See Note 10.

Section View

5'-0" Dia.

24" or 30"Available

24" or 30" Available


Max. Base Height5' - 6" in Athens.

Ref. Note 11.




5' Diameter Precast

Manhole / Reduced

Manholes

Section View

4.5

-No Scale-



2' T

hru

4'

Cone S

ect

ion

As R

eq

uire

d

5" Typ.


24" I.D.or

30" I.D.

6" Std., 8" available

8"


(1.) Manhole design specifications conform to latest ASTM

C 478 specifications for "Precast Reinforced Concrete

Manhole Sections".

(2.) Concrete compressive strength 4,000 psi min.

(3.) Steel reinforcing designed to conform to the requirements

of ASTM C 478 and shall utilize grade 60 re-bars conforming

to the requirements of ASTM A 615 or WWF conforming to

the requirements of ASTM A 185 or drawn wire conforming

to the requirements of A82 or a combination thereof.

(4.) Designed for H-20 loading.

(5.) Steps shall be steel reinforced copolymer polypropylene

and meet the requirements of ASTM C 478. See

Typical Step Detail.

(6.) Contractor to adjust to grade as required. 4" or 6" grade

rings to be supplied by Hanson or to be field adjusted,

using approved methods, by contractor.

(7.) Pipe penetration to be as per job requirements. Pipe to

be installed by contractor. See Typical Manhole Pipe

Connection Detail.

(8.) Cast iron ring and cover to be as per specifications

supplied by either Hanson or customer.

(9.) Joints to be sealed with preformed butyl rubber joint

sealant meeting requirements of ASTM C 990. See

Typical Manhole Section Joint Detail.

(10.) 16" step spacing available as required.

1' t

hru

4'

Ris

er

Sect

ions

As R

equired

1' th

ru 6

'

Ris

er

Sections

As R

equired

2' th

ru 6

'

Base S

ection

As R

equired

ReducerSection

6" Typ.

See Notes #5 & 10

See Note #9

4" Grade Rings perDetail "A" on Page 4.3

Isometric View

See Note #7

5'-0" Dia.

4'-0" Dia.

12"

Typ

.

Extended Base Available

Alternate Flat Top


7"


(30" I.D. AvailableIn 2' - 0" Cone Only.)



6' Diameter Precast

Manhole / Reduced

Manholes

Section View

4.6

-No Scale-



2' T

hru

4'

Cone S

ect

ion

As R

eq

uire

d

5" Typ.


24" I.D.or

30" I.D.

8"

12"




Manhole Sections".
















Connection Detail.





Typical Manhole Section Joint Detail.(10.) Regular base shown. Also available with extended base.(11.) 16" step spacing available as req'd.

1' t

hru

4'

Ris

er

Sect

ions

As R

equired

1' th

ru 6

'

Ris

er

Sections

As R

equired

1'-4"

thru

6'

Base S

ection

As R

equired

ReducerSection

7" Typ.

See Note #6

See Note #11

4'-0" Dia.


Isometric View

See Note 10. 7"

See Note #7

6'-0" Dia.

12"

Typ

.

Alternate Flat Top






See Note #7

7' Diameter Precast

Manhole / Reduced

Manholes

Section View

4.7

-No Scale-



7'-0" Dia.

2' T

hru

4'

Cone S

ect

ion

As R

equired

5" Typ.


24" I.D.or

30" I.D.

8"

12"




Manhole Sections".











(6.) Contractor to adjust to grade as required. 4" grade rings

to be supplied by Hanson or to be field adjusted, using

approved methods, by contractor.



Connection Detail.





Typical Manhole Section Joint Detail.(10.) Regular base shown. Also available with 7" extended base.(11.) 16" step spacing available as required.

1' t

hru

4'

Ris

er

Sect

ions

As R

equired

1' t

hru

7'-6"

Ris

er

Se

ctions

As R

equired

As R

equired

ReducerSection

8" Typ.

See Note #5

See Note #9


Isometric View

See Note 10. 7"

4'-0" Dia.

12"

Typ

.

2' t

hru

7'-6"

Rin

con

2' t

hru

6'-10 A

thens

Base S

ection

See Note #11

Alternate Flat Top


12"





See Note #7

8' Diameter Precast

Manhole / Reduced

Manholes

Section View

4.8

-No Scale-



8'-0" Dia.

2' T

hru

4'

Cone S

ect

ion

As R

eq

uire

d

9" Typ.


12"




Manhole Sections".
















Connection Detail.





Typical Manhole Section Joint Detail.(10.) Regular base shown. Also available with extended base.(11.) 16" step spacing available as required.

1' t

hru

4'

Ris

er

Sect

ions

As R

equired

2' th

ru 8

'

Ris

er

Sections

As R

equired

2' th

ru 7

'

Base S

ection

As R

equired

ReducerSection

9" Typ.

See Note #5

See Note #9

Isometric View

See Note 10. 14"

4'-0" Dia.

12"

12"

Typ

.24" I.D.

or30" I.D.

Alternate Flat Top

12"


*

- Reduction of base slab thickness increases baseheight by same amount.*

See Note #11




See Note #7

10' Diameter Precast

Manhole / Reduced

Manholes

Section View

4.9

-No Scale-



10'-0" Dia.

2' T

hru

4'

Co

ne

Se

ctio

n

As R

equired

5" Typ.


12"

15"




Manhole Sections".
















Connection Detail.





Typical Manhole Section Joint Detail.(10.) Regular base shown. Also available with extended base.(11.) 16" step spacing available as required.

1' t

hru

4'

Ris

er

Se

ctio

ns

As R

equired

1' th

ru 6

'

Ris

er

Sections

As R

equired

2' th

ru 5

' -

6"

Base S

ection

As R

equired

ReducerSection

11" Typ.

See Note #5

See Note #9


Isometric View

See Note 10.

4'-0" Dia.

12"

Typ

.

24" I.D.or

30" I.D.

Alternate Flat Top

8"


See Note #11

14" *

- Extended base square or octagonal only.*




See Note #7


Manhole / Reduced

Manholes

Section View

4.10

-No Scale-



12'-0" Dia.

2' T

hru

4'

Co

ne

Se

ctio

n

As R

equired

5" Typ.


18"




Manhole Sections".











(6.) Contractor to adjust to grade as required. 4" & 6" grade





Connection Detail.






(10.) 16" step spacing available as required.

1' t

hru

4'

Ris

er

Se

ctio

ns

As R

equired

1' th

ru 6

'

Ris

er

Section

s

As R

equired

2' th

ru 5

'

Base S

ection

As R

equired

24"ReducerSection

12" Typ.

See Note #5

See Note #9


Isometric View

4'-0" Dia.

12"

12"

Typ

.

24" I.D.or

30" I.D.

Alternate Flat Top

8"


See Note #10



Typical Manhole

Step Detail4.11

12"

Typ.

Section A-A

1/2" Grade 60 Steel

Reinforcement CopolymerPolypropylene Plastic

1 1/8"


(1.) Step design, installation, and material shall meet the requirements of ASTM C478. (2.) Plastic material consists of super high impact resistant copolymer polypropylene and conform to specific requirements as detailed in ASTM D4101. (3.) Reinforcing steel shall be 1/2 " rebar,

grade 60 and meet the requirements

of ASTM A615. (4.) Step width and spacing are consistant with the latest requirements of OSHA. (5.) Manufacturer's literature available upon request. (6.) 16" spacing available.

11"

Manholes

3 3

/ 8"

9 1

/ 8"

5 3/4"

5 3/4"

1 1/8"

3 3

/ 8"

9 1

/ 8"

12"

12"

10 3/4"

A

A

B

B

Section B-B

1/2" Grade 60 Steel

Reinforcement CopolymerPolypropylene Plastic

1"

1 1/4"

(Ref. N

ote

6)



-No Scale-



Manhole Pipe Connection Detail

Grout Type - Rigid Connection4.12

Non-Shrink GroutBy Contractor

Manholes

Note:

(1.) Pipe connection detail used shall be consistent with the Specific job requirements

as well as the pipe size and type, and the structure to be used

(2.) Rigid connections shall be made on site by the contractor and

meet GDOT requirements for mortar joint connections.

Isometric View



-No Scale-




Boot Type - Flexible Connection

Manholes

Note:



(2.) Flexible connectors shall meet the requirements of ASTM C923 Specifications

for Resilient Connectors Between Reinforced Concrete Manhole Structures.

(3.) Compression rings, see literature.

(4.) Manufacture's literature available upon request.

Isometric View

See Notes #3 & #4

4.13



-No Scale-




Compression Gasket - Flexible Connection4.14

See Note 3

Manholes

Note:



(2.) Flexible connectors shall meet the requirements of ASTM C923 Specifications

for Resilient Connectors Between Reinforced Concrete Manhole Structures.


(4.) Not available in all markets.

Isometric View



-No Scale-



Typical Manhole

Section Joint Detail - Rincon4.15

Manholes

Note:

(1.) Butly rubber section joint design conforms to latest

ASTM C 478 specifications.

(2.) Buty rubber sealant conforms to ASTM C 990. AASHTO M-198

and federal specifications.


Section View

Annular Area

Joint Depth

Wall Thickness

Basic Dimensions - Rincon Plant

Annular Butyl % of LF of Number

Manhole Wall Joint Butyl Area of Rubber Fill In Butyl of Butyl

Diameter Thickness Depth Size Joint Area Joint Rubber Rolls

48" 5" 4" 1" 0.531 0.785 148 14.5 1

60" 6" 5" 1 1/4" 0.893 1.23 138 17.5 1.5

72" 7" 5" 1 1/2" 1.50 1.77 118 20.5 2

84" 7" 5" 1" 0.625 0.785 126 24.0 2

96" 8" 5" 1" 0.496 0.785 167 27.5 3

120" 10" 5" 2" 2.5 3.14 126 34.5 4



-No Scale-



Typical Manhole

Section Joint Detail - Athens4.16

Manholes

Note:

(1.) Butly rubber section joint design conforms to latest

ASTM C 478 specifications.

(2.) Buty rubber sealant conforms to ASTM C 990. AASHTO M-198

and federal specifications.


Section View

Annular Area

Joint Depth

Wall Thickness

Basic Dimensions - Athens Plant

Annular Butyl % of LF of Number

Manhole Wall Joint Butyl Area of Rubber Fill In Butyl of Butyl

Diameter Thickness Depth Size Joint Area Joint Rubber Rolls

48" 5" 4" 1" 0.531 0.785 148 14.5 1

60" 6" 6" 1 1/4" 0.893 1.23 138 17.5 1.5

72" 7" 6" 1 1/2" 1.50 1.77 118 20.5 2

84" 8" 7" 1" 0.625 0.785 126 24.0 2

96" 9" 6" 1" 0.496 0.785 167 27.5 3

120" 11" 6" 2" 2.5 3.14 126 34.5 4



4' Diameter Manhole

Product Information Sheet

Manholes

4.17

Isometric View

of Components

-No Scale-



Note:

(1.) Above base weights do not include precast inverts.

(2.) Can make any height needed.

Dia./Ft. Section Height/Ft. Weight/ Lbs.

4' Riser 1.0 900

4' Riser 1.33 1,200

4' Riser 2.0 1,800

4' Riser 2.67 2,400

4' Riser 4.0 3,500



4' Base 1.33 2,500

4' Extended Base 1.33 3,200

4' Base 2.0 3,100


4' Base 2.67 3,700


4' Base 3.0 4,000


4' Base 4.0 4,900


Grade Rings: 4" & 6" Heights

Athens Stock Heights (Ft.): 1.0, 2.0, 3.0 & 4.0

Athens Stocks 18" - 72" Diameters in 6" Increments.

4' Cone 2.0 1,800

4' Cone 3.0 2,700

4' Cone 4.0 3,500

4' Flat Top 0.50 Std. 2,100

4' Flat Top 0.67 (Avail.) 2,100



5' Diameter Manhole


Manholes

4.18

Isometric View

of Components -No Scale-




5' Riser 1.0 1,300

5' Riser 1.33 1,700

5' Riser 2.0 2,500

5' Riser 2.67 3,400

5' Riser 3.0 3,900

5' Riser 4.0 5,100

5' Riser 5.0 6,500

5' Riser 6.0 7,800


5' Base 1.33 4,500


5' Base 2.0 5,400


5' Base 3.0 6,700


5' Base 4.0 8,000


5' Base 5.0 9,200


5' Base 6.0 10,500



Note:


All Product Made to Order; None Stocked.

5' Flat Top 0.67 3,400

5'/4' Adapter 0.67 3,400



6' Diameter Manhole


Manholes

4.19

Isometric View

of Components

-No Scale-



6' Flat Top 0.67 4,900

6'/4' Adapter 1.0 6,800


6' Riser 1.0 1,800

6' Riser 2.0 3,500

6' Riser 3.0 5,300

6' Riser 4.0 7,100

6' Riser 5.0 8,900

6' Riser 6.0 10,600



Note:


(2.) Risers & Bases can be made to any height.


6' Base 1.33 6,400


6' Base 2.0 7,500


6' Base 3.0 9,300


6' Base 4.0 11,100


6' Base 5.0 12,800


6' Base 6.0

6' Extended Base 6.0



7' Diameter Manhole


Manholes

4.20

Isometric View

of Components

-No Scale-






Note:


(2.) Risers available any size between 24" - 72".

(3.) Bases available any size up to 84".


7' Base 1.33 8,000


7' Base 2.0 9,300


7' Base 3.0 11,300


7' Base 4.0 13,400


7' Base 5.0 15,400


7' Base 6.0 17,400


7' Base 7.0 19,500


7' Riser 2.0 4,100

7' Riser 3.0 6,100

7' Riser 4.0 8,200

7' Riser 5.0 10,200

7' Riser 6.0 12,300

7' Riser 7.0 14,300

7' Riser 7.5 15,400

7' Flat Top 0.67 6,000

7'/4' Adapter 1.0 8,600



8' Diameter Manhole


Manholes

4.21

Isometric View

of Components

-No Scale-







Note:



(3.) Bases available any size between 24" - 84".

8' Flat Top 0.67 8,000

8'/4' Adapter 1.0 11,300

8' Riser 2.0 5,400

8' Riser 3.0 8,200

8' Riser 4.0 10,900

8' Riser 5.0 13,600

8' Riser 6.0 16,300

8' Riser 7.0 18,900

8' Riser 8.0 21,600

8' Base 1.33 10,400


8' Base 2.0 12,200


8' Base 3.0 15,000


8' Base 4.0 17,700


8' Base 5.0 20,400


8' Base 6.0


8' Base 7.0




10' Diameter Manhole


Manholes

4.22

Isometric View

of Components

-No Scale-







Note:



(3.) Bases available any size between 24" - 60".

(4.) All extended bases square or octogonal.

10' Flat Top 0.67 12,400

10'/4' Adapter 1.25 21,500

10' Riser 2.0 8,400

10' Riser 3.0 12,600

10' Riser 4.0 16,800

10' Riser 5.0 21,000

10' Riser 6.0 25,200

10' Base 1.33 21,400


10' Base 2.0 24,200


10' Base 3.0 28,400


10' Base 4.0 32,600


10' Base 5.0 36,800




12' Diameter Manhole


Manholes

4.23

Isometric View

of Components

-No Scale-






Note:

Above base weights do not include precast inverts.

Must bring form in from GCS

12' Riser 1.0 6,000

12' Riser 2.0 12,100

12' Riser 3.0 18,100

12' Riser 4.0 24,200

12' Riser 5.0 30,200

12' Riser 6.0 36,200

12' Flat Top 0.83 25,100

12'/4' Adapter 1.50 21,500

12' Base 1.33 30,800

12' Base 2.0 34,900

12' Base 3.0 40,900

12' Base 4.0 47,000

12' Base 5.0 53,000



4' Diameter Precast

Wet Well

Wet Wells

Section View

5.1

-No Scale-



5" Typ.

12" Typ.

6"



C478 specifications for "Precast Reinforced Concrete

Manhole Sections".



of ASTM 478 and shall utilize grade 60 re-bars conforming

to the requirements of ASTM A615 or WWF conforming to

the requirements of ASTM A185 or drawn wire conforming





and meet the requirements of ASTM C478. See


(7.) Total Height per job specifications.



Connection Detail.

(9.) Cast in hatch to be as per specifications, supplied by

either Hanson or customer.


sealant meeting requirements of ASTM C990. See


(11.) Regular base shown. Also available with 7" extended

base.

(12.) 16" step spacing available.

2' th

ru 6

'

Base S

ection

As R

equired

1' th

ru 4

'

Ris

er

Sections

As R

equired

See Note #9

Isometric View

4'-0" Dia.

See Note #6

10"

7"

See Note #10

6"

See Note #8

4'-10" O.D.

See Note #11

See Note #12



6'-0" O.D.

5' Diameter Precast

Wet Well

Wet Wells

Section View

5.2

-No Scale-



6" Typ.

12" Typ.

6"




Manhole Sections".















Connection Detail.






(11.) Regular base shown. Also available with extended 7" base.


2' t

hru

66"

Base S

ection

As R

equired

1' th

ru 6

'

Ris

er

Sections

As R

equired

See Note #9

Isometric View

5'-0" Dia.

See Note #6

14"

7"

See Note #10

8"

See Note #8

See Note #11

See Note #12



7'-2" O.D.

6' Diameter Precast

Wet Well

Wet Wells

Section View

5.3

-No Scale-



7" Typ.

12" Typ.

6"




Manhole Sections".















Connection Detail.






(11.) Regular base shown. Also available with extended 7" base.


2' th

ru 6

'

Base S

ection

As R

equired

2' th

ru 6

'

Ris

er

Sections

As R

equired

See Note #9

Isometric View

6'-0" Dia.

See Note #6

14"

7"

See Note #10

8"

See Note #8

See Note #11

See Note 12



7' Diameter Precast

Wet Well

Wet Wells

Section View

5.4

-No Scale-



8" Typ.

12" Typ.

8"




Manhole Sections".















Connection Detail.





Typical Manhole Section Joint Detail.(11.) Regular base shown. Also available with extended base.(12.) 16" step spacing available.

2' t

hru

82"

Base S

ection

As R

equired

2' t

hru

90"

Ris

er

Sections

As R

equired

See Note #9

Isometric View

7'-0" Dia.

See Note #6

15"

7"

See Note #10

8"

100" O.D.

See Note #8

See Note #11

See Note #12



8' Diameter Precast

Wet Well

Wet Wells

Section View

5.5

-No Scale-



9" Typ.

12" Typ.

8"




Manhole Sections".















Connection Detail.





Typical Manhole Section Joint Detail.(11.) Regular base shown. Also available with extended base.(12.) 16" step spacing available.

2' t

hru

88"

Base S

ection

As R

equired

2' th

ru 8

'

Ris

er

Sections

As R

equired

See Note #9

Isometric View

8'-0" Dia.

See Note #6

14"

14"

See Note #10

8"

114" O.D.

See Note #8

See Note #11

See Note #12




Wet Well

Wet Wells

Section View

5.6

-No Scale-



11" Typ.

12" Typ.

12"




Manhole Sections".















Connection Detail.





Typical Manhole Section Joint Detail.(11.) Regular base shown. Also available with extended base.(12.) 16" step spacing available.(13.) Extended bases must be square or octagonal.

1' th

ru 5

'

Base S

ection

As R

equired

1' th

ru 6

'

Ris

er

Sections

As R

equired

See Note #9Isometric View

10'-0" Dia.

See Note #6

14"

8"

See Note #10

8"

142" O.D.

See Notes #11 & #13

See Note #8

See Note #12



See Note #8


Wet Well

Wet Wells

Section View

5.7

-No Scale-



12" Typ.

12" Typ.

12"




Manhole Sections".















Connection Detail.







1' th

ru 5

'

Base S

ection

As R

equired

1' th

ru 6

'

Ris

er

Sections

As R

equired

See Note #9

Isometric View

12'-0" Dia.

See Note #6

16"

See Note #10

10"

14'-0" O.D.

See Note #11




Rectangular or Square WetwellsVarious Sizes

5.8

Wet Wells

Var

ies

6" min

.

Hatch Cast in as Specified

Varies

Varies

14' - 0" Max. Width

6"

Min.

6" min

.



Knock-out Boxes

MaterialsCONCRETE: 4,000 PSI, Type II cement.

WALL REINFORCING:2 ea. #5 bars each corner.1 ea. continuous #5 around top.

BOTTOM SLAB REINFORCING:#5 @ 12" O.C.E.W.*

6.1


NOTE:

* All Reinforcement to be Grade 40, or equivalent welded wire mesh.

Grate Information

U.S.F. NO. TYPE RATING FLOW AREA(SQ. IN.)

Contact Hanson Pipe & Products for available castings for eachsize box.

Product Dimensions

A B C

2' - 0" 2' - 0" 2' - 0"

2' - 0" 3' - 0" 3' - 0"

2' - 0" 3' - 0" 4' - 0"

3' - 0" 3' - 0" 3' - 0"

3' - 0" 3' - 0" 4' - 0"

3' - 0" 4' - 0" 4' - 0"

4' - 0" 4' - 0" 4' - 0"

B

A6"

6"6"

C

6" 6"




Large Rectangular Storm Structures 6.2


Product SpecificationsSquare and Rectangular Structures are available upon request.

Inside dimensions, wall thickness, slab thickness and

reinforcement per requirements.


OptionalTop

Var

ies

Varies

4"

Varie

sVa

ries

Varie

s

Varies Varies

As Required

Note:

Contact local plant for available sizes.



6.3



As Specified

D

Varies

A

C

B

CBrick Adjustment

See Note **24"ø or 32"ø

Product Dimensions

A B C D

4' - 0" 5" 6" ASTM C-478

5' - 0" 6" 6" or 8" ASTM C-478

6' - 0" 7" 6" or 8" ASTM C-478

8' - 0" 9" *12" ASTM C-478

10' - 0" 11" *12" ASTM C-478

12' - 0" 12" *12" ASTM C-478

MaterialsCONCRETE: 4,000 PSI.

WALL REINFORCING: per ASTM C-478 Standard.

NOTE:

(a) All reinforcement to be Grade 40, or equivalent welded wire mesh.

(b) All reinforcement as required per design.

(c) 144" form in Florida can be borrowed for production.

(d) All Reinforcement to be Grade 40, or equivalent welded wire mesh.

* Base slab thickness as required - Can be seperate spigoted base or

monolithic using secondary pour.

** Variable grade adjustment by grade rings or brick as required.

Storm Manhole, 48" - 144" Diameterwith Topslab



See note (c)



NOTE:

(a) All Reinforcement to be Grade 40, or equivalent welded wire mesh.

(b) All reinforcement as required per design.

(c) 5" min. wall for 48"ø.

* Base slab thickness as required - Can be seperate spigoted base or

monolithic using secondary pour.


Storm ManholeReducer Type with Topslab

6.4



As Specified

D

Varies A

14"

B

C

Brick AdjustmentSee Note **

24"ø or 32"ø

Product Dimensions

Varies 48"ø

D10"

AdditionalReinforcing Bars

2 - #6(Typ.)

A B C D

5' - 0" 6" 8" ASTM C-478

6' - 0" 7" 8" ASTM C-478

8' - 0" 9" *12" ASTM C-478

10' - 0" 12" *12" ASTM C-478

12' - 0" 12" *12" ASTM C-478




Storm ManholeReducer Type with Cone

6.5

C


AdditionalReinforcing Bars

2 - #6 (Typ.)


As Specified24"ø

A B

Varies

Varies

D

D48"ø

Product Dimensions

Varies

14"

See note (b)



NOTE:

(a) All Reinforcement to be Grade 40, or equivalent, welded wire mesh.

(b) 5" min. wall for 48"ø.

(c) All reinforcement as required per design.

* Base slab thickness as required - Can be seperate spigoted base or monolithic using secondary pour.


A B C D

5' - 0" 6" 8" ASTM C-478

6' - 0" 7" 8" ASTM C-478

8' - 0" 9" *12" ASTM C-478.

10' - 0" 12" *12" ASTM C-478

12' - 0" 12" *12" ASTM C-478



48" Dia. GDOT 1011A Manhole 6.6


2"

1' - 0"


1 1 /

2"

1 1 /

2"

#4 Ring

Top & Bottom

2 Ea. - #6 Bars

(Typ. 2" Around Opening)

#6 @ 5" C/C

(Typ. Unless Noted)

2"

Materials4,000 p.s.i. CONCRETE.

WALL REINFORCING:per ASTM C-478 Standard w/ #5 as shown.

BOTTOM SLAB REINFORCING:#5 @ 12" O.C.E.W.

TOP SLAB REINFORCING:#6 @ 5" O.C.E.W. w/ #4 hoop at perimeter.


24" ø

48" ø5"

Var

ies

8"8"

NOTE:


(b.) All reinforcement to be grade 60 rebar.

(c.) Steps @ 12" O.C. as required.


8"

2"2

ea. #

5 ba

rsat

eac

h ho

le.

Top Slab - 1840#

24" ø

58" ø2"



3' x 3' GDOT 1019A Drop Inlet 6.7



WALL REINFORCING:3 x 4 W3.1 / W4.1 WWF - 65 KSI


TOP SLAB REINFORCING:#4 @ 6" O.C.E.W.

NOTE:


(b.) Steps @ 12" O.C. as required.

(c.) Extended base can be provided if required by design.

3' - 0"

3' -

0"

6"6"

6"V

arie

s

6" 6"

12 3/8"

1 1 /

2"


23 1/4"

12 3/8"

8.5"

8.5"

31"

8"

Not

Pro

ject

Nor

th

N

Top Slab - 1,500#

USF #4607-6151 Cast-In



48" Dia. GDOT 1019A Drop Inlet 6.8



WALL REINFORCING:ASTM C-478


TOP SLAB REINFORCING:#6 @ 6" O.C.E.W. w/ 6 ea.#8 diag.


NOTE:


(b.) Steps @ 12" C/C as required.

6"V

arie

s

11 5/8"


23 1/4"

11 5/8"

15.5

"

31"

5"

8"

Top Slab - 1,700#

USF #4607-6151 Cast-In

2 ea

. #5

Bar

s at

Eac

h H

ole

1 1 /

2"

15.5

"

48" ø

58" ø




6.92' x 2' GDOT 1019A Type E Curb Inlet



WALL REINFORCING:#4 @12" O.C.E.W. w/ additional #4 as shown.


NOTE:


(b.) ATHENS - 48" MAX. BASE HEIGHT; USE OF RISERS

FOR TALLER STRUCTURES.

** Variable grade adjustment by brick as required.

2' - 0"

2' -

0"

6"6"

6"V

arie

s

6" 6"


2"

2"

18"

18"#4 Bar

USF #5151-6151GaDOT FGH



48" Dia. GDOT 1019A Type E Curb Inlet 6.10



WALL REINFORCING:ASTM C-478


TOP SLAB REINFORCING:#4 @ 9" O.C.E.W. w/ 2 ea. #6

(4 sides) around opening.

NOTE:



** Variable grade adjustment by brick as required.



6"V

arie

s

24"

24"

5"

8"

Top Slab - 1,440#

2 ea

. #5

Bar

s at

Eac

h H

ole

1 1 /

2"

48" ø

58"

ø

1' - 0"

USF #5151-6151GaDOT FGH



48" Dia. GDOT 1033D / 1034D Curb Inlet 6.11



6"

1' - 0"

1 1 /

2"

2"

8 ea. #3 Bars

36" x 36" Opng.

48" ø5"

Var

ies

6"8"

2"2

ea. #

5 ba

rsat

eac

h ho

le.

Reducer Slab - 1,080#

2"

2"36"

36"

3 x 4 W3.1 / 4.1 WWF

2"58" ø

24" ±

Field PourAdjustment



BOTTOM SLAB REINFORCING#5 @ 12" O.C.E.W.

REDUCER SLAB REINFORCING#6 @ 6" O.C.E.W. w/6 ea. #8 diagonalbars around opening.

NOTE:



(c.) 1 ea. #Top, Type 1033D, Rgt. w/USF1258-BD, GDOT, R & C

1 ea. #Top, Type 1033D, Lft. w/USF1258-BD, GDOT, R & C

1 ea. #Top, Type 1034D, w/USF1258-BD, GDOT, R & C

Top Slab - Ref: Note (c)

48"



6.123' x 3' GDOT 1033D / 1034D Inlet



WALL REINFORCING:3 x 4 W3.1 / W4.1 WWF - 65 KSI.


TOP SLAB REINFORCING:See Top Slab details; Section.Page: 3.15, 3.16 & 3.17.

NOTE:


(b.) 48" MAX BASE HEIGHT; DEEPER REQUIRES USE OF RISERS.


(c.) 1 ea. #Top, Type 1033D, Rgt. w/USF1258-BD, GDOT, R & C

1 ea. #Top, Type 1033D, Lft. w/USF1258-BD, GDOT, R & C

1 ea. #Top, Type 1034D, w/USF1258-BD, GDOT, R & C -No Scale-All dimensions subject to allowablespecification tolerances.

3' - 0"

3' -

0"

6"6"

6"V

arie

s

6" 6"

Top Slab - See Note (c)

24" ±

Field PourAdjustment



6.13GDOT 1033D - Left Top Slab


Materials4,000 p.s.i. Concrete.

NOTE:


(b.) Weight: 2,340 lbs. -No Scale-All dimensions subject to allowablespecification tolerances.

Nosing Detail

Plan View

Section AA

4 ea. #5 Bars Around Opening

5 ea. #3 x 2' - 10 1/2" @ 3" Ctrs.

8' - 2"

12' - 2"

4' - 0"

2' - 0" 2' - 0"

4' -

0"

2' -

4"

1' -

8"

USF #1258-BD Vented GDOT R/C Cast-In

5 ea. #3 x 4' - 0" @ 3" Ctrs.

6" 9"

3' - 9"

#5 @ 6" OCEW

6"

1 1 /

2" C

LR

1 1 /

2" C

LR

1 1/2"

Typ.

5 ea ~ #3 @ 3" C/C

"W" 6"

#5 @ 6" O.C.E.W.

Broom Finish1"

4 1 /

2"

6"

12

1/2"

Chamfer

1 1 / 2"

1 1 / 2"

1 /8"

Smooth Form Finish

A

A

1 1 / 2"



6.14GDOT 1033D - Right Top Slab



NOTE:


(b.) Weight: 2,340 lbs. -No Scale-All dimensions subject to allowablespecification tolerances.

Nosing Detail

Plan View

Section AA

4 ea. #5 Bars Around Opening

5 ea. #3 x 2' - 10 1/2" @ 3" Ctrs.

8' - 2"

12' - 2"

4' - 0"

2' - 0" 2' - 0"

4' -

0"

2' -

4"

1' -

8"

USF #1258-BD Vented GDOT R/C Cast-In

5 ea. #3 x 4' - 0" @ 3" Ctrs.

6"9"

3' - 9"

#5 @ 6" OCEW

6"

1 1 /

2" C

LR

1 1 /

2" C

LR

1 1/2"

Typ.

5 ea ~ #3 @ 3" C/C

"W" 6"

#5 @ 6" O.C.E.W.

Broom Finish1"

4 1 /

2"

6"

12

1/2"

Chamfer

1 1 / 2"

1 1 / 2"

1 /8"

Smooth Form Finish

A

A

1 1 / 2"



NOTE:


(b.) Weight: 2,420 lbs.

6.15GDOT 1034D - Top Slab


Materials

4,000 p.s.i. CONCRETE.


Nosing Detail

Plan View

Section AA

4 ea. #5 BarsAround Opening

4' - 4"

12' - 8"

4' - 0"

2' - 0" 2' - 0"

4' -

0"

1' -

10"

1' -

8"

5 ea. #3 x 7' - 8" @ 3" Ctrs.

6"

4' - 7"

#5 @ 6" OCEW

1 1 /

2" C

LR

1 1 /

2" C

LR

5 ea ~ #3 @ 3" C/C

"W" 6"

#5 @ 6" O.C.E.W.

Broom Finish1"

4 1 /

2"

6"

12

1/2"

Chamfer

1 1 / 2"

1 1 / 2"

1 /8"

Smooth Form Finish

A A

1 1 / 2"

5 ea. #3 x 2' - 10 1/2" @ 3" Ctrs. (Typ. Both Sides)

4' - 7"3' - 6"

6"

4' - 4"

USF #1258-BD VentedGDOT R/C Cast-In



48" Dia. GDOT 9031-S Inlet 6.16



WALL REINFORCING:ASTM C-478 w/ #5 as shown.


NOTE:


(b.) Top, Type 9031-S, GDOT, Single Weir.

Top, Type 9031-S, GDOT, Double Weir.

48" ø

6" or 8"

Var

ies 5"

1 1 /

2" C

LR.


9 1 /

2"

12"

2 ea

. #5

Bar

s@

ea.

Hol

e

(b.)



2' x 2' GDOT 9031-S Drop Inlet 6.17



WALL REINFORCING:#4 @ 12" O.C.E.W., w/additional #4 as shown.


NOTE:


(b.) 48" HEIGHT ON BASES; DEEPER STRUCTURES

REQUIRE RISERS.

(c.) Top, Type 9031-S, GDOT, Single Weir.

Top, Type 9031-S, GDOT, Double Weir. -No Scale-All dimensions subject to allowablespecification tolerances.

2' - 0"

2' -

0"

6"6"

6"V

arie

s

6" 6"

2"

(b.)

2"

18"

18"#4 Bar

N

Not

Pro

ject

Nor

th

9 1 /

2"



GDOT Type 9031-S Single Weir Top Slab 6.18


SpecificationsSTEEL: PER GDOT REQUIREMENTS.


GA-D.O.T. GRANITE ROCK REQUIRED.

WEIGHT: 3,216 Lbs. -No Scale-All dimensions subject to allowablespecification tolerances.

6' - 0"

6' -

0"

6"6"

6" 6"

6"

A

9 1 /

2"

9 1 /

2"

2' - 0"

2' - 0"

A

B

B

1' -

6"

1' -

6"

1' - 6" 2' - 0" 1' - 6"

1' - 0"

2' - 0" 2' - 0"

4 1 /

2"7

1 / 2"12"

2 1 /

2"

1" 3"

8"

3 x 3 x 1/2" Steel Plate

10 1

/ 2"

10 1

/ 2"

2' - 0"2' - 0"

7 1 / 2"

3' - 0"

3' -

0"

1/2" Steel Plate - Bolted4 Places w/ 1/2" x 6" Bolt,Nut & Washer - Galv.

3"(T

yp.) 3" (Typ.)

5/8" Holes

(4 ea. - Typ.)

1' - 6" 2' - 0" 1' - 6"6"

2"

Top Elev.

2' -

0"

6"

8"

3"

Section A-A

Section B-B



GDOT Type 9031-S Double Weir Top Slab 6.19


SpecificationsSTEEL: PER GDOT SPECIFICATION.


GA-D.O.T. GRANITE ROCK REQUIRED.

WEIGHT: 3,216 Lbs.


6' - 0"

6' -

0"

6"6"

6" 6"

6"

A

9 1 /

2"

9 1 /

2"

2' - 0"

2' - 0"

A

B

B

1' -

6"

1' -

6"

1' - 6" 2' - 0" 1' - 6"

1' - 0"

2' - 0" 2' - 0"

8"

2 1 /

2"

1" 3"

3 x 3 x 1/2" Steel Plate

10 1

/ 2"

10 1

/ 2"

2' - 0"2' - 0"

7 1 / 2"

3' - 0"

3' -

0"

1/2" Steel Plate - Bolted4 Places w/ 1/2" x 6" Bolt,Nut & Washer - Galv.

3"(T

yp.) 3" (Typ.)

5/8" Holes

(4 ea. - Typ.)

1' - 6" 2' - 0" 1' - 6"6"

2"

Top Elev.

2' -

0"

6"

8"

3"

Section A-A

Section B-B



6.20



WALL REINFORCING:#4 @ 12" O.C.E.W. or Equivalent WWF.


TOP SLAB REINFORCING:N/A

NOTE:


(b.) Steps @ 12" C/C as required. -No Scale-All dimensions subject to allowablespecification tolerances.

Varies

Var

ies

6"6"

6"V

arie

s

6" 6"

Grate Not Shown

3" Deep x 3" Wide Recess

Around Interior - Top Wall

3"3"

GDOT Ditch Drop Inlet



Section B-B

Plan View

Section AA

GDOT Median Drop Inlet for 15" Pipe 6.21



WALL REINFORCING:#4 @ 12" O.C.E.W. or Equivalent WWF.


TOP SLAB REINFORCING:N/A

NOTE:


5' - 0"

2' -

0"

6"

6"6"

30"

6"6"


3"

11"

19"

3"

3"

24"

Hol

e

N

4" D x 24" W Slot 3" x 3" Recess N & S Walls

Ref: Section B-B

Inside Wall

B

5' - 6 7/8"

Recess at Inside Walls

North & South

B3"

4"15

"

AA



48" Dia. GDOT 9031-U Junction Box 6.22



1' - 0"

1 1 /

2"

Solid Slab w/LifterWeight: 2,180 lbs.

48" ø5"

Var

ies

8"

2"2

ea. #

5 ba

rsat

eac

h ho

le.

Lifter

58" ø




TOP SLAB REINFORCING#4 @ 12" O.C.E.W.

NOTE:

(a.) GRANITE ROCK REQUIRED - GA. DOT. (b.) Steps @ 12" C/C as required.

6" or 8"



3' x 4' Savannah Type "A" Curb Inlet 6.23



6"

Var

ies

6"

8"8" Deep x 5' - 0" Wide Slot

4' - 0"


WALL REINFORCING:#4 @ 8" O.C.E.W. or equivalent WWF.



6"

6"6"

4 1 /

2"3'

- 0

"

Ref: Topslab Detailed onSection.Page 6.24.



6.24Savannah Type "A"

Top Slab for Curb Inlet



Nosing Detail

Plan View

Section AA

24" ø

5' - 5"

32 1/2"

4' -

5"

4 1 /

2"26

1 /2"

1"

4 1 /

2"

3/4" Chamfer

USF# 1259-BP "Storm" R/C (Cast-In)

Specifications(1.) STEEL: #4 @ 9" O.C.E.W.

(2.) 4,000 psi Concrete.

(3.) Chamfer all exposed edges 3/4".

(4.) WEIGHT: 1,164 Lbs.

1" Radius

26 1 /

2"

32 1/2"

AA



3' x 4' Savannah Type "B" Left Curb Inlet 6.25



6"

Var

ies

6"

14"

9" to 14" Deep x 2' - 6" Wide Slot

3' - 0"





6"

6"6"

4 1 /

2"4'

- 0

"

8" D

eep

x 5'

- 0

" W

ide

Slo

t

9" 8"V

arie

s

Not Project North

(Back of Curb)




6.26Savannah Type "B"

Left Top Slab for Curb Inlet



Plan View

Section AA

24" ø

5' - 5"

32 1/2"

4' -

5"

4 1 /

2"

26 1 /

2"


26 1 /

2"

32 1/2"

A

A

Nosing Detail

1"

4 1 /

2"

3/4" Chamfer

1" Radius




(4.) WEIGHT: 1,764 Lbs.

3' -

11"

4' - 4"

9' - 9"

6"



3' x 4' Savannah Type "B" Right Curb Inlet 6.27



6"

Var

ies

6"

14"

9" to 14" Deep x2' - 6" Wide Slot

3' - 0"





6"

6"6"

4 1 /

2"4'

- 0

"

8" D

eep

x 5'

- 0

" W

ide

Slo

t

9"8"

Var

ies

Not Project North

(Back of Curb)




6.28Savannah Type "B"

Right Top Slab for Curb Inlet



Plan View

Section AA

24" ø

5' - 5"

32 1/2"

4' -

5"

4 1 /

2"

26 1 /

2"


26 1 /

2"

32 1/2"

A

A

Nosing Detail

1"

4 1 /

2"

3/4" Chamfer

1" Radius




(4.) WEIGHT: 1,764 Lbs.

3' -

11"

4' - 4"

9' - 9"

6"



3' x 4' Savannah Type "C" Curb Inlet 6.29



6"

Var

ies

6"

14"

9" - 14" Deep x2' - 6" Wide Slot

3' - 0"





6"

6"6"

4 1 /

2"4'

- 0

"

8" D

eep

x 5'

- 0

" W

ide

Slo

t

9"8"

Var

ies

Not Project North

(Back of Curb)

9" - 14" Deep x2' - 6" Wide Slot




6.30Savannah Type "C"

Top Slab for Curb Inlet



Plan View

Section AA

24" ø

5' - 5"

32 1/2"

4' -

5"

4 1 /

2"26

1 /2"


26 1 /

2"

32 1/2"

A A

Nosing Detail

1"

4 1 /

2"

3/4" Chamfer

1" Radius




(4.) WEIGHT: 2,546 Lbs.

3' -

11"

4' - 4"

14' - 1"

6"

4' - 4"



3' x 4' Savannah Type "B" Left C.I. w/Throat 6.31



6"

Var

ies

6"

4' - 0"




TOP SLAB REINFORCINGSee Top Slab Detail; Section.Page - 3.19.

6"

6"6"

4 1 /

2"

3' -

0"

3"16

"

Not

Pro

ject

Nor

th

4"

NOTE:

(a.) Steps to be PS1-PF @ 12" C/C on North Wall. (b.) Throat, Savannah, Type "B" Left. (c.) Top, Savannah, Type B, Lft. w/USF1259-BP.

(b.)

(c.)



6.32City of SavannahPrecast Type "B" - Left Throat



Plan View

Section AA

3' - 7"4' - 10 1/2"

4 1 /

2"

See Separate Drawing

For Precast Top Slab

4' -

2 1 /

2"

6 1/2 "

A A

8"

16 1 /

2"

Specifications(1.) Concrete Compressive Strength to be 4,000 psi @ 28 days.

(2.) WEIGHT: 2,800 Lbs.

3' -

0"

4' - 8"

8"

B C

CB

15 5 /

8"

5 1 /

2"

6 1 /

2"

6 1/2"

3' 8

1 /2"

8"

6"4"



6.33City of Savannah

Precast Type "B" - Left or Right Throat Details



Section B-B

8"

12"

4 1 /

2"

4 1 / 2"

6 1/2" 8"3' - 0"

4"

#4 @ 12" C/C


For Precast Top Slab16

1 /2"

#4 Stirrups @ 12" C/C

w/ 4 ea. - #4 Bars

3 x 4 W5/W6.7 wwf

15 5 /

8"

9 1 /

2"6

1 /8"

7"

#4 @ Pedestal

1/4" /Foot Slope

5"

Section C-C

8"

12"

4 1 /

2"

4 1 / 2"

6 1/2" 8"3' - 0"

4"

#4 @ 12" C/C



16 1 /

2"


w/ 4 ea. - #4 Bars

3 x 4 W5/W6.7 wwf

15 5 /

8"

9 1 /

2"6

1 /8"

1/4" /Foot Slope

5"

5 1 /

2"

Specifications

(1.) Concrete Compressive Strength to be 4,000 psi @ 28 days.



3' x 4' Savannah Type "B" Right C.I. w/Throat 6.34



6"

Var

ies

6"

4' - 0"





6"

6"6"

4 1 /

2"3'

- 0

"3"

16"

Not

Pro

ject

Nor

th

4"

NOTE:

(a.) Steps to be PS1-PF @ 12" C/C on North Wall. (b.) Throat, Savannah, Type "B" Right. (c.) Top, Savannah, Type B, Rgt. w/USF1259-BP.

(b.)

(c.)




Precast Type "B" - Right Throat



Plan View

Section AA

3' - 7" 4' - 10 1/2"

4 1 /

2"



4' -

2 1 /

2"

6 1 / 2

"

A A

8"

16 1 /

2"

Specifications

(1.) Concrete Compressive Strength to be

4,000 psi @ 28 days.

(2.) WEIGHT: 2,800 Lbs.

3' -

0"

4' - 8"

8"

BC

C B

15 5 /

8"

5 1 /

2"

6 1 /

2"

6 1/2"

3' -

8 1 /

2"

8"

6"

4"

NOTE:

(1.) See Page 3.26 for Section B-B and Section C-C.



Savannah Type "C" Curb Inlet w/Throat 6.36



6"

Var

ies

6"

4' - 0"





6"

6"6"

4 1 /

2"3'

- 0

"3"

16"

Not

Pro

ject

Nor

th

4"

NOTE:

(a.) Steps to be PS1-PF @ 12" C/C on North Wall. (b.) Throat, Savannah, Type "C". (c.) Top, Savannah, Type C, w/USF1259-BP, R & C.

(b.)

(c.)




Precast Type "C" Throat



Plan View

Section AA

3' - 7" 4' - 10 1/2"

4 1 /

2"



4' -

2 1 /

2"

6 1 / 2

"

A A

8"

Specifications


4,000 psi @ 28 days.

(2.) WEIGHT: 4,100 Lbs.

4' - 8"6"

BC

C B

15 5 /

8"

16 1 /

2"

6 1/2"

3' -

8 1 /

2"

8"

4"

NOTE:

(1.) See Page 3.26 for Section B-B and Section C-C.

5 1 /

2"

4' - 10 1/2"

6 1/2 "

4' - 4"4' - 4"

3' -

0"

13' - 4"

8"



6.38City of Savannah Precast Type "C" ThroatSteel Reinforcement Detail



Plan View

3' - 7"


3 x 4 W5/W6.7 wwf

2"

3 1/2"

4"

3 1/2"3 Spa. @ 12"

#4 @ 12" C/C

2 Ea. - #4 Bars



3' x 3' Savannah Roof Inlet 6.39



6"

Var

ies

6"

3' - 0"


WALL REINFORCING:3 x 4 W3.1/4.1 WWF - 65 KSI.



6"

6"6"

3' -

0"

4"

6"

24" ø

3/4" Chamfer forall Exposed Edges.

NOTE:

(a.) 1 ea. ~ Cast, USF, Rng, 1259 (Cast-In). (b.) 1 ea. ~ Cast, USF, Cvr, BP, Plain (Cast-In).



6.40City of Savannah Standard D6Roof Inlet Top Slab



USF 1259-BP Plain Vented R/C

Specifications


4,000 psi @ 28 days.

(2.) All Reinforcement to be Grade 60.

(2.) Weight: 652 Lbs.

4"

4' - 0"

4' -

0"

#4 @ 6" OCEW

Chamfer All Edges 3/4".




Valve Vault with Bottom Slab 7.1

NOTE: (A). Vault inside Dimensions and Steel Reinforcing as required.

(B). Hatches as specified by Engineer.

Precast Sanitary Structures

Var

ies


4"

6"Min.

6"

Varies

6"




Valve Vault with Open Bottom 7.2

NOTE: (A). Vault inside Dimensions and Steel Reinforcing as required.

(B). Hatches as specified by Engineer.

Precast Sanitary Structures

Var

ies


6"Min.

6"

Varies



Materials● CONCRETE: 5,500 PSI, 28 day compressive strength..

● STEEL: 60,000 psi yield strength ASTM A-615 Reinforcing Steel.

● Pull eyes, grounding rod hole & inserts for cable rocks as req'd.

2' - 0" x 2' - 0" x 1' to 4'Pull Box w/ 6" Walls (PB2424)

7.3

Precast Electrical Pull Boxes

General Notes:● Design in accordance with ACI 318, AASHTO

current edition and ASTM C857 where applicable.

● Concrete structure design for HS-20-44 loading.

Specify load rating for cover.

● Pull Box to be placed on 6" base of gravel for even

load distribution and ease of installation.

● MIN EXCAVATION

6' - 0" x 6' - 0" x Depth Required.

● Available w/o Floor.

● Weights

Designation Depth Weight (Lbs.)

PB1818-24 .......... 24" .......... 2,175

PB1818-30 .......... 30" .......... 2,550

PB1818-36 .......... 36" .......... 2,925

PB1818-42 .......... 42" .......... 3,300

PB1818-48 .......... 48" .......... 3,675

-No Scale-



6"

48"

Max.

6" Min.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep

Duct terminators, knockouts

or blockouts provided as required.

24" Sq.

Steel prime painted frame and cover.

Specify if galvanized is required.

Steel Cover(Specify cover type.)

Approx. Wt. = 110 Lbs.

Lifting eye

Beaded weld lettering

cover as specified

1/2" hex bolt (typ.)







7.4








● MIN EXCAVATION


● Available w/o Floor.

● Weights


PB2436-24 .......... 24" .......... 1,625

PB2436-30 .......... 30" .......... 1,909

PB2436-36 .......... 36" .......... 2,195

PB2436-42 .......... 42" .......... 2,479

PB2436-48 .......... 48" .......... 2,764

-No Scale-



4"

48"

Max.

4" Min.



36"





Lifting eye


cover as specified


24"

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep







7.5






● Pull Box available with or without floor.

"W" denotes without floor.

● MIN EXCAVATION


● Depth > 4'; Use risers or monolithic top.

● Weights


PB3636-24 .......... 24" .......... 2,890

PB3636-30 .......... 30" .......... 3,415

PB3636-36 .......... 36" .......... 3,940

PB3636-42 .......... 42" .......... 4,465

PB3636-48 .......... 48" .......... 4,990

-No Scale-



6"

60"Max.

6" Min.



36" Sq.





Lifting eye


cover as specified


Optional sump

Plastic Sump Pan

12"Ø x 4" Deep






3' - 0" x 3' - 0" x 4' - 0"Hand Hole w/ 6" Walls (HH3636)

7.6

Precast Electrical Hand Holes







● MIN EXCAVATION



● Weights


HH3636-24 .......... 24" .......... 2,890

HH3636-30 .......... 30" .......... 3,415

HH3636-36 .......... 36" .......... 3,940

HH3636-42 .......... 42" .......... 4,465

HH3636-48 .......... 48" .......... 4,990

Slabtop .............. 6" ............. 650

-No Scale-



6"

60"Max.

6" Min.



36" Sq.

Cast Iron Ring & Cover

6" Min.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.7








● MIN EXCAVATION



● Weights


PB4848-24 .......... 24" .......... 4,575

PB4848-36 .......... 36" .......... 5,385

PB4848-42 .......... 42" .......... 6,195

PB4848-48 .......... 48" .......... 7,005

PB4848-54 .......... 54" .......... 7,875

PB4848-60 .......... 60" .......... 8,625

-No Scale-



6"

60"Max.

6" Min.



48" Sq.





Lifting eye


cover as specified








7.8








● MIN EXCAVATION



● Weights


HH4848-24 .......... 24" .......... 3,935

HH4848-36 .......... 36" .......... 5,286

HH4848-42 .......... 42" .......... 5,960

HH4848-48 .......... 48" .......... 6,635

HH4848-54 .......... 54" .......... 7,310

HH4848-60 .......... 60" .......... 7,985

Slabtop .............. 6" ........... 1,350

-No Scale-



6"

60"Max.

6" Min.



48" Sq.


6" Min.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep



● CONCRETE: 5,500 PSI, 28 day compressive strength..



4' - 0" x 6' - 0" x 6' to 10'Manhole w/ 6" Walls (MH4896)

7.9

Precast Electrical Manholes

● Design in accordance with ACI 318, AASHTO




● Manhole to be placed on 6" base of gravel for

even load distribution and ease of installation.

● MIN EXCAVATION


-No Scale-



6"

120" Max.

6" Min.




6" Min.

72"

6"

48"

General Notes:

Material

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep







7.10






● Hand Hole to be placed on 6" base of gravel for



● Weights


HH6060-48 .......... 48" .......... 9,300

HH6060-54 .......... 54" ......... 10,125

HH6060-60 .......... 60" ......... 10,950

Slabtop .............. 6" .......... 2,200

-No Scale-



6"

72"Max.

6" Min.



60" Sq.


6" Min.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.11








● Depth > 6'; Use risers or monolithic top. (As shown.)

-No Scale-



6"

120"

6" Min.




96"

6"

60"

General Notes:

Material



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.12


-No Scale-



6"

120"

6" Min.




72"

General Notes:

Material

6" Min.

72"










Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.13









-No Scale-



6"

96"

6"




96"

General Notes:

Material

6" Min.

72"



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.14









-No Scale-



6"

96"

6"




144"

General Notes:

Material

6"

72"






8' - 0" x 8' - 0" x 5' to 8'Octogonal Manhole w/ 6" Walls (MH96960)

7.15








● MIN EXCAVATION


-No Scale-



6"

8' - 0"




4' - 0"

Max.General Notes:

Material

6"

8' - 0"

4' - 0"

Max.

8" Min.

8" Min.

Knockout

as req'd.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep






10' - 0" x 10' - 0" x 5' to 8'Octogonal Manhole w/ 6" Walls (MH1201200)

7.16








● MIN EXCAVATION


-No Scale-



6"

10' - 0"




4' - 0"

Max.General Notes:

Material

6"

10' - 0"

4' - 0"

Max.

8" Min.

7" Min.

Knockout

as req'd.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep






Bell South Standard 4260 Handhole(HH4260)

7.17






● Handhole to be placed on 6" base of gravel for even load distribution and ease of installation.

● MIN EXCAVATION


● WEIGHTS:

Body Section 9,275 lbs.

-No Scale-



8"

60"



42"

Bell Approved RTC

6"

52"

3/4" 7"6" Min.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep






4' - 0" x 6' - 0" x 4' - 0" Hand Hole w/6" Walls(HH4896)

7.18








-No Scale-



60"Max.



48"

6"

72"

6"

6"


Optional sump

Plastic Sump Pan

12"Ø x 4" Deep







7.19







● MIN EXCAVATION



● Weights


HH7272-48 .......... 48" ......... 11,475

HH7272-54 .......... 54" ......... 12,450

HH7272-60 .......... 60" ......... 13,425

Slabtop .............. 6" ........... 3,100

-No Scale-



6"

72"Max.

6" Min.



72" Sq.


6" Min.

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep






4' - 0" x 4' - 0" x 6' to 12'Hand Hole w/ 6" Walls (HH4848)

7.20






● MIN EXCAVATION



-No Scale-



120"Max.

6" Min.



48"


6" Min.

4" Min.

48"

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep



● CONCRETE: 5,500 PSI, 28 day compressive strength.




7.21









-No Scale-



6"

144" Max.

6" Min.




6" Min.

72"

6"

48"

General Notes:

Material

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep







7.22








-No Scale-



5"

96" Max.

6" Min.




6" Min.

78"

5"

48"

General Notes:

Material

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep







7.23









-No Scale-



6"

144"




96"

General Notes:

Material

6" Min.

72"

6" Min.

Optional sump

12"Ø x 4" Deep

Plastic Sump Pan





● Pull eyes, grounding rod hole & inserts for cable rocks per Bell South Specifications.

Type A-Center Duct 6' x 12' x 7' Manhole(MH72144A)

7.24


General Notes:

● Design in accordance with ACI 318, AASHTO fourteenth

edition and ASTM C857 where applicable.

● Designed for HS-20-44 loading.

● Manhole to be placed on 6" base of gravel for even load

distribution and ease of installation.

● MIN EXCAVATION


-No Scale-



6"

84"

144"

(2) 12"Ø x 4" Deep

Plastic Sump PanBell South min. 48 Terminators

Square to Round.

Grade Adjustment Collar

Cast Iron Ring and Cover

72"

5"

6"

45"

39"






Type A-Lateral 6' x 12' x 7' Manhole(MH72144A)

7.25


General Notes:

● Design in accordance with ACI 318, AASHTO current





● MIN EXCAVATION


-No Scale-



84"

144"

Bell South min. 48 Terminators

Square to Round.



72"

5"

6"

45"

39"

6"

(2) 12"Ø x 4" Deep

Plastic Sump Pan



(2) 12"Ø x 4" Deep

Plastic Sump Pan




Type T-Center Duct 6' x 12' x 7' Manhole(MH72144T)

7.26


General Notes:






● MIN EXCAVATION


-No Scale-



6"

6"

5"

84"

144"

45"

39"


Square to Round.



72"






Type T-Lateral 6' x 12' x 7' Manhole(MH72144T)

7.27


General Notes:

● Design in accordance with ACI 318, AASHTO fourteenth





● MIN EXCAVATION


-No Scale-



6"

6"

5"

84"

144"

45"

39"


Square to Round.



72"

(2) 12"Ø x 4" Deep

Plastic Sump Pan






Type J4-Center Duct 6' x 12' x 7' Manhole(MH72144J4)

7.28


General Notes:






● MIN EXCAVATION


-No Scale-



6"

6"

5"

84"

144"

45"

39"


Square to Round.



72"

(2) 12"Ø x 4" Deep

Plastic Sump Pan






Type J4-Lateral 6' x 12' x 7' Manhole(MH72144J4)

7.29


General Notes:






● MIN EXCAVATION


-No Scale-



6"

6"

5"

84"

144"

45"

39"


Square to Round.



72"

(2) 12"Ø x 4" Deep

Plastic Sump Pan






6' x 10' x 6' to 10' Manhole with 6" Walls(MH72120)

7.30


General Notes:






● MIN EXCAVATION


● Depth > 6'; Use risers or monolithic top. (As Shown.)

-No Scale-



6"

6"

120"

120"

Terminators, Knockouts

or Blockouts provided

as req'd.


72"

6"

(2) 12"Ø x 4" Deep

Plastic Sump Pan






8' - 0" x 8' - 0" x 6' to 10' Manhole with 6" Walls(MH9696)

7.31


-No Scale-



8" Min

96"

96"



as req'd.


120"

6" min.

8" Min. 12"Ø x 4" Deep

Plastic Sump PanGeneral Notes:● Design in accordance with ACI 318, AASHTO current





● MIN EXCAVATION







● Pull eyes, grounding rod hole & inserts for cable racks as required

8' - 0" x 12' - 0" x 4' - 6" to 7' Manholewith 6" Walls (MH9696)

7.32


General Notes:







-No Scale-



8" Min.

84"

96"



as req'd.


144"

6"

7" Min.Optional sump

Plastic Sump Pan

12"Ø x 4" Deep






10' - 0" x 16' - 0" x 8' - 0" Manhole with 6" Walls(MH120192)

7.33


General Notes:






● MIN EXCAVATION


-No Scale-



9" Min.

120"

96"



as req'd.


192"6"

9" Min. Optional sump

Plastic Sump Pan

12"Ø x 4" Deep






10' - 0" x 20' - 0" x 8' - 0" Manhole with 6" Walls(MH120240)

7.34


General Notes:






● MIN EXCAVATION


-No Scale-



9" Min.

120"

96"



as req'd.


240"6"

9" Min. Optional sump

Plastic Sump Pan

12"Ø x 4" Deep



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep




3' - 0" x 4' - 0" x 1' to 4'Pull Box w/4" Walls (PB3648)

7.35


General Notes:






W denotes without floor.

● Pull Box to be placed on 6" base of gravel for


● MIN EXCAVATION


● Weights


PB3648-24 .......... 24" .......... 2,250

PB3648-30 .......... 30" .......... 2,635

PB3648-36 .......... 36" .......... 3,015

PB3648-42 .......... 42" .......... 3,400

PB3648-48 .......... 48" .......... 3,785

-No Scale-



4"

48"

Max.

4" Min.



48"





Lifting eye


cover as specified


36"



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.36


General Notes:









● MIN EXCAVATION


● Weights


PB3660-36 .......... 36" .......... 5,850

PB3660-42 .......... 42" .......... 6,525

PB3660-48 .......... 48" .......... 7,200

PB3660-54 .......... 54" .......... 7,875

PB3660-60 .......... 60" .......... 8,550

-No Scale-



6"

60"

Max.

6" Min.



60"





Lifting eye


cover as specified


36"






Bell South Standard 4260 Pull Box(PB4260)

7.37


General Notes:









● MIN EXCAVATION


● Weight

Body Section 9275 lbs. (60" depth)

-No Scale-



6"

60"

Max.

8"



60"





Lifting eye (typ.)


cover as specified


42"

For Removable I-Beam

4" x 4" x 2" Pocket

Optional sump

Plastic Sump Pan

12"Ø x 4" Deep



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.38


General Notes:









● MIN EXCAVATION


● Weights


PB4872-36 .......... 36" ......... 7,575

PB4872-42 .......... 42" ......... 8,400

PB4872-48 .......... 48" ......... 9,225

PB4872-54 .......... 54" ....... 10,050

PB4872-60 .......... 60" ....... 10,875

-No Scale-



6"

60"

Max.

5" Min.



72"






cover as specified


48"

Lifting eye (typ.)



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep





7.39


General Notes:









● MIN EXCAVATION


● Weights


PB4878-36 .......... 36" ......... 6,950

PB4878-42 .......... 42" ......... 7,165

PB4878-48 .......... 48" ......... 7,870

PB4878-54 .......... 54" ......... 8,575

PB4878-60 .......... 60" ......... 9,283

-No Scale-



5"

60"

Max.

5" Min.



78"






cover as specified


48"

Lifting eye (typ.)



Optional sump

Plastic Sump Pan

12"Ø x 4" Deep

General Notes:

● Design in accordance with ACI 318,

AASHTO current edition and ASTM C857

where applicable.● Concrete structure design for HS-20-44

loading.

Specify load rating for cover.● Pull Box available with or without floor.


● Pull Box to be placed on 6" base of gravel

for even load distribution and ease of

installation.● MIN EXCAVATION





4' - 0" x 6' - 0" x 4' - 0" Pull Box w/6" Walls(PB4896)

7.40


-No Scale-



12"

4' - 0"

4"



96"



Frame Lid(Specify Parkway or Traffic)


cover as specified


48"

Lifting eye (typ.)

108"

60"

6"






2' - 0" x 2' - 0" x 1' to 4' Utility Vaultw/4" Walls (UV2424)

7.41

Precast Electrical Vaults







● MIN EXCAVATION


● Weights


UV2424-12 .......... 12" ............ 470

UV2424-16 .......... 16" ............ 625

UV2424-20 .......... 20" ............ 780

UV2424-24 .......... 24" ............ 940

-No Scale-



4"

48"

Max.

24" Sq.





Lifting eye


cover as specified


Endwall knockouts or openings

as requred for pipe entry.







7.42








● MIN EXCAVATION


● Weights


UV3636-24 .......... 24" ......... 1,340

UV3636-36 .......... 36" ......... 2,000

UV3636-42 .......... 42" ......... 2,340

UV3636-48 .......... 48" ......... 2,670

-No Scale-



4"

48"

Max.

36" Sq.





Lifting eye (Typ.)


cover as specified










7.43








● MIN EXCAVATION


● Weights


UV4848-24 .......... 24" ......... 1,740

UV4848-36 .......... 36" ......... 2,615

UV4848-42 .......... 42" ......... 3,050

UV4848-48 .......... 48" ......... 3,485

UV4848-54 .......... 54" ......... 3,920

UV4848-60 .......... 60" ......... 4,355

-No Scale-



4"

72"

Max.

48" Sq.





Lifting eye (Typ.)


cover as specified










7.44








● MIN EXCAVATION


● Weights


UV4878-24 .......... 24" ......... 2,820

UV4878-36 .......... 36" ......... 4,230

UV4878-42 .......... 42" ......... 4,935

UV4878-48 .......... 48" ......... 5,640

UV4878-54 .......... 54" ......... 6,345

UV4878-60 .......... 60" ......... 7,050

-No Scale-



5"

72"

Max.

78"





Lifting eye (Typ.)


cover as specified




48"



Materials


● STEEL: Grade 60 conforming to ASTM A-706 as specified

on reinforcing drawings.

Equipment PadType 1

7.45


General Notes:

● Pad to be placed on 6" base of gravel for even load


● Inserts to be plastic or stainless steel as specified.

-No Scale-



A

D

F

F

G

E

B

C

Size Tk. Open Edge Dist. Wt.

A B C D E F G (lbs.)

43" 56" 4" 30" 13.5" 6.5" 6" 690

68" 23" 10" 56" 11" 6" 6" 815

72" 72" 10" 48" 16" 12" 8" 3,785

96" 72" 10" 48" 16" 24" 8" 5,265

96" 96" 10" 54" 24" 21" 8" 6,790

● Other Sizes Available Upon Request.



Materials




Equipment PadType 2

7.46


General Notes:




-No Scale-



A

D

F

F

G

E

B

C



86" 80" 6" 74" 24" 6" 8" 1,710


G

E



Materials




Equipment PadType 3

7.47


General Notes:




-No Scale-



A

D

F

F

G

E

B

C



86" 56" 6" 30" 13.5" 6.5" 6" 2,085


D



Materials



3' - 0" x 4' - 8" x 40" Mounting Pitw/6" Walls

7.48


General Notes:


current edition and ASTM C-857 where applicable.

● Pit to be placed on 6" base of gravel for even


-No Scale-



12"

6"

34"

40"

6"

15"

18"

3/4" Dia. Thru Hole

18" Below Top Surface

Top Surface Flat

For Equipment

Mounting

36"56"



Materials




7.49


General Notes:





-No Scale-



12"

6"

34"

40"

6"

15"

18"

3/4" Dia. Thru Hole


Top Surface Flat

For Equipment

Mounting

36"48"



Materials




7.50


General Notes:





-No Scale-



12"

6"

34"

40"

6"

15"

18"

3/4" Dia. Thru Hole


Top Surface Flat

For Equipment

Mounting

60"60"



Materials




7.51


General Notes:





-No Scale-



12"

6"

34"

40"

6"

15"

18"

3/4" Dia. Thru Hole


Top Surface Flat

For Equipment

Mounting

72"72"



Information - Precast Box Culverts & Crown Span 8.1

UsePrecast box sections are recommended for installations where circular or ellipticalconcrete pipe cannot provide adequate flow capacity, and as a superior substitute forcast-in-place box culverts, long span metal arches, short bridges, and multi-barrelcircular culverts or drains.

Crown-Span Bridge Units are recommended for installations where precast boxsections cannot carry the required flow capacity, uninterrupted opening spans arenecessary, natural stream bottoms are desired and installation time is important.

SizesPrecast box sections are normally available in spans of 4 feet through 12 feet, with avariety of rises. Crown-Span Bridge Units are normally available in spans of 10 feetthrough 28 feet, with rises up to 10 feet. Please refer to the details that follow forspecific dimensions.

ApplicationPrecast box sections and Crown-Span Bridge Units can be used for the following:■ highway culverts■ railroad culverts■ highway bridges■ short span highway bridges■ storm drains■ livestock, pedestrian or golf cart undercrossings■ utility tunnels■ underground stormwater retention structures■ groundwater recharge systems■ to replace existing open channels or ditches, and enable land to be used productively■ jacked or tunneled installations.

JointsPrecast box sections are produced with tongue and groove joints for packing withmastic joint compound, preformed mastic or butyl gaskets, or mortar.■ Crown-Span adjacent sections are butted with a similar mastic compound.

AppurtenancesPrecast headwalls and wingwalls are available for most sizes.

Linings / CoatingsA variety of linings and coatings is available where project conditions dictate their use.

www.hansonpipeandprecast.com

Precast Box Culverts & Crown-Span

(Information continued on next page.)



Information - Precast Box Culverts & Crown Span 8.2

Uses Applicable Specifications

The following specifications apply to precast concrete box sections.

■ ASTM C1433 - Precast Reinforced Concrete Monolithic Box Sections for Culverts,

Storm Drains, and Sewers

■ ASTM C1577 - Precast Reinforced Concrete Monolithic Box Sections for Culverts,

Storm Drains, and Sewers according to AASHTO LRFD.

When specifying precast box sections, the following information is needed:

■ Governing design specification (eg. ASTM, AASHTO, AREA, etc.)

■ Design live load (eg. AASHTO HS-20, AREA Cooper E80, etc.)

■ Design fill range (eg. 0'-2', 2'-5', 5'-10', etc.).




Dimensions, Weights & Joint Details - Box Culvert 8.3


Notes:

(1.) Joint to be sealed with state approved sealant in accordance

with manufacturer's instructions.

(2.) Slab and wall thicknesses may vary for some designs:

dimensions subject to permissible variation of ASTM C1433,

AASHTO M259/273 and AASHTO M198 Type B.

(3.) Lift points as required.

(4.) Pull Holes: 2 1/2" ø± . To be filtered or filled in field by others.

(5.) 4' x 4' RCB H = 6"; 3' x 3' RCB H = 3".

Top

A A

Joint DetailScale : 1" = 5'

Tongue

Groove

3

Tt

Ris

eT

b

H = TwTyp.

12" ± 4"

4

TwTyp.

Span

Section A-A

1

Tt ,

Tb

, or

Tw

Outside

Inside

Creep Typ.

Bo

xG

eom

etry

Weig

ht

for

Each

Ris

e2

1

Inc

he

sT

on

s p

er

Un

it F

oo

t

Span 3 4 5 6 7 8 9 10 12 FT

Tt 8 9 8 8 8 8 9 10 12Tb 8 9 7 7 8 8 9 10 12Tw 8 9/8* 6 7 8 8 9 10 12

x 2' - - - - 0.77 - - - - - - - - - - - -x 3' 0.76 1.0* 0.84 1.01 1.22 1.33 - - - - - -x 4' 1.12 0.92 1.10 1.33 1.43 1.75 2.10 2.90

x 5' 1.00 1.18 1.43 1.53 1.86 2.23 3.05x 6' 1.07 1.27 1.53 1.63 1.98 2.36 3.20x 7' 1.15 1.36 1.63 1.73 2.09 2.48 3.36

x 8' 1.22 1.45 1.73 1.83 2.21 2.61 3.51x 9' 1.30 1.54 1.83 1.94 2.32 2.74 3.66x 10' 1.38 1.63 1.94 2.04 2.43 2.86 3.81

x 11' 1.45 1.72 2.04 2.14 2.55 2.99 3.97x 12' 1.53 1.81 2.14 2.24 2.66 3.12 4.12

As

Req

'd.

(Typ

. 72"

)

As

Req

'd.



Full Flow Hydraulic Data - Box Culverts 8.4


Manning's Formula:

Where C1 is a constant, dependent onlyon the geometry of the pipe or box section.Full flow values of C1 are calculated usinga roughness factor of 0.013. Capacity ofculverts may be governed by inlet conditions.For further information, see the ACPAconcrete pipe design manual.

For accuracy, equivalent round (Eqv. ø)and equivalent double round (Eqv. 2ø)are not rounded to standard pipe sizes.

Rise

Span

8' x 4' Box Section Shown

H

-No Scale-



Q = C1 x Slope (CFS)- 1 2

Feet Sq. Ft. CFS Inches

Span

x Eqv. Eqv

Rise Area C1 ø 2ø

3 x 3 8.9 678 36 28

4 x 3 11.7 1,237 45 35

4 x 4 15.7 1,839 53 41

4 x 5 19.7 2,472 59 45

4 x 6 23.7 3,126 64 50

4 x 7 27.7 3,795 69 53

4 x 8 31.7 4,473 73 57

4 x 9 35.7 5,160 78 60

4 x 10 39.7 5,853 81 63

4 x 11 43.7 6,550 85 65

4 x 12 47.7 7,251 88 68

5 x 2 9.5 889 40 31

5 x 3 14.5 1,633 50 39

5 x 4 19.5 2,459 59 45

5 x 5 24.5 3,338 66 51

5 x 6 29.5 4,253 72 56

5 x 7 34.5 5,193 78 60

5 x 8 39.5 6,153 83 64

5 x 9 44.5 7,128 88 67

5 x 10 49.5 8,113 92 71

5 x 11 54.5 9,108 96 74

5 x 12 59.5 10,110 100 77

6 x 3 17.3 2,034 55 42

6 x 4 23.3 3,096 64 49

6 x 5 29.3 4,236 72 56

6 x 6 35.3 5,432 79 61

6 x 7 41.3 6,668 85 66

6 x 8 47.3 7,935 91 70

6 x 9 53.3 9,225 96 74

6 x 10 59.3 10,534 101 78

6 x 11 65.3 11,859 106 82

6 x 12 71.3 13,196 110 85


Span

x Eqv. Eqv

Rise Area C1 ø 2ø

10 x 4 38.6 5,738 81 62

10 x 5 48.6 8,018 91 71

10 x 6 58.6 10,459 101 78

10 x 7 68.6 13,028 110 85

10 x 8 78.6 15,697 118 91

10 x 9 88.6 18,449 125 96

10 x 10 98.6 21,268 132 102

10 x 11 108.6 24,144 138 107

10 x 12 118.6 27,068 144 111

11 x 4 42.3 6,393 84 65

11 x 5 53.3 8,972 95 74

11 x 6 64.3 11,746 106 81

11 x 7 75.3 14,673 115 88

11 x 8 86.3 17,725 123 95

11 x 9 97.3 20,878 131 101

11 x 10 108.3 24,115 138 107

11 x 11 119.3 27,423 145 112

11 x 12 130.3 30,791 152 117

12 x 4 46.0 7,046 87 67

12 x 5 58.0 9,927 99 76

12 x 6 70.0 13,037 110 85

12 x 7 82.0 16,331 119 92

12 x 8 94.0 19,772 128 99

12 x 9 106.0 23,337 137 105

12 x 10 118.0 27,004 144 111

12 x 11 130.0 30,757 151 117

12 x 12 142.0 34,585 158 122


Span

x Eqv. Eqv

Rise Area C1 ø 2ø

7 x 3 20.1 2,436 59 45

7 x 4 27.1 3,741 69 53

7 x 5 34.1 5,155 78 60

7 x 6 41.1 6,647 85 66

7 x 7 48.1 8,197 92 71

7 x 8 55.1 9,792 99 76

7 x 9 62.7 11,422 104 81

7 x 10 69.1 13,080 110 85

7 x 11 76.1 14,762 115 89

7 x 12 83.1 16,462 120 92

8 x 3 23.1 2,867 62 48

8 x 4 31.1 4,422 73 56

8 x 5 39.1 6,117 83 64

8 x 6 47.1 7,915 91 70

8 x 7 55.1 9,792 99 76

8 x 8 63.1 11,730 105 81

8 x 9 71.1 13,717 112 86

8 x 10 79.1 15,744 118 91

8 x 11 87.1 17,803 123 95

8 x 12 95.1 19,889 129 99

9 x 4 34.9 5,080 77 59

9 x 5 43.9 7,065 87 67

9 x 6 52.9 9,181 96 74

9 x 7 61.9 11,399 104 80

9 x 8 70.9 13,697 112 85

9 x 9 79.9 16,059 119 92

9 x 10 88.9 18,474 125 96

9 x 11 97.9 20,933 131 101

9 x 12 106.9 23,429 137 105



Dimensions, Weights & Details - Crown-Span 8.5


Notes:

(1.) Joint to be sealed with state approved sealant in accordance

with manufacturer's instructions.

(2.) Other span and wall thicknesses are available

(3.) Lift points as required.

(4.) Optional Pull Holes: 2 1/2" ø± . To be filled with grout

or filler material in field by others.

(5.) For larger spans, only shorter lengths may be available

due to production and handling constraints.

Top

A A

96"

Joint DetailNot to scale

48"

3

Tt

Ris

e

H = TwTyp.

12" ± 4"

4

TwTyp.

Span

Section A-A

1

Tt

or T

w

Outside

Inside

1/2" = 0.04'Creep Typ.

Bo

xG

eo

me

try

Weig

ht

for

Each

Ris

e1

Inc

he

sT

on

s p

er

Un

it F

oo

t

Span 10 12 14 16 18 20 22 24 26 28 FT

Tt 12 12 12 12 12 12 12 12 12 12

Tw 12 12 12 12 12 12 12 12 12 12

x 4' 1.63 1.78 1.94 2.09 2.25 2.40 2.56 2.71 2.87 3.02

x 5' 1.78 1.94 2.09 2.25 2.40 2.56 2.71 2.87 3.02 3.18

x 6' 1.94 2.09 2.25 2.40 2.56 2.71 2.87 3.02 3.18 3.33

x 7' 2.09 2.25 2.40 2.56 2.71 2.87 3.02 3.18 3.33 3.49

x 8' 2.25 2.40 2.56 2.71 2.87 3.02 3.18 3.33 3.49 3.64

x 9' 2.40 2.56 2.71 2.87 3.02 3.18 3.33 3.49 3.64 3.80

x 10' 2.56 2.71 2.87 3.02 3.18 3.33 3.49 3.64 3.80 3.95

-No Scale-





Crown-Span Footing and Floor - Single Line 8.6


Notes:

(1.) Typical footing by contractor.

(2.) Footing and floor to be poured separately.

(3.) If required, construction joints shall be

provided at not less than 12 ft.

(4.) Footing and floor must be poured on firm,

undisturbed earth or rock as directed by

the engineer.

-No Scale-





Crown-Span Footing and Floor - Multiple Lines 8.7


Notes:

(1.) Typical footing by contractor.

(2.) Footing and floor to be poured separately.

(3.) If required, construction joints shall be

provided at not less than 12 ft.

(4.) Footing and floor must be poured on firm,

undisturbed earth or rock as directed by

the engineer.

-No Scale-





Precast Box Reinforcement Section Details 8.8


Label Description Key:

Tt - Thickness of top slab (in.)

Tb - Thickness of bottom slab (in.)

Tw - Thickness of wall (in.)

H - Haunch height and width (in.)

s1, 2 & 3 - Maximum circumferential wire spacing for As1, As2 & As3 (in.) not shown.

As1 - Wall - outside ................... circumferential reinforcement steel (sq. in. / Lf)

As2 - Top slab - inside .............. circumferential reinforcement steel (sq. in. / Lf)

As3 - Bottom slab - inside ......... circumferential reinforcement steel (sq. in. / Lf)

As4 - Wall - inside ..................... circumferential reinforcement steel (sq. in. / Lf)

As7 - Top slab - outside ............ circumferential reinforcement steel (sq. in. / Lf)

As8 - Bottom slab - outside ....... circumferential reinforcement steel (sq. in. / Lf)

As5 - Top slab - inside longitudinal distribution reinforcement steel (sq. in. / ft. of width)

As6 - Top slab - outside longitudinal distribution reinforcement steel (sq. in. / ft. of width)

Avt - Shear reinforcement steel in the top slab (sq. in. / Lf / line)Nl t - Number of lines of shear reinforcement in the top slab (in.)

sv t - Spacing between the lines of shear reinforcement in the top slab (in.)

Avb - Shear reinforcement steel in the bottom slab (sq. in. / Lf / line)

Nlb - Number of lines of shear reinforcement in the bottom slab

svb - Spacing between the lines of shear reinforcement in the bottom slab (in.)

Avw - Shear reinforcement steel in the side wall (sq. in. / Lf / line)

Nlw - Number of lines of shear reinforcement in the side wall

svw - Spacing between the lines of shear reinforcement in the top side wall (in.)

Zmt - Required extension of As1 in the top slab (in.)

Zmb - Required extension of As1 in the bottom slab (in.)

ls7 - Splice length for As7 per AASHTO 8.32 (in.)


ld1 - Development length for As1 per AASHTO 8.30 (in.)

CCORto - Top outside concrete cover over reinforcement steel (in.)

CCORti - Top inside concrete cover over reinforcement steel (in.)

CCOR - All other concrete cover over reinforcement steel (in.)

As8

Precast Box Section

Span (ft.)

Tb

ls8

Avb

Tw

svb

ld1Zmb

NlbH

Tt

Rise (ft.)

Encapsulated Dimensions

Indicate Typical

Reinforcement Shown

is Schematic Only

Nlt

Zmt ld1

ls7

Avt

svt

svw

Nlw

Avw

As3

As2

As7

As4 As1

As5

As6

(Lift holes not shown.)

-No Scale-





Precast Box Design Technical Details and Notes 8.9


Span

Xdc(Typ)

Ris

e

Reinforcement Unit Consolidation:

As 1 Meets the requirements of design sections: 2 - 10 Neg. : 12 - 19

As 2 Meets the requirements of design sections: ......... 1 Pos. : 20.

As 3 Meets the requirements of design sections: ....... 11 Pos. : 23.

As 4 Meets the requirements of design sections: ......... 6 Pos.

As 7 Meets the requirements of design sections: ......... 1 Neg. : 12 & 13.

As 8 Meets the requirements of design sections: ....... 11 Neg. : 18 & 19.

Av t Meets the requirements of design sections: 12, 13 & 20.

Av b Meets the requirements of design sections: 18, 19 & 23.

Av w Meets the requirements of design sections: 14 - 17, 21 & 22.

Reinforcement Units may be combined provided

that the requirements of each unit are met.

Design Specifications:

Circumferential Reinforcement:

AASHTO 17 . 7 . 4 . 8 .............. Minimum Reinforcement ........................................... (002 Min.)

AASHTO 17 . 4 . 6 . 4 . 1 ......... Reinforcement for Flexural Strength ......................... (Flexure)

AASHTO 8 . 20 . 1 ................... Shrinkage and Temperature Reinforcement ............. (Thermal)

AASHTO 17 . 7 . 4 . 7 .............. Maximum Stress for Crack Control ........................... (Fs Max.)

AASHTO 17 . 4 . 6 . 4 . 4 ......... Crack Width Control .................................................. (Crack)

AASHTO 8 . 16 . 8 . 3 .............. Fatigue Stress Limits ................................................. (Stl. Strs.)

AASHTO 17 . 4 . 6 . 4 . 3 . 2 .... Limited by Concrete Compression ............................ (Compress)

Longitudinal Distribution Reinforcement:

AASHTO 3 . 24 . 10 ................. Distribution Reinforcement

Shear Strength: (Method 1 - Design Sections 12 thru 19)

AASHTO 8 . 16 . 6 . 2 . 1 ......... Shear in Beams and One-Way Slabs and Footings

AASHTO 8 . 16 . 6 . 7 . 1 ......... Special Provisions for Slabs of Box Culverts


AASHTO 17 . 4 . 6 . 4 . 5 ......... Shear Strength

Shear Reinforcement:

AASHTO 17 . 4 . 6 . 4 . 6 . 2 .... Shear Stirrups

Development of Reinforcement:

AASHTO 8 . 30 ........................ Development of Welded Wire Fabric in Tension

AASHTO 8 . 32 ........................ Splices of Reinforcement

9 10 11 2318 & 19

16 & 17

22

21

14 & 15

2012 & 13

13 2 øv x d + H (Typ)

øv x d (Typ)

4

5

6

7

8

End View

xdc = Mu

= 3.0 ± (Vu x øv x d)

-No Scale-



C Symetric



Crown-Span Reinforcement Section Details 8.10


Crown Span Section

Span (ft.) Tw

Tt

Rise (ft.)

Encapsulated Dimensions

Indicate Typical

Reinforcement Shown

is Schematic Only

Nlt

Zmt ld1

ls7

Avt

svt

svw

Nlw

Avw

As2

As7

As4 As1

As5

As6

(Lift holes not shown.)

Label Description Key:

Tt - Thickness of top slab (in.)

Tw - Thickness of wall (in.)

H - Haunch height and width (in.)

s1, 2 & 3 - Maximum circumferential wire spacing for As1, As2 & As3 (in.) not shown.

As1 - Wall - outside ................... circumferential reinforcement steel (sq. in. / Lf)

As 2 - Top slab - inside .............. circumferential reinforcement steel (sq. in. / Lf))

As 4 - Wall - inside ..................... circumferential reinforcement steel (sq. in. / Lf)

As 7 - Top slab - outside ............ circumferential reinforcement steel (sq. in. / Lf)

As 5 - Top slab - inside longitudinal distribution reinforcement steel (sq. in. / ft. of width)

As 6 - Top slab - outside longitudinal distribution reinforcement steel (sq. in. / ft. of width)

Avt - Shear reinforcement steel in the top slab (sq. in. / Lf / line)

Nlt - Number of lines of shear reinforcement in the top slab (in.)

svt - Spacing between the lines of shear reinforcement in the top slab (in.)

Avw - Shear reinforcement steel in the side wall (sq. in. / Lf / line)

Nlw - Number of lines of shear reinforcement in the side wall

svw - Spacing between the lines of shear reinforcement in the top side wall (in.)

Zmt - Required extension of As1 in the top slab (in.)

Zmb - Required extension of As1 in the bottom slab (in.)


ld1 - Development length for As1 per AASHTO 8.30 (in.)

CCORto - Top outside concrete cover over reinforcement steel (in.)

CCORti - Top inside concrete cover over reinforcement steel (in.)

CCOR - All other concrete cover over reinforcement steel (in.)

H

-No Scale-





Crown-Span Design Technical Details and Notes 8.11


Span

Xdc(Typ)

Ris

e

Design Specifications:

Circumferential Reinforcement:

AASHTO 17 . 7 . 4 . 8 .............. Minimum Reinforcement ........................................... (002 Min.)

AASHTO 17 . 4 . 6 . 4 . 1 ......... Reinforcement for Flexural Strength ......................... (Flexure)

AASHTO 8 . 20 . 1 ................... Shrinkage and Temperature Reinforcement ............. (Thermal)

AASHTO 17 . 7 . 4 . 7 .............. Maximum Stress for Crack Control ........................... (Fs Max.)

AASHTO 17 . 4 . 6 . 4 . 4 ......... Crack Width Control .................................................. (Crack)

AASHTO 8 . 16 . 8 . 3 .............. Fatigue Stress Limits ................................................. (Stl. Strs.)

AASHTO 17 . 4 . 6 . 4 . 3 . 2 .... Limited by Concrete Compression ............................ (Compress)

Longitudinal Distribution Reinforcement:

AASHTO 3 . 24 . 10 ................. Distribution Reinforcement


AASHTO 8 . 16 . 6 . 2 . 1 ......... Shear in Beams and One-Way Slabs and Footings

AASHTO 8 . 16 . 6 . 7 . 1 ......... Special Provisions for Slabs of Box Culverts


AASHTO 17 . 4 . 6 . 4 . 5 ......... Shear Strength

Shear Reinforcement:

AASHTO 17 . 4 . 6 . 4 . 6 . 2 .... Shear Stirrups

Development of Reinforcement:

AASHTO 8 . 30 ........................ Development of Welded Wire Fabric in Tension

AASHTO 8 . 32 ........................ Splices of Reinforcement

16 & 17

22

21

14 & 15

2012 & 13

13 2 øv x d + H (Typ)

øv x d (Typ)

4

5

6

End View

xdc = Mu

= 3.0 ± (Vu x øv x d)

C Symetric

Reinforcement Unit Consolidation:

As 1 Meets the requirements of design sections: 2 - 10 Neg. : 12 - 19

As 2 Meets the requirements of design sections: ......... 1 Pos. : 20.

As 4 Meets the requirements of design sections: ......... 6 Pos.

As 7 Meets the requirements of design sections: ......... 1 Neg. : 12 & 13.

Av t Meets the requirements of design sections: 12, 13 & 20.

Av w Meets the requirements of design sections: 14 - 17, 21 & 22.

Reinforcement Units may be combined provided

that the requirements of each unit are met. -No Scale-





Design Criteria: AASHTO Section17

Materials and Purchasing Criteria: ASTM C1433 or as appropriate.

Installation Criteria: AASHTO Division 11, section 27 and state modifications thereto.

Concrete Cover Over Reinforcement (CCOR): AASHTO Divisi

0' to 2' fill: ≥ 2' Fill.

CCORto, Top-Outside = 2.0 in. CCORto, Top-Outside = 1.0 in.

CCORti, Top-Intside = 1.0 in. CCORti, Top-Inside = 1.0 in.

CCOR, All other = 1.0 in. CCOR, All Other = 1.0 in.

Material Properties:Design Concrete Strength .................................. fc ...................... 5 ksi ....................................... AASHTO 17 . 7 . 2 . 1

Reinforcement Yield Stress ............................... fy .................... 85 ksi ....................................... AASHTO 17 . 7 . 2 . 2

Concrete Density ............................................... rhoc .......... 150 pcf ....................................... AASHTO 3 . 3 . 6

Load Factors:Dead Load Factor for Moment and Shear ......... DLFmv ........... 1.3 ....................................... AASHTO 3 . 22 . 1

Dead Load Factor for Thrust .............................. DLFn .............. 1.0 ....................................... N/A

Live Load Factor for Moment and Shear ........... LLFmv ............ 2.17 ........ (Betol = 1.67) ...... AASHTO 3 . 22 . 1

Live Load Factor for Thrust ................................ LLFn ............... 1.0 ....................................... N/A

Capacity Reduction Factors:Shear ................................................................. phiv .............. 0.90 ....................................... AASHTO 17 . 7 . 4 . 6

Flexure ............................................................... phif ............... 1.00 ....................................... AASHTO 17 . 7 . 4 . 6

Soil Properties:Soil Density ........................................................ rhoE ......... 120 pcf ....................................... AASHTO 6 . 2 . 1

Minimum Laterial Soil Pressure Coefficient ....... CoMin .......... 0.250 ...................................... AASHTO 6 . 2 . 1 & 3 . 22

Maximum Laterial Soil Pressure Coefficient ...... CoMax ......... 0.500 ...................................... AASHTO 6 . 2 . 1

Soil Structure Interaction Factor ........................ SIF .............. 1.0 .......................................... AASHTO 17 . 4 . 4 . 2

(Alter required height of fill for SIF not equal to 1.0, if needed.)

(CoMin - Used to determine negative moments in slabs and positive moments in walls.)

(CoMax - Used to determine positive moments in slabs and negative moments in walls.)

Live Load Data:Live Load ........................ HS-20 and Alt-1 (Alternate Interstate Fig. 3.7.7A) AASHTO 3 . 7. 6

Tire Contact Area, Lwh = 8 in. x BetoL: ≥ 2' : Wwh = 20 in., Wwh = 20 in., <2' : Wwh = 4 + FT. AASHTO 3 . 30 & 3 . 24 . 3 . 2

Live Load Distribution ........................................ 1.75 x H ........................................................ AASHTO 6 . 4 . 2 & 3 . 24 . 3 . 2

Allowable Reinforcement Spacing:Circumferential wire spacing to be not less than 2 in., nor more than 4 in.

Circumferential wire spacing of As1 to be not more than s1.



Longitudinal wire spacing to be not less than 2 in., nor more than 8 in. using welded wire fabric.

Longitudinal distribution reinforcement may be welded wire fabric and / or deformed bars.

Depth to Reinforcement: d = h - CCOR - dw / 2

dw = SQR(As / NLAY x s l / b) x [NLAY + .4 x (NLAY - 1)]

d - Depth to reinforcement.

dw - Diameter of reinforcement wire.

CCOR - Concrete cover over reinforcement at tension face section.

h - Section thickness: Includes haunch, H, for sections at face of supports. (Except in calculation of minimum reinforcement).

Two layers of reinforcement, NLAY, presumed for depth calculation except for crack control design where 1 layer is more conservative.

(Multiple layers increase the number of wires.) Smooth welded wire fabric presumed for crack control.

Design Designation: Example - 1006A215

Design Specification: A - AASHTO

CS

Live Load: 1 - HS 20 - 442 - AASHTO Alternate Interstate7 - AASHTO HS - 278 - A. R. E. A. Cooper E80

Fill Range: 02 0' - 2'05 2' - 5'10 5' - 10'15 10' - 15'

Remainder in 5' incrementsBox Rise (ft.)

Box Span (ft.)

Crown-Span(If Applicable)

AASHTO / ASTM Precast Section Design Parameters 8.12


Expanded: 10' x 6' AASHTO / ASTM alternate interstate for 10' to 15' fill.

10 06 A 2 15



Precast Box and Crown-Span Wing Wall (BWW) 8.13


Invert

Tto

e

12"

Elevation - Front

Key:

K: Upper Stem Height, 12" Increments (Typ.)

L: Lower Stem Height.

M: Stem Lenght, 12" Increments (Typ.)

Ts: Stem Thickness, 8" (Typ.)

Th: Heel Thickness, 8" (Typ.)

Ttoe: Toe Thickness, 18" ±±±±± (Typ.)

Lh: Heel Length, 6" Increments (Typ.), 12" Min.

Lt: Toe Length, 14" for K less than 10 feet,

28" for K of 10 feet or more.

Plan View

Notes:

(1.) All joining surfaces to be neatly sealed with state approved sealant.

(2.) All components designed to be independently stable in overturning, sliding

and bearing. Components should not be externally restrained by

mechanical connectors. Such connection could lead to stress

concentrations from minor settlement or thermal expansion.

(3.) Reinforcement to be ASTM 615 #4 bars @ 12" ±±±±± E.W.E.F., unless noted.

Material Properties: fy = 60 ksi, fc = 4 ksi.

Concrete Cover Over Reinforcement, CCOR = 1.5" Minimum.

(4.) Wing walls may be produced in 8' mimimum sections as shipping

limitations dictate. Weepholes to be adjusted to provide 1' clear

to section joints, if needed.

(5.) 3/4" Chamfer on all exposed 90° corners. -No Scale-



Th

K

L

30"

Sco

ur

Dep

th

WeepholeHeel

StemToe

36"

M

Lt

Lh

Ts

M Number of

Up To Weepholes

12' 1

18' 2

24' 3

30' 4

36' 5

@ 72" ±±±±± c-c



End Wall (ES) and Wing Wall (BWW) Connection Details 8.14


Ris

e

Front Elevation

Plan ViewBox End Section

-No Scale-



Tt

30"

Sco

ur D

epth

Wing Wall

(Right)

14"

Toe

Bull Nose

8"Ste

mHee

l

4 - #4 Bars

1" Clear Min Typ.

3/4" ø Anchor Bolt

3/4" ø Insert

#4 @ 12" oc

3 - #4

@ 2" oc

4" Nominal Joint

Offset

Between Lines

Seal Joint

Note 1

12"

Para

pet

Tb

Gra

de B

eam

Tw

Multi-Cell RCB End Section Detail



Notes:

(1.) All joining surfaces to be neatly sealed with state approved sealant.

(2.) All components designed to be independently stable in overturning, sliding

and bearing. Components should not be externally restrained by

mechanical connectors. Such connection could lead to stress

concentrations from minor settlement or thermal expansion.

(3.) Reinforcement to be ASTM 615 #4 bars @ 12" ±±±±± E.W.E.F., unless noted.

Material Properties: fy = 60 ksi, fc = 4 ksi.

Concrete Cover Over Reinforcement, CCOR = 1.5" Minimum.

(4.) Grade Beam must be installed before box end section and is required by design to

retain fill and pressure below box sections. Minimum grade beam lengh to be

equal to the overall width of the finished End Section. Conctactor to provide and

place #6 bars in preformed openings and grout in the field.

End Wall (ES) and Wing Wall (BWW) Connection Details 8.15


-No Scale-



3" ø Preformed Opening

12

" P

ara

pe

tT

b

Gra

deB

eam

Bull Nose / Parapet Detail

Elevation Section (@ C)

Box Invert

Scour

Depth

30" Seal

Joint

Note 16" ø x 6"

Preformed

Opening

1/2" Grout

Leveling

Pad (By Others)

HH

4

4 - #4 Bar

3 - #4 Bars

1 1/4" Clear

Min (Typ.)

4" x 4"

Chamfer

(Inlet Only)

HH

Bull Nose 12" Min.

2" Clear (Typ.)

Tt

Beveled

Haunch Inlet

Box Crown

Beveled

Haunch Inlet

Grout 4" x 4" ∆ Block

Out After Fastening



Precast Layout with Cast-In-Place Headwalls 8.16


Elevation Section A-A

12" + C - I - P Headwall

(By Others) with 2" ±±±±±Precast End Section

Embedded

Headwall Skew

(25° R Shown)

Face of Precast Concrete End

Section Will Maintain Variation

of No More than ±±±±± 2".

Box End Section Lengths to be

in Accordance with State

Specifications and Guidelines.

4

Notes:

(1.) Headwall skew measured from perpendicular to headwall, To: Box C.

(2.) Offset based on 4" nominal spacing between lines.

(3.) Joining at sections to be in accordance with project plans and state specifications.

(4.) Other end treatment (Such as no exposed reinforcement) also available . . .

Request if desired.

(5.) Cast-in-place head, wing and transition wall (By others) to be in accordance

with project plans and state specifications.

(6.) Installation criteria to be in accordance with AASHTO Division II, Section 27

and state specifications.

(7.) Haunches not shown. Detail to scale for 5' x 3' box.

Plan

1

3

2

Tt

Tb

FLOW

(Typ.)

LAY

Rise

Overall Centerline Length

(May be Increased to Facilitate

End Section Dimensions.)

10" ±±±±± Exposed

Reinforcement

for Ties to

Headwall

Maintain Average

Laid Length. 6.04'

Offset

(Typ.)

3" to 6" Typ

(4 " Nominal)

Span

Tw (Typ.)

5

A A



Precast Openings in Precast Rectangular Sections 8.17


Plan

L

A A

Notes:

(1.) 90° Tee openings will be provided for tie-in pipe at angles of 80° to 100° and at slopes up to 17.5%.

(2.) For round openings, Span = Diam. = Rise.

(3.) For slopes > 1% ±±±±± , project plans should state where invert of tie-in pipe

is defined: Run C or inside face of wall.

(4.) When job conditions dictate that an opening be located across a joint

in the run, two semi-circular openings will be provided.

(5.) Haunches not shown when hidden. Details to scale for 6' x 5' box

x 24" MH opening RT, and 6' x 5' box x 24" - 60° R opening.

Section A-A Section B-B

Plan

FL

OW

(Typ

.)

LA

Y

FL

OW

(Typ

.)

LA

Y

Manhole Openings Pipe Openings

R L R

B B

Angle

(Run C to Opening C:

60° R shown, 90° Tee)

Run CRun C

Grove to Opening C:

(@ C Wall, 38" Typ.)

Opening

Span

OpeningSpan

OpeningRise

Center Center

Run Inside Wall to Opening C:

[@(Opening Rise) / 2 Typ.]

Opening

Rise

Slope (+5% Shown)

Run Inv. to Opening C:

(@ C Wall)

Grove to Opening C:

(38" Typ.)



Precast Box Culvert

Single Cell8.18


See Note #6

See Note #5

See Note #4

See Note #7

Typical Spans

See Note #5

See

Not

e #5

See

Not

e #5

Min 3'-0" and Up(1'-0" Increments)

Typ

ical

Ris

er

Min

3'-0

" an

d U

p(1

'-0"

Incr

emen

ts)

Lay Length Sections

Up to 7'-6" Typical

See Note #8

Joint Detail

See Note #8and Joint Detail

See Note #6


(1.) Precast box culvert design specifications shall be in accordance with ACI-318 "Building Requirements for Structural Concrete",

AASHTO Standard Specifications for Highway Bridges", ASTM C1433 "Precast Reinforced Concrete Monolithic Box Sections for Culverts,

Storm Drains. and Sewers, or ASTM C1577 "Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains and Sewers.

(2.) Concrete compressive strength 5,000 psi minimum unless otherwise specified.

(3.) Steel reinforcing designed to conform to the requirements outlined in note #1 and shall utilize grade 60 re-bars conforming to the

requirements of ASTM A185 or WWF conforming to the requirements of ASTM A185 or both.

(4.) Typical haunch detail shall be 8" x 8". Larger haunches are available for culverts of longer spans, deeper fills or heavy live load requirements.

(5.) Wall, roof, and floor dimensions shall be determined by job conditions. Typical configurations as well as steel requirements are

detailed in ASTM C1433 and C1577 as per note #1.

(6.) Penetrations in roof slab and walls can be provided dependent on job conditions. Additional steel will be required at all penetrations.

(7.) Weep holes available per job requirements and are typically placed one per culvert section at each exterior wall.

(8.) Tongue and groove shall be sized in proportion to culvert cross section. Joints shall be sealed by 1" x 1" close cell neoprene

sponge gasket material which is factory applied to the "Bell" or "Groove" end of the culvert section.

(9 .) See special details for end treatments, curves, and additional options available.



Precast Box Culvert

End Treatment Detail8.19


-No Scale-



See Note #2 See Note #1

See Note #4

See Note #4

See Note #3

General Notes:

(1.) Dowel bar splicers may be cast in to facilitate tie in to cast in place headwalls, wingwalls

and footings.

(2.) Rebar may be extended to facilitate tie ins in lieu of note #1.

(3.) Precast end wall designs are available to create containment structures. Call Hanson's

Enginering Department for further details.

(4.) Embedded wall plates may be provided to accommodate special job conditions.



Precast Box Culvert

Skewed Ends8.20


-No Scale-



See

Note #1

1'-6" Min.

Lay Length Barrier S

ections

Up to 7'-6" Typical

1'-6" Min.

Lay Length Barrier S

ections

Up to 7'-6" Typical

See Note #2

Single

Twin

General Notes:

(1.) Standard skewed angle may be limited due to section length as related to span of culvert.

Special length end sections can be produced to increase skewed angle.

(2.) Special skew configured can be achieved in single and multiple cell culverts by

incorporating a precast headwall into the end design, Call Hanson's Engineering

Department for further details.



Premier Modular Railroad Crossing

General Notes9.1

Premier Modular Railroad Crossings

Concrete

1. Aggregate conforms to ASTM C33.

2. Portland cement conforms to ASTM C150.

3. Fly ash conforms to ASTM C618.

4. Minimum compressive strength (at 28 days) = 7,000 p.s.i. unless greater strength is required by project specifications.

Reinforcing Steel

1. All bar reinforcing steel conforms to ASTM A706.

2. Welded wire fabric conforms to ASTM A497, 65 KSI.

3. Concrete cover of reinforcing steel conforms to AREMA Standard.

Installation

1. Prior to dismantling the track assembly, stake out the alignment for the new crossing with offsets located

every four track feet.

2. Remove existing track assembly including all rail, hardware, ties, and ballast. Remove subgrade below

the ballast to the hardpan.

3. Inspect for proper drainage and deficient subgrade. Remove any deficient subgrade material. The

overall excavation should be at least 10 feet wide to accommodate the new construction.

4. Prepare the new subgrade with clean granular material or a controlled low strength material (CLSM or

flowable fill). The top 6 inches of the subgrade is formed and screeded level. Granular material is

placed in four inch lifts to finished top of subgrade. This material is compacted to 95% proctor density.

Screed top of subgrade to level. The subgrade is compacted again which will typically create a 3/4 inch

gap to the top of subgrade. Compact 3/8 inch minus crushed stone (screenings) to top of subgrade.

The subgrade is now complete for the granular subgrade option. If using CLSM, place the CLSM to the top

of the leveling form. Screed the CLSM and allow to cure. For this option, the subgrade is complete.

5. Establish the centerline of the existing track. Mark the centerline at the bottom of the premier module, For

a curved alignment, use offsets from centerline at four foot increments. Reference curve data chart for

proper module spacing.

6. When placing modules for tangent track use 1/4 inch shims between modules. When placing modules on

a curved alignment, refer to the curved data chart. Gaps are required between modules to prevent spalling.

Make note at this time if beveled ends are used in the crossing.

7. Remove both center panels together and stack outside the immediate working area. Clean threaded inserts

of fallen debris and protect the inserts to prevent debris from filling the insert during installation. Pull rail into

position by pulling the rail from the middle of the existing track and through the middle of the modules. This

ensures that a mishandled rail does not chip the exposed portion of the module.

The following notes shall apply unless noted otherwise on the plans or specifications. In the case of

conflict with the plans or specifications, the more restrictive requirements shall apply.

Reference Specifications:

HIGHWAY LIVE LOADING, AASHTO LRFD Bridge Design Specifications, Section 36 Standard design capacity is HS20.

RAIL LIVE LOAD AND GENERAL DESIGN AREMA MANUAL FOR RAILWAY ENGINEERING.

Standard design capacity is Cooper E80.

(Notes continued on next page.)

Premier™ Notes




General Notes9.2

Installation (Continued)

8. After the rail is in position, lift it high enough to install the rubber boot. Unroll the boot and position the boot

under the rail. Unfold the boot. Apply the rail boot continuously from one end of the rail to the other.

Applying the boot from more than one location will create a bubble between the boot and the rail. Make

sure the high side edge of the rubber boot is toward the field side of the rail.

9. Apply lubrication (Module rail slick) to the rail seat of the module.

10. Place the rail snug into the rail seat. Place track jacks end-to-end and jack the rail into the rail seat. Use

two sets of track jacks at 4 to 8 foot intervals and leapfrogging the jacks as you install the center panels.

On extreme degree curves, leapfrog the track jacks in 4 foot intervals.

11. Install the center panels simultaneously and align the holes for the anchor bolts.

12. Install the anchor bolts by hand first, and then tighten them to 125 lbs. per foot maximum. DO NOT

OVER TIGHTEN.

13. At the ends of the crossing, cut the rail boot flush and install two rail anchors per rail at each end of the

module.

14. Inform the contractor placing the asphalt that roller equipment will damage the Premier Modules.

(Continued)


Premier™ Notes




Typical Section9.3

CLSM or Flowable Fill

Compacted or

Undisturbed Native Soil

CLSM or

Flowable Fill

Premier Unit

Roadway Subgrade

Roadway Surface


Granular Material

Compacted or

Undisturbed Native Soil

Leveling Gravel or

Stone Dust 3/8" or Less

Premier Unit

Exsisting Hard Pan

Roadway Subgrade

Roadway Surface

New Granular

Material Compacted

Exsisting Hard Pan

New Granular

Material Compacted




Curved Alingments (Diverged)9.4

Notes:

(1.) Premier units may be laid referring to the "Curve Data

Chart" for Divergence (Gap).

(2.) Tapered sections may be used to reduce divergence.

(3.) Taper shortens one side of 4' - 0" section by 1 inch.

4' - 0" Symmetrical Units

Center Panel Anchor Bolt

Typical (2) Each Panel

Divergence (Gap)4' - 0" O.D.

4' - 0"

2 Ton Ring Clutch Lifting Anchor


Center Panel x 4' - 0"

Recessed Diamond Pattern

Typical (4) Places

Base Panel x 4' - 0"


8' - 0" O.D.



Divergence (Gap)


Curved Alingments (Tapered)9.5

4' - 0" Tapered Units







Typical (4) Places



Notes:

(1.) Premier units may be laid referring to the "Curve Data

Chart" for Divergence (Gap).

(2.) Tapered sections may be used to reduce divergence.

(3.) Taper shortens one side of 4' - 0" section by 1 inch.

4' - 0" O.D.

3' - 11"

8' - 0" O.D.




Curve Data Chart

Premier Modular Railroad Crossing - Curve Data Chart

Curve Curve Radius Low Side Gap High Side Gap Low Side Gap High Side Gap

(degrees) (ft.) (in) (in) (in) (in)

1 5729.7 0.250 1/4 0.327 5/16 - - - -

2 2864.9 0.250 1/4 0.395 3/8 - - - -

3 1910.1 0.250 1/4 0.462 7/16 - - - -

4 1432.7 0.250 1/4 0.530 1/2 - - - -

5 1146.3 0.250 1/4 0.564 9/16 - - - -

6 955.4 0.250 1/4 0.597 9/16 - - - -

6 881.9 0.250 1/4 0.631 5/8 0.859 7/8 0.250 1/47 819.0 0.250 1/4 0.665 11/16 0.792 13/16 0.250 1/4

7 764.5 0.250 1/4 0.699 11/16 0.724 3/4 0.250 1/48 716.8 0.250 1/4 0.733 3/4 0.690 11/16 0.250 1/48 674.7 0.250 1/4 0.767 3/4 0.657 5/8 0.250 1/49 637.3 0.250 1/4 0.801 13/16 0.624 5/8 0.250 1/4

9 603.8 0.250 1/4 0.835 13/16 0.591 9/16 0.250 1/410 537.7 0.250 1/4 0.869 7/8 0.568 9/16 0.250 1/410 546.4 0.250 1/4 0.903 7/8 0.525 1/2 0.250 1/411 521.7 0.250 1/4 0.937 15/16 0.492 1/2 0.250 1/4

11 499.1 0.250 1/4 0.971 1 0.459 7/16 0.250 1/412 478.3 0.250 1/4 1.005 1 0.426 7/16 0.250 1/412 459.3 - - - - 0.393 3/8 0.250 1/413 441.7 - - - - 0.360 3/8 0.250 1/4

13 425.4 - - - - 0.327 3/8 0.250 1/414 410.3 - - - - 0.294 5/16 0.250 1/414 396.2 - - - - 0.261 5/16 0.250 1/415 383.1 - - - - 0.250 1/4 0.250 1/4

16 359.3 - - - - 0.250 1/4 0.327 5/1617 338.3 - - - - 0.250 1/4 0.386 5/818 319.6 - - - - 0.250 1/4 0.453 7/1619 302.9 - - - - 0.250 1/4 0.519 1/2

20 287.9 - - - - 0.250 1/4 0.586 9/1621 274.4 - - - - 0.250 1/4 0.653 5/822 262.0 - - - - 0.250 1/4 0.719 11/1623 250.8 - - - - 0.250 1/4 0.786 3/4

24 240.5 - - - - 0.250 1/4 0.852 7/825 231.0 - - - - 0.250 1/4 0.919 15/1626 222.3 - - - - 0.250 1/4 0.985 1

27 214.2 - - - - 0.250 1/4 1.051 1 1/16

28 206.7 - - - - 0.250 1/4 1.118 1 1/829 199.7 - - - - 0.250 1/4 1.184 1 3/1630 193.2 - - - - 0.250 1/4 1.250 1 1/431 187.1 - - - - 0.250 1/4 1.317 1 5/16

32 181.4 - - - - 0.250 1/4 1.382 1 3/833 176.0 - - - - 0.250 1/4 1.448 1 1/234 171.0 - - - - 0.250 1/4 1.514 1 5/835 166.3 - - - - 0.250 1/4 1.580 1 3/4

Symmetrical Module 48" Tapered to 47" Module

9.6




Boot & Optional Fillers9.7


Rail with Boot & Walkway Filler

Rail Boot

Rail

Rail Boot

Rail

Rail Boot

Rail

Standard Flangeway Filler

(Optional for Transit Applications)

Walkway Flangeway Filler

(Optional for Transit Applications in Walkway

Area, Provides an ADA Approved Crossing)

Rail with Boot & Flangeway Filler

Rail with Standard Boot




4' - 0" Premier Unit (Isometric View)9.8


Optional Beveled Edge Detail

4' - 0" O.D.

6"

Ref.


Typical (2) Places


Typical (1) Place



Typical (4) Places


Rail and Rail Boot

Not Shown for Clarity2 Ton Ring Clutch Lifting Anchor

Typical (2) Places

3' - 6"


6" Ref.

Varies


Typical (2) Places

1 1/2" ø Lifting Hole

Typical (2) Places

8' - 0" O.D.

4' - 0" O.D.

4' - 0" O.D.

45°




4' - 0" Premier Unit (Plan View)9.9


2 Ton Ring Clutch Lifting

Anchor Typical (1) Each

Center Panel x 4' - 0"Base Panel x 4' - 0"


Rail (Boot Not

Shown for Clarity)


Rail (Boot Not

Shown for Clarity)

Section A-A

Plan View

3/4" ø Anchor Bolt


3/4" ø Anchor Bolt


4' - 0" O.D.

4' - 0" O.D.

8' - 0" O.D.

AA

A

6"

1/2"

1' - 7 3/4" 1' - 7 3/

4"

B B

56 1/2" (4' - 8 1/

2") Track Gauge

Panel Geometry: A B Base Wt. Center Wt. (ea.)

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

100 RB Pound Rail 5 3/4

2' - 4 5/8

3,450 525

100 RE/105 Dudly Rail 6 2' - 4 5/8

3,500 550

112/115 Pound Rail 6 13/16

2' - 4 3/4

3,600 600

132/136 Pound Rail 7 5/16

2' - 5 3,700 650




8' - 0" Premier Unit (Isometric View)9.10


6"

Ref.


Typical (2) Places


Typical (2) Places


Recessed Diamond Thread

Pattern Typ. (4) Places


Rail and Rail Boot

Not Shown for Clarity2 Ton Ring Clutch Lifting Anchor

Typical (4) Places


6" Ref.

Varies


Typical (4) Places


8' - 0" O.D.

7' - 6"

8' - 0" O.D.

8' - 0" O.D.

45°


Typical (2) Places




8' - 0" Premier Unit (Plan View)9.11


2 Ton Ring Clutch Lifting

Anchor Typical (2) Each


Rail (Boot Not

Shown for Clarity)


Rail (Boot Not

Shown for Clarity)

Section A-A

Plan View

3/4" ø Anchor Bolt


8' - 0" O.D.

AA

1/2"

1' - 7 3/4" 1' - 7 3/

4"

B B

56 1/2" (4' - 8 1/

2") Track Gauge

3/4" ø Anchor Bolt


8' - 0" O.D.

A

6"

Panel Geometry: A B Base Wt. Center Wt. (ea.)

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

100 RB Pound Rail 5 3/4

2' - 4 5/8

6,900 1,050

100 RE/105 Dudly Rail 6 2' - 4 5/8

7,000 1,100

112/115 Pound Rail 6 13/16

2' - 4 3/4

7,200 1,200

132/136 Pound Rail 7 5/16

2' - 5 7,400 1,300




4' - 0" Premier Plus Unit (Isometric View)9.12


4' - 0" O.D.

6"

Ref.

Plastic Filler Panel

Typical (2) Places


Typical (4) Places


Rail and Rail Boot

Not Shown for Clarity


Typical (2) Places

7' - 6"


6" Ref.


Typical (4) Places

4' - 0" O.D.

4' - 0" O.D.

8' - 0" O.D.

45°

3/4" ø Anchor Bolt




Typical (2) Places




4' - 0" Premier Plus Unit (Plan View)9.13


Plan View

AA


Typical (2) Places

3/4" ø Anchor Bolt


Rail (Boot Not

Shown for Clarity)

Rail (Boot Not

Shown for Clarity)

Rail Clip Typical (2) Each Rail

Rail Clip Pocket


Section A-A


3/4" ø Anchor Bolt


4' - 0" O.D.

4' - 0" O.D.

8' - 0" O.D.

13"A

1' - 7 3/4" 1' - 7 3/

4"56 1/

2" (4' - 8 1/

2") Track Gauge

Center Panel Geometry: A Weight

112/115 Pound Rail 6 13/16

" 4,900 lbs.

132/136 Pound Rail 7 5/16

" 4,900 lbs.




8' - 0" Premier Plus Unit (Iso. View)9.14


6"

Ref.


Typical (2) Places


Typical (3) Places


Rail and Rail Boot

Not Shown for Clarity2 Ton Ring Clutch Lifting

Anchor Typical (4) Places

7' - 6"


6" Ref.


Typical (4) Places

45°

3/4" ø Anchor Bolt



8' - 0" O.D.

8' - 0" O.D. 8' - 0" O.D. 1 1/2" ø Lifting Hole

Typical (2) Places



9.15



8' - 0" Premier Plus Unit (Plan View)

Plan View

AA


Typical (2) Places

3/4" ø Anchor Bolt


Rail (Boot Not

Shown for Clarity)

Rail (Boot Not

Shown for Clarity)

Rail Clip Typical (4) Each Rail

Rail Clip Pocket

Typical 4) Each Panel

Section A-A


8' - 0" O.D.

8' - 0" O.D.

A13"

1' - 7 3/4" 1' - 7 3/

4"56 1/

2" (4' - 8 1/

2") Track Gauge

Center Panel Geometry: A B

112/115 Pound Rail 6 13/16

" 9,800 lbs.

132/136 Pound Rail 7 5/16

" 9,800 lbs.

3/4" ø Anchor Bolt


American Concrete Pipe Association • 222 W. Las Colinas Blvd., Suite 641 • Irving, TX 75039 • (972) 506-7216 • FAX (972) 506-7682

Design Data

Loads and Supporting Strengths

Hydraulics of Sewers

Hydraulics of Culverts

Installations

Miscellaneous

AmericanConcrete Pipe

Association

Technical Series

Published by

© 1996 ACPA Technical data herein are considered reliable, but no guarantee is made or liability assumed.DD-Title (7/98) Printed in U.S.A.

Design DataTable of ContentsDate of Issue: March 3, 1997

Design Issue CurrentData Date Print Date Title

1 10/92 (R) 10/92 Highway Live Loads on Circular Concrete Pipe6 05/89 (R) 05/89 Concrete Pipe Selection: (Embankment)7 10/92 (R) 10/92 Concrete Pipe Selection: (Trench)

13 10/92 (R) 10/92 Jacking Concrete Pipe15 02/84 06/90 Aircraft Loads16 06/80 (R) 07/91 Railroad Loads17 05/87 (R) 03/97 Loads & Supporting Strengths of HE & Arch Pipe22 03/71 06/89 Surcharge Loads23 07/71 05/89 Transition Width25 08/74 05/89 3-Edge Bearing Strengths C14 & Clay Pipe29 06/85 (R) 07/91 Multiple Pipe Installation: (Trench Condition)31 05/89 05/89 Highway Live Loads on Concrete Arch Pipe32 07/87 (R) 03/97 Highway Live Loads on Concrete Elliptical Pipe38 07/80 06/89 Bedding Factors - Trench Installations40 09/95 10/96 Standard Installation & Bedding Factors

Loads and Supporting Strengths

2 03/68 05/89 Friction Factors for Corrugated Metal Pipe4 10/92 10/92 Hydraulic Capacity of Sewers5 07/69 03/97 Equivalent Flow Capacity of Sewers

14 12/88 (R) 03/97 Manning’s n Values History of Research35 04/80 05/89 Partial Flow Conditions Circular Concrete Pipe36 06/80 05/89 Partial Flow Conditions Arch Concrete Pipe37 07/80 06/88 Partial Flow Conditions Elliptical Concrete Pipe

3 03/68 05/89 Hydraulics Performance Curves8 10/92 (R) 10/92 Hydraulics of Culverts: 12” - 21” Diameter Pipe9 01/68 05/89 Hydraulics of Culverts: 24” - 48” Diameter Pipe

10 06/69 06/90 Hydraulics of Culverts: 54” - 90” Diameter Pipe11 07/69 05/89 Hydraulics of Culverts: 96” - 144” Diameter Pipe18 10/92 (R) 10/92 Hydraulics of Culverts: HE Concrete & Metal Arch19 03/70 05/87 Hydraulics of Culverts: HE Concrete & Plate Arch20 10/80 (R) 01/89 Hydraulics of Culverts: Concrete & Metal Arch26 12/86 (R) 04/91 Hydraulics Capacity of Precast Concrete Boxes27 12/86 (R) 12/90 Hydraulics of Culverts: Concrete Boxes 3' - 6'28 12/86 (R) 12/90 Hydraulics of Culverts: Concrete Boxes 7' - 10'33 04/78 05/89 Precast Concrete Box Sect Partial Flow Condition34 05/87 (R) 05/87 Hydraulics of Culverts: Concrete Boxes 11' - 12'

21 10/80 (R) 12/88 Curved Alignment

12 07/69 09/90 Precast Concrete Manholes30 10/92 (R) 10/92 Flotation of Circular Concrete Pipe39 12/86 11/87 Low Pressure Air Testing of Sewers41 11/96 11/96 Manhole Flotation

(R) Revised

Hydraulics of Sewers

Hydraulics of Culverts

Installation

Miscellaneous



11.1

Design Aids

Glossary - Terms Applicable to PrecastDrainage Structures

Glossary - Terms Applicable to Precast Drainage Structures

Hole: The opening left in the wall of a structure for future installation of a pipe. Thisopening is always larger than the pipe O.D. See table for standard hole sizes.Also known as knock out or window.

Brick & Casting The combined height of the casting (cover or grate) and rows of brick at the topAdjustment: of a structure. Also can be throat (inlet top section) height on structures such

as D.O.T. P5 & P6 inlets.

Key Way: The groove section of a tongue & groove joint between two parts of a structure.

Sump: The part of a structure between the lowest pipe invert and the floor of thestructure. Also the height of this part of the structure, that is, the distancebetween floor and lowest pipe invert in a structure.

Hole Raise: Distance from floor to invert of the opening (hole) left for a pipe. Thus an 18"dia. CMP pipe, at invert elevation 3.0, with floor elevation of 0.0 and hole dia.of 24" has a hole raise of:3.0 - 0.0 = 3.0' = 36"; 36" - [(24" - 18")] ÷ 2] = 33" = hole raise.

Wall Height: The actual wall height from floor to top of concrete wall. Thus a 48" dia. man-hole, RIM elev. of 7.3, floor elev. 0.0 has wall height of:

7.3 - 0.0 - (1.3' brick & casting allow.) = 6.0' = 72" = wall height.

Weep Hole: An opening of diameter as dictated by the controlling authority, left in the floor ofdrainage structures to permit draining of the sump area.



11.2

Design Aids

Design Red Lights(Project Check List)

Design Red Lights (Project Check List)

1. When specifying floor and invert elevations of a structure, check for sufficient wall height to takethe required holes. Thus one must subtract brick & casting allowance, top slab thickness, andhole raise, if applicable.

2. Look out for too much pipe into too small a structure. There may be very little support for thetop section when all the blank outs are removed . This is particularly critical when transportingthe structure and when CMP or HDPE is used.

3. Try to put pipes into flat wall structures at as near 90 degrees to the wall as possible. Shallowangles require large elliptical holes and weaken the wall.

4. Try to maintain at least 2' of cover over your pipes. Less than this may put you into the throatarea, cause conflicts with castings, or cost your client more for high strength pipe. (Note thatthese are only some of the problems.)

5. Specify pipe material on your drawing. Hole sizes differ for the same pipe in different materials.

6. Use standard structures wherever possible. They are far more economical.

7. Where possible, use locally manufactured castings. They do not have high transportation costsand long delivery times.



11.3

Design Aids

Standard Hole Diameters

Standard Hole Diameters

Notes: (1) A dash ( - ) in the table signifies that the pipe is not manufactured or else not readilyavailable in a particular material.

(2) Values given in the table are those that would normally be used in our plant. However, the blank out diameter can be varied as required by a given situation.

Pipe Size Pipe Types

(Nominal I.D.) D.I.P. Clay P.V.C. R.C.P. C.M.P.

4" 7" 7" 7" - -6" 12" 12" 12" - 12"8" 12" 12" 12" - 12"

10" 16" 16" 16" - 16"12" 16" 16" 16" 21" 18"14" 20" - - - -

15" - - 20" 24" 21"16" 20" - - - -18" 24" - 24" 30" 24"

20" 24" - - - -21" - - 26" - 28"24" 28" - 28" 36" 30"

30" 36" - - 42" 36"36" 42" - - 48" 42"42" - - - 60" 48"

48" - - - 66" 54"54" - - - 72" 60"60" - - - 78" 66"

66" - - - 84" 72"72" - - - 92" 78"78" - - - 96" 84"

84" - - - 108" 92"90" - - - - -96" - - - - 108"



11.4

Design Aids

Instructions & Examples forPipe Half Angle Table

Instructions & Examples forPipe Half Angle Table

(Used with circular structures - see"Half Angle Diagram" for illustration)

Example No. 1:

To find if a given structure will accomodate two pipes on approximately thesame level, whose size and centerline included angle is specified.

Given: 48" Dia manhole, 15" dia. CMP pipe, 24" dia. CMP pipe, 76 degreeincluded angle between pipe centerlines.

Procedure: (1.) Turn to "Standard Hole Diameter Table" and find: 15" CMP hole is 21" dia., and 24" CMP hole is 30" dia.

(2.) Turn to "Pipe Half Angle Table" and find:(a.) Structure dia. on bottom row. (48")(b.) Hole dia. of 30" at right side of table.(c.) Read up and left to intersection finding half angle of 38.68 degrees.(d.) Repeat procedure for 48" dia. structure & 21" dia. hole,

finding half angle of 25.94 degrees.(e.) In bottom row below structure dia. find separation angle of 4.77 degrees.(f.) Add angle found in steps - (c.), (d.) & (e.) giving result of 69.39 degrees.

Result: 69.39 degrees is the normal minimum angle between these pipes inthis structure. Since this angle is less than the 76 degrees specified;the structure will readily accommodate the pipes in question.

(See next page for example no. 2)



11.5

Design Aids

Instructions & Examples forPipe Half Angle Table (cont.)

Instructions & Examples forPipe Half Angle Table (cont.)

(Used with circular structures - see"Half Angle Diagram" for illustration)

Example No. 2:

Find the minimum structure for the pipes of Example 1 on the previous page.

Given: Round Structure desired for reasons of economy: Find minimum diameter structure for 15" dia. CMP pipe, 24" dia. CMP pipe; 76 degree included angle between pipe centerlines.

Procedure: (1.) Hole Diameters are once again 21" & 30".

(2.) Try 42" dia. structure in "Pipe Half Angle Table".

(3.) Find half angles of:45.58 deg. for 30" hole, 30.00 deg. for 21" hole, and 5.46 deg. for 42" dia. structure sepration angle.

(4.) Total angle is 81.04 deg., which is too large, however, pipe separation angle of 5.46 deg. can be reduced to 0 deg., and the holes butted together at the inside wall. This is not recommended practice, but is a design option, thus the total included angle is 75.58 deg. This is less than the 76 deg. specified, and the 42" round will just accommodate the pipes in question.

Note: Structure sizes can also be reduced by decreasing hole diameters. However, thedesigner should be aware such procedures increase construction difficulties, mayviolate local standards, and should be avoided if at all possible.



Design Aids


NOTE:

Pipe Half Angle Diagram

A = Half angle for 21" dia. hole in a 48" dia. structure.

B = Separation angle for a 48" dia. structure.

C = Half angle for 30" dia. hole in a 48" dia. structure.

D = Min. angle between pipe CL's.(Where hole separation is required.)

11.6

21" ø Hole

C

30" ø Hole

24" ø CMP

15" ø CM

P

A

D

CLCL

B

48" D

ia.



42" 48" 60" 72" 84" 96"5.46 4.77 3.82 3.18 2.73 2.39

90.00 96"

69.64 90"

90.00 61.04 84"

68.21 54.34 78"

90.00 59.00 48.59 72"

66.44 51.79 43.43 66"

90.00 56.44 45.58 38.68 60"

64.16 48.59 40.01 34.23 54"

90.00 53.13 41.81 34.85 30.00 48"

90.00 61.04 44.43 35.69 30.00 25.94 42"

59.00 48.59 36.87 30.00 25.38 22.02 36"

45.58 38.68 30.00 24.62 20.92 18.21 30"

41.81 35.69 27.82 22.89 19.47 16.96 28"

34.85 30.00 23.58 19.47 16.60 14.48 24"

30.00 25.94 20.49 16.96 14.48 12.64 21"

25.38 22.02 17.46 14.48 12.37 10.81 18"

22.39 19.47 15.47 12.84 10.98 9.59 16"

19.47 16.96 13.49 11.21 9.59 8.39 14"

16.60 14.48 11.54 9.59 8.21 7.18 12"

13.77 12.02 9.59 7.98 6.84 5.98 10"

Design Aids

Pipe Half Angle Table 11.7

Structure Diameter(Inches)

Separation Angle(Degrees)

Hol

e D

iam

eter

s(I

nche

s)

Half Angle(Degrees)



11.8

Design Aids

Maximum Pipe Angle Tables(Instructions / Examples)

Maximum Pipe Angle TablesUse with Square or Rectangular Structures

Instructions / Examples

Tables I and II on the following pages give the maximum angle at which a hole ofgiven diameter may enter the wall of a square or rectangular structure without cuttinginto the corner area of the box. In the following discussion, refer to the "Pipe AngleDiagram, Flat Wall Structures", and Tables I & II.

Table I gives angle values for situations where the pipe and hole centerline passthrough the center of the structure. The designer must exercise care in the use ofthis table since it is restricted to those structures for which it was developed. See thenotes at the bottom of the "Pipe Angle Diagram" Sheet for a listing of these struc-tures. The table values cover most structures commonly supplied by our firm.

To find the angle for a structure not covered in the table; use the formula for diametergiven at the top of the "Pipe Angle Diagram" sheet.

Example No. 1: Ref: Table #1 on page 4.10

Given: It is desired to put an 18" CMP pipe through the wide side of a"C" (24" x 36") box at an angle of 15 degrees with the box centerlineand with the pipe centerline passing through the center of thestructure. Can this be done without cutting into the box corner?

Procedure: (1.) Turn to "Standard Hole Diameter Table" and find: 18" CMP hole is 24" dia.

(2.) Wall thickness for a "C" box is 8", so inside wall dimension over wall thickness is 36" / 8".

(3.) Find 36" / 8" column in table 1 and 24" hole diameter row at right side of table.

Result: Read up and over to intersection; finding max. angle of 15.51 degrees.Max. angle is greater than proposed angle, so we are OK.

Table II on page 4.11 gives angle values for situations where the pipe centerline meets awall centerline at the inside face of the wall. See lower diagram on the "Pipe Angle Dia-gram" sheet. Application is restricted to walls whose inside width and thickness are givenat the bottom of the table. For walls with other dimensions, use the formula for 0 found atthe bottom of the "Pipe Angle Diagram" page. Note that dimension "L" has no effect in thisinstance so table values can be used for non-standard box lengths.

Procedure is as given in example #1. Note, however, that a jog is formed in the line whenusing this system. As a practical matter, given sufficient distance between structures, thisjob can be eliminated by slightly angling the pipe in the hole. However, the designershould consider this problem.



Design Aids


NOTE:

Pipe Angle DiagramFlat Wall Structures

"L" Values used in Table I to derive diameter are as given below; To find diameter for other values of "L" use formulas above.

11.9

Pipe Through Center of Structure - See Table I

17/6 - L = 14" 17" x 28" "D-1" Box24/8 - L = 18" 24" x 36" "C" Box

27/8 - L = 131/2" 27" x 27" "D-2" Box

28/6 - L = 81/2" 17" x 28" "D-1" Box36/8 - L = 12" 24" x 36" "C" Box42/6 - L = 21" 42" x 42" D.O.T. "P" Box

48/8 - L = 12" 48" x 24" D.O.T. "F" Box60/8 - L = 36" 60" x 72" D.O.T. "J" Box72/8 - L =36" 72" x 72" D.O.T. "J" Box

CL

CL

CL

CL

L

- See Note Below -

D/2

CL

ø

D/2

L

W

T

W

Pipe Meets Structure @ Inside Wall - See Table IICL

L

D/2

ø

D/2

L

W

T

W

CL

ø = Tan -1 WL + T

- Sin -1D/2

w2 + (L + T)2

ø = Tan -1 WT

- Sin -1D/2

w2 + T2



0.00 72"

3.81 66"

7.44 0.00 60"

10.93 3.82 54"

14.32 7.50 0.00 48"

17.61 11.06 7.95 0.00 42"

20.83 14.53 15.01 6.12 0.00 36"

23.99 17.93 21.49 11.86 8.11 30"

25.03 19.05 23.57 13.71 10.64 0.00 28"

27.10 21.27 27.60 17.34 15.51 7.46 3.92 0.00 24"

28.65 22.92 30.55 20.00 19.02 12.60 7.69 3.27 21"

30.18 24.56 33.45 22.62 22.45 17.48 11.36 6.46 18"

31.20 25.65 35.35 24.35 24.70 20.61 13.75 8.56 1.43 16"

32.22 26.74 37.24 26.06 26.91 23.67 16.12 10.63 4.24 14"

33.23 27.82 39.12 27.77 29.11 26.68 18.45 12.69 7.00 12"

34.24 28.90 40.98 29.47 31.28 29.63 20.76 14.73 9.73 10"

Design Aids

Max. Pipe AngleFlat Wall Structures 11.10

Hol

e D

iam

eter

s(I

nche

s)

Table IPipe through center of structure

(See note at bottom of Diagram Page 4.9)CL

72" 60" 48" 42" 36" 28" 27" 24" 17"8" 8" 8" 6" 8" 6" 8" 8" 6"

Inside Wall Dimension

Wall Thickness

Maximum Angle (Degrees)



0.00 72"

13.99 66"

23.04 0.00 60"

30.41 14.66 54"

36.87 24.45 0.00 48"

42.76 32.51 15.47 0.00 42"

48.26 39.64 26.22 18.54 0.00 36"

53.47 46.18 35.21 30.67 16.45 30"

55.16 48.27 37.97 34.18 20.75 0.00 28"

58.48 52.33 43.26 40.72 28.51 14.81 9.46 0.00 24"

60.93 55.30 47.05 45.31 33.83 23.22 17.34 9.58 21"

63.35 58.22 50.73 49.71 38.86 30.58 24.35 17.69 18"

64.94 60.14 53.14 52.56 42.08 35.11 28.69 22.61 4.50 16"

66.53 62.04 55.51 55.36 45.23 39.44 32.85 27.27 12.48 14"

68.11 63.93 57.85 58.10 48.31 43.60 36.87 31.72 19.55 12"

69.68 65.80 60.17 60.82 51.34 47.63 40.77 36.02 26.04 10"

Design Aids

Max. Pipe AngleFlat Wall Structures 11.11

Hol

e D

iam

eter

s(I

nche

s)

72" 60" 48" 42" 36" 28" 27" 24" 17"8" 8" 8" 6" 8" 6" 8" 8" 6"

Inside Wall DimensionWall Thickness

Maximum Angle (Degrees)

Table IIPipe meets structure @ inside wall.CL CL



#3 .376 .375 .11 .66#4 .668 .500 .20 .40#5 1.043 .625 .31 .62

#6 1.502 .750 .44 .88#7 2.044 .875 .60 1.20#8 2.670 1.000 .79 1.58

#9 3.400 1.128 1.00 2.00#10 4.303 1.270 1.27 2.54#11 5.313 1.410 1.56 3.12

#14 7.650 1.693 2.25 4.50#18 13.600 2.257 4.00 8.00

Cross - Sectional Area

(Sq. in.) per ft.BarBar Size Weight Diameter

Designation* (Lbs. per foot) (inches) At 12" C.-C. At 6" C.-C.

Design Aids

Rebar Chart 11.12

* Bar numbers are based on the number of 1/8 inches included in thenominal diameter. The nominal diameter of a deformed bar is equivalentto the diameter of a plain bar having the same weight as the deformed bar.



Area - Sq. In. per Ft. of Width for Various Spacings

Center to Center Spacing

W31 D31 0.628 1.054 1.86 1.24 .93 .62 .465 .372 .31W30 D30 0.618 1.020 1.80 1.20 .90 .60 .45 .36 .30W28 D28 0.597 .952 1.68 1.12 .84 .56 .42 .336 .28

W26 D26 0.575 .934 1.56 1.04 .78 .52 .39 .312 .26W24 D24 0.553 .816 1.44 .96 .72 .48 .36 .288 .24W22 D22 0.529 .748 1.32 .88 .66 .44 .33 .264 .22

W20 D20 0.504 .680 1.20 .80 .60 .40 .30 .24 .20W18 D18 0.478 .612 1.08 .72 .54 .36 .27 .216 .18W16 D16 0.451 .544 .96 .64 .48 .32 .24 .192 .16

W14 D14 0.422 .476 .84 .56 .42 .28 .21 .168 .14W12 D12 0.390 .408 .72 .48 .36 .24 .18 .144 .12W11 D11 0.374 .374 .66 .44 .33 .22 .165 .132 .11

W10.5 0.366 .357 .63 .42 .315 .21 .157 .126 .105W10 D10 0.356 .340 .60 .40 .30 .20 .15 .12 .10W9.5 0.348 .323 .57 .38 .285 .19 .142 .114 .095

W9 D9 0.338 .306 .54 .36 .27 .18 .135 .108 .09W8.5 0.329 .289 .51 .34 .255 .17 .127 .102 .085W8 D8 0.319 .272 .48 .32 .24 .16 .12 .096 .08

W7.5 0.309 .255 .45 .30 .225 .15 .112 .09 .075W7 D7 0.298 .238 .42 .28 .21 .14 .105 .084 .07

W6.5 0.288 .221 .39 .28 .195 .13 .097 .078 .065

W6 D6 0.276 .204 .36 .24 .18 .12 .09 .072 .06W5.5 0.264 .187 .33 .22 .165 .11 .082 .066 .055W5 D5 .0252 .170 .30 .20 .15 .10 .075 .06 .05

W4.5 0.240 .153 .27 .18 .135 .09 .067 .054 .045W4 D4 0.225 .136 .24 .16 .12 .08 .06 .048 .04

W3.5 0.211 .119 .21 .14 .105 .07 .052 .042 .035

W3 0.195 .102 .18 .12 .09 .06 .045 .036 .03W2.9 0.192 .098 .174 .116 .087 .058 .043 .035 .029W2.5 0.178 .085 .15 .10 .075 .05 .037 .03 .025

W2.1 0.162 .070 .126 .084 .063 .042 .031 .025 .021W2 0.159 .068 .12 .08 .06 .04 .03 .024 .02

W1.5 0.138 .051 .09 .06 .045 .03 .022 .018 .015W1.4 0.135 .049 .084 .056 .042 .028 .021 .017 .014

Design Aids

Welded Wire Mesh Chart 11.13

Wire Size Number Nominal NominalDiameter Weight

Smooth Deformed Inches Lbs./Lin. Ft. 2" 3" 4" 6" 8" 10" 12"



W3.5/W3.5, 3" x 3"or

#4@ 12" CCEW .20 #3 @ 9 1/2" CCEW .1333 W4.5/W4.5, 4" x 4" .1230or

W6.02/W6.2, 6" x 6"

W6.5/W6.5, 3" X 3"#4 @ 6" CCEW .40

#4 @ 9" CCEW.2666 or .2461#5 @ 13 1/2" CCEW

W9/W9, 4" x 4"

W5/W5, 3" x 3"#5 @ 12" CCEW .31 #4 @ 11 1/2" CCEW .2066 or .1907

W5W6.7, 3" x 4"

#5 @ 6" CCEW .62 #6 @12" CCEW .4133 W10/W10, 3" x 3" .3815#5 @ 9" CCEW

#6 @ 12" CCEW .44 #5 @ 12 1/2" CCEW .2933 W6.5/W6.5, 3" x 3" .2707

#6 @ 6" CCEW .88#6 @ 9" CCEW

.5866 W14/W14, 3" x 3" .5415#7 @ 12" CCEW

#7 @ 12" CCEW .60 #6 @ 13" CCEW .40 W9.5/W9.5, 3" x 3" .3692

#7 @ 6" CCEW 1.20 #7 @ 9" CCEW .80 W26/W26, 4" x 4" .7385

#8 @ 12" CCEW .79 #7 @ 13 1/2" CCEW .5267 W26/W26, 6" x 6" .4861

#8 @ 6" CCEW 1.58 #8 @ 9" CCEW 1.053 W26/W26, 3" x 3" .9723

Bar Size & Steel Bar Size & Min. Steel *Wire Size Min. SteelSpacing Area Spacing Area & Spacing Area

Design Aids

Steel Equivalency Chart 11.14

Most steel reinforcing designs in the precast industry use grade 40 rebar. Theyield strength of grade 40 rebar is 40,000 p.s.i. Steel cross sectional areas maybe reduced by using higher strength steels and still maintain equivalent yieldstrengths.

The following chart has been developed to show equivalent yield strengths forgrade 40 rebar, and 65 k.s.i. welded wire mesh. The equivalent steel areas aredirectly proportional to the yield strengths, therefore:

Grade 60 steel area = 40,000 / 60,000 x grade 40 steel area

65 k.s.i. welded wire mesh = 40,000 / 65,000 x grade 40 steel area

Grade 40 Rebar Equivalent Grade 60 RebarEquivalent 65 K.S.I.Welded Wire Mesh

* Wire mesh sizes shown are examples only. Availability must be checked with themesh manufacturer.



Load Designations***

Classification Application Proof Load Test

Suitable for highway traffic loads, or 16,000 lb. 25,000 lbs.* (Ref: Fed. Spec. RR-F-621C)Heavy Dutywheel loads.

Suitable for driveways, parking lots, rampsMedium Duty and other similar applications where wheel 18,000 lbs.*

loads do not exceed 12,000 lbs.

Suitable for pedestration areas such asLight Duty sidewalks, terraces and other areas which

do not receive vehicular traffic.

H-20 AASHTO H20: 16,000 lbs over 8" x 20" area.**

Traffic H-15 AASHTO H20: 12,000 lbs over 6.9" x 17.30" area.**

H-10 AASHTO H20: 8,000 lbs over 5.6" x 14.1" area.**

Non-TrafficThese grates and covers are not intended for traffic applications.

All our standard products exceed 300 PSF.

Design Aids

Casting Specifications 11.15

* Proof load is applied over a 9" x 9" area in center of the casting and held for oneminute without failure or permanent deflection.

Cast Iron Products

Load Designations***

Classification Application

**Design includes 30% for impact. Load area is increased by twice the distancecenter to center of the bearing bars in the direction perpendicular to the bearingbars.

*** Load designation and classificatios are per U.S. Foundry & Mfg. Corp. Products asshown in their 3rd addition catalog, copyright 1986.

Steel Grating and Covers



Comparison ofASTM C-76 Class Pipe

ToASTM C-655 D-Load Pipe

D-Load Range Class

1D to 800 D Class 1801 D to 1,000 D Class 21,001 D to 1,350 D Class 31,351 D to 2,000 D Class 42,000 D to 3,000 D Class 5Above 3,000 D No Equal Class Pipe

ASTM C-76 & ASTM C655 Comparison 12.1

Engineering



● ASTM C14 /AASHTO M86 - Concrete Sewer, Storm Drain, and Culvert Pipe

● ASTM C76 / AASHTO M170 - Reinforced Concrete Culvert, Storm Drain and Sewer Pipe

● ASTM C361 - Reinforced Concrete Low Head Pressure Pipe

● ASTM C443 /AASHTO M315 - Joints for Concrete Pipe and Manholes using Rubber Gaskets

● ASTM C478 / AASHTO M199 - Precast Reinforced Concrete Manhole Sections

● ASTM C497 - Test Methods for Concrete Pipe, Manhole Sections, or Tile

● ASTM C506 / AASHTO M206 - Reinforced Concrete Arch Culvert, Storm Drain and Sewer Pipe

● ASTM C507 / AASHTO M207 - Reinforced Concrete Elliptical Culvert, Storm Drain and Sewer Pipe

● ASTM C655 - Reinforced Concrete D-Load Culvert, Storm Drain, and Sewer Pipe

● ASTM C789 / AASHTO M259 - Precast Reinforced Concrete Box Sections for Culverts, Storm Drains, and Sewers

● ASTM C822 - Terminology Relating to Concrete Pipe and Related Products

● ASTM C850 / AASHTO M273 - Precast Reinforced Concrete Box Sections for Culverts, Storm Drains and

Sewers with Less Than 2 Feet of Cover Subjected to Highway Loadings

● ASTM C890 - Practice for Minimum Structural Design Loading for Monolithic or Sectional Precast Concrete

Water and Wastewater Structures

● ASTM C913 - Precast Concrete Water and Wastewater Structures

● ASTM C923 - Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipes

● ASTM C924 - Practice for Testing Concrete Pipe Sewer Lines by Low-Pressure Air Test Method

● ASTM C969 - Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe

Sewer Lines

● ASTM C990 / AASHTO M198 - Specifications for Joints for Concrete Pipe, Manholes and Precast Box Sections

Using Preformed Flexible Joint Sealants

● ASTM C1103 - Practice for Joint Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines

● ASTM C1131 - Practice for Least Cost (Life Cycle) Analysis of Concrete Culvert, Storm Sewer, and Sanitary

Sewer Systems

● ASTM C1214 - Practice for Testing Concrete Pipe Sewerlines by Negative Air Pressure (Vacuum) Method

● ASTM C1244 - Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test Method

● ASTM C1417 - Specification for Manufacture of Reinforced Concrete Sewer, Storm Drain, and Culvert Pipe

for Direct Design

● ASTM C1433 - Precast Reinforced Concrete Box Sections for Culverts, Storm Drains,and Sewers

● ASTM C1577 - Precast Reinforced Concrete Monolithic Box Sections for Culverts, Storm Drains and

Sewers Designed According to AASHTO LRFD

● AWWA C302 - Reinforced Concrete Pressure Pipe, Non-Cylinder Type for Water and Other Liquids

● U.S. Bureau of Reclamation - Standard Specifications for Reinforced Concrete Pressure Pipe

Reference Specifications

Engineering

12.2

Specifications Applicable to Concrete Pipe and Associated Precast Concrete Products



Selection of pipe sizes for flows as determined by Manning's equation:

V = 1.486/n ● R.66 ● S.5

Where; Q = A ● V

Substitute for V:

Q = A (1.486/n ● R.66 ● S.5)

Therefore: Q = K ● S.5

Example: Substitute a Box (or Boxes) for 2 - 30 inch Arch Pipes

K for 1 - 30 inch Arch Pipe = 368 (from table)∴ K for 2 - 30 inch Arch Pipes = 736K for equivalent Box Culvert; 4' x 2' Box = 743 (from table)Therefore a single 4' x 2' Box Culvert (RCB) will substitute.

CMA - Corrugated Metal Arch - use n = 0.024 for 2 2/3 x 1/2 inch & 0.027 for 3 x 1 inchCMP - Corrugated Metal Circular Pipe - use n = 0.024RCA - Reinforced Concrete Arch - use n = 0.012RCB - Reinforced Concrete Box Culvert - use n = 0.012RCE - Reinforced Concrete Elliptical - use n = 0.012RCP - Reinforced Concrete Circular Culvert - use n = 0.012

A = Cross sectional area R = Hydraulic radius = area/inside perimeterV = Velocity (fps) S = Slope of line (feet/foot)Q = Flow (cuft/sec) 1 cu ft = 7.48 gallons

Tables: Full Flow Constants 12.3

Engineering

FULL FLOW CONSTANTSfor

Circular, Elliptical, Arch Pipes and Box Sections

Use of TablesSubstituting Different Products at Full Flow Conditions



11-05-10

* - Revised 11-05-10

Engineering


Size / Type Equivalent Area Hydraulic KSize Radius

11 x 18 CMA 15 1.10 0.28 2915 CMP 15 1.23 0.31 3512 RCP 0.78 0.25 38

13 X 22 CMA 18 1.60 0.34 48

11 X 18 RCA 15 1.00 0.25 5418 CMP 1.77 0.38 5715 RCP 1.23 0.31 70

16 X 25 CMA 21 2.20 0.40 74

21 CMP 2.41 0.44 8613 1/2 x 22 RCA 18 1.65 0.30 91

18 X 29 CMA 24 2.80 0.45 10218 RCP 1.77 0.37 113

14 X 23 RCE 18 1.80 0.37 11624 CMA 3.14 0.50 123

15 1/2 x 26 RCA 21 2.20 0.36 13721 RCP 2.41 0.44 171

22 X 36 CMA 30 4.40 0.56 18518 x 28 1/2 RCA 24 2.80 0.45 203

30 CMP 4.91 0.63 22224 RCP 3.14 0.50 245

19 X 30 RCE 24 3.30 0.49 25227 X 43 CMA 36 6.40 0.68 306

27 RCP 3.98 0.56 33522 X 34 RCE 27 4.10 0.55 339

36 CMP 7.07 0.75 36122 1/2 x 36 1/4 RCA 30 4.40 0.56 368

31 X 50 CMA 42 8.70 0.79 41030 RCP 4.91 0.63 444

24 X 38 RCE 30 5.10 0.61 4563 X 2 RCB 5.78 0.63 524

42 CMP 9.62 0.88 54533 RCP 5.94 0.69 574

36 X 58 CMA 48 11.40 0.91 58926 5/8 x 43 3/4 RCA 36 6.40 0.68 613

36 RCP 7.07 0.75 7224 X 2 RCB 7.65 0.69 743

29 X 45 RCE 36 7.40 0.74 74648 CMP 12.57 1.00 778

40 X 65 CMA 54 14.30 1.01 79239 RCP 8.30 0.81 892

*31 5/16 x 51 1/8 RCA 42 8.656 0.78 9113 X 3 RCB 8.78 0.78 9235 X 2 RCB 9.50 0.74 961

44 X 72 CMA 60 17.60 1.12 1045




54 CMP 15.90 1.13 106642 RCP 9.62 0.88 1090

6 X 2 RCB 11.32 0.77 109834 X 53 RCE 42 10.20 0.88 1156

45 RCP 11.04 0.94 131136 x 58 1/2 RCA 48 11.40 0.90 1315

4 x 3 RCB 11.65 0.90 134049 X 79 CMA 66 21.30 1.23 1345

60 CMP 19.63 1.25 14107 X 2 RCB 13.11 0.80 1422

48 RCP 12.57 1.00 155638 X 60 RCE 48 12.90 0.97 1565

8 X 2 RCB 15.11 0.82 163954 X 85 CMA 72 25.30 1.34 16925 X 3 RCB 14.50 0.98 1770

40 X 65 RCA 54 14.30 1.01 1783

66 CMP 23.76 1.38 181851 RCP 14.19 1.06 1828

4 X 4 RCB 15.65 1.04 199054 RCP 15.90 1.13 2131

43 X 68 RCE 54 16.60 1.11 21966 X 3 RCB 17.32 1.04 2200

63 X 87 CMA 78 31.00 1.52 225672 CMP 28.27 1.50 2293

45 X 73 RCA 60 17.70 1.13 237667 X 95 CMA 84 35.00 1.59 26247 X 3 RCB 20.11 1.09 26375 x 4 RCB 19.50 1.16 2660

60 RCP 19.63 1.25 282178 CMP 33.18 1.63 2840

48 X 76 RCE 60 20.50 1.23 29108 X 3 RCB 23.11 1.13 3106

91 X 103 CMA 90 40.00 1.70 31356 X 4 RCB 23.32 1.25 3350

84 CMP 38.48 1.75 34605 x 5 RCB 24.50 1.30 3620

66 RCP 23.76 1.38 363653 X 83 RCE 66 24.80 1.35 375354 X 88 RCA 72 25.60 1.35 386710 X 3 RCB 28.61 1.19 3978

7 X 4 RCB 27.11 1.33 405090 CMP 44.18 1.88 416772 RCP 28.27 1.50 4587

6 X 5 RCB 29.32 1.42 4590

Engineering





58 X 91 RCE 72 29.50 1.48 47348 X 4 RCB 31.11 1.39 4790

96 CMP 50.27 2.00 49409 X 4 RCB 34.87 1.65 5503

7 X 5 RCB 34.11 1.52 559078 RCP 33.18 1.63 5679

62 X 102 RCA 84 34.60 1.57 578463 X 98 RCE 78 34.60 1.60 5856

6 X 6 RCB 35.32 1.56 588010 X 4 RCB 38.61 1.60 62168 X 5 RCB 39.11 1.60 6630108 CMP 63.62 2.25 6764

84 RCP 38.48 1.75 692011 X 4 RCB 42.32 1.52 69309 X 5 RCB 43.88 1.67 7654

68 X 106 RCE 84 40.10 1.72 7140

7 X 6 RCB 41.11 1.68 720012 X 4 RCB 46.00 1.55 7633

114 CMP 70.88 2.38 782372 X 115 RCA 90 44.50 1.77 8056

90 RCP 44.18 1.88 83218 X 6 RCB 47.11 1.78 8575

72 X 113 RCE 90 46.10 1.85 858410 X 15 RCB 48.61 1.73 8690

7 X 7 RCB 48.11 1.82 8880120 CMP 78.54 2.50 8959

11 X 5 RCB 53.32 1.79 973377 1/4 x 122 RCA 96 51.70 1.92 9872

96 RCP 50.27 2.00 98789 X 6 RCB 52.88 1.87 9950

77 x 121 REC 96 52.40 1.97 101908 x 7 RCB 55.11 1.94 10600

12 X 5 RCB 58.00 1.83 1075410 X 6 RCB 58.61 1.95 11300

102 RCP 56.75 2.13 1162082 X 128 RCE 102 59.20 2.09 11980

9 X 7 RCB 61.88 2.05 123508 X 8 RCB 63.11 2.07 1270011 X 6 RCB 64.32 2.02 12730

108 RCP 63.62 2.25 13530

87 1/8 x 138 RCA 108 66.00 2.17 1369087 X 136 RCE 108 66.40 2.22 13970

10 X 7 RCB 68.61 2.14 1410012 X 6 RCB 70.00 2.08 14100

Engineering





9 x 8 RCB 70.88 2.20 14800114 RCP 70.88 2.38 15620

11 X 7 RCB 75.32 2.22 1590010 X 8 RCB 78.61 2.31 17000

9 X 9 RCB 79.88 2.33 1740012 X 7 RCB 82.00 2.30 17689

120 RCP 78.54 2.50 1792096 7/8 x 154 RCA 120 81.80 2.42 18312

97 X 151 RCE 120 82.00 2.46 1849011 X 8 RCB 86.32 2.41 1920010 X 9 RCB 88.61 2.46 2000012 X 8 RCB 94.00 2.50 21400

11 X 9 RCB 97.32 2.57 2260910 X 10 RCB 98.61 2.59 22894

132 RCP 95.03 2.75 2310012 X 9 RCB 106.00 2.67 25268

11 X 10 RCB 108.32 2.72 26100144 RCP 113.10 3.00 29132

12 X 10 RCB 118.00 2.83 2930011 X 11 RCB 119.32 2.85 29700

12 X 11 RCB 130.00 2.98 3334012 X 12 RCB 142.00 3.11 3750015 X 15 RCB 223.00 3.87 68042

Engineering


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