Scope & Specifications 2617.pdf

nsorens Text Box Entrance pipe replacement Winneshiek Co.

14/100N/09W

MP: 164.20

Sta: 1736+65 nsorens Callout Existing Access 72"x74' CMP

Callout Awarded bidder shall remove & dispose 72"x74' CMP. Excavated aggregate/soil may be separated & reused if suitable for installation of proposed pipes nsorens Text Box Removals

Grading shall be in compliance with EW-501 (attached) Contractor shall seed and apply erosion control measures on all disturbed soils.

nsorens Text Box (Project Number)

NHSN-052-5(053)--2R-96

nsorens Text Box Culvert pipe installation shall consist of:

-One 72"x74' CMP and two aprons, installed per Iowa DOT Standard Specification 2417 (attached) -Pipe shall be installed at existing flowline.

-Culvert pipe/aprons shall be purchased from an Iowa DOT approved source. (Maple list attached) -Some ditching may be required approx. 50' on upstream and downstream side of the pipe to ensure proper drainage.

Granular surface to be replace after pipe install is completed & backfilled/compacted: match adjacent existing surface elevations, anticipated dimension 15'x10'x 6", use 3/4" class A roadstone (gradation 11) nsorens

Water flow direction

Highlight

Additional notes for

1. Awarded bidder shall furnish all materials, equipment, traffic control, & labor to complete the project as outlined. Bid items will not be itemized and shall be included in the lump sum price for the project.

2. Subgrade below pipe sec�ons shall be compacted prior to pipe placement. ¾” Class A (grada�on 11) may also be used & compacted if needed for pipe bedding to establish correct flow line eleva�ons.

3. Iowa DOT standard specifica�ons, standard road plans, and materials IM’s will be considered as the governing authority for the project, with the excep�ons iden�fied on item 1 since the project will be bid as lump sum.

All applicable publica�ons may not be shown with project plans.

4. Any addi�onal backfill that may be needed around/over the proposed pipe shall be provided by the awarded bidder. Backfill shall be free of rock/debris, compacted in mul�ple li�s per IA DOT standard specifica�ons and suitable to reestablish grasses.

5. Final grading shall be in accordance with EW-501.

6. Disturbed soils/grasses and project related grading shall be seeded using the atached guidelines.

7. Placement of proposed pipe mid-point shall be aligned with exis�ng centerline of the access.

8. Project shall be completed by 6/30/26.

9. Awarded bidder shall supply/install erosion control in accordance with standard road plans EC-104 & EC-204.

10. Awarded bidder shall remove & dispose of erosion control when seeding is 70% established.

11. Awarded bidder will be responsible for place Iowa OneCall prior to digging.

12. Exis�ng culvert pipe and all excavated materials are property of the awarded contractor.

Section 2402. Excavation for Structures

2402.01 DESCRIPTION.

A. Remove all material necessary for construction of the work included in the contract, in conformity with the contract documents.

B. Furnish, place, and remove all cofferdams, shoring, and bracing.

C. Remove all surplus material.

D. Sounding and test boring data shown in the contract documents were accumulated for design and estimating purposes. Their appearance in the contract documents does not constitute a guarantee that conditions other than those indicated will not be encountered in the excavation or in material penetrated by piling.

2402.02 MATERIALS.

As required in Article 2402.03.

2402.03 CONSTRUCTION.

Provide a safe slope for construction in the conditions encountered.

A. Clearing and Grubbing.

1. Remove all trees, stumps, and brush existing on the site of the work which shall be removed for completion of the work. As part of the contract for a structure, the Engineer may order trees and stumps which are near, but not on, the site of the work to be removed, if:

Their presence will interfere with completion of adjacent parts of the improvement of which the structure is a part, and Their later removal by usual methods would endanger the structure.

2. No blasting within 50 feet of any completed part of the structure.

3. Refer to Section 2101 for the work and payment for clearing and grubbing.

B. Elevations and Dimensions of Footings.

Under normal construction conditions, construct footings to elevations shown in the contract documents. The Engineer may order, in writing, changes necessary in dimensions or elevations of footings to secure a satisfactory foundation.

C. Treatment of Foundations.

1. If a footing on rock is specified, perform excavation in a manner to allow the rock to be exposed and prepared according to Article 2405.03, C. If the footing shall rest on firm earth, take special care not to disturb the bottom of the excavation. If the footing excavation bottom is wet, wait until just before placing the footing to complete final finishing.

2. Control drainage in the foundation area to reduce moisture and mud problems to a practical minimum. Prepare and maintain the area in an acceptable condition prior to and during placement of concrete. The Engineer may require improved drainage, removal of mud, filling with suitable material, or other procedures to obtain a reasonably suitable condition in the area. This requirement is not to be construed as an order for foundation treatment material or as a basis for extra compensation.

3. If the foundation material is unsuitable, the Engineer may direct that the foundation be over excavated and backfill consisting of granular surfacing materials approved by the Engineer be placed. Place backfill material according to Article 2402.03, H.

D. Construction of Cofferdams.

Construct cofferdams according to Article 2405.03, A.

E. Removal of Cofferdams.

Unless shown otherwise in the contract documents, remove cofferdams, sheeting, and bracing.

F. Inspection of Excavation.

1. After each excavation is completed, notify the Engineer, who will inspect the depth of excavation and character of foundation material.

2. Do not place concrete until after the Engineer has approved the depth of excavation and character of foundation material.

3. The Contracting Authority will be responsible for delays caused by failure to make inspection within 24 hours after the Contractor has given notice to the Engineer.

G. Removal of Excavated Material.

1. Use all material excavated for bridge and culvert work suitable for placing backfill material or foreslope construction for that purpose. If material is unsuitable due to excessive moisture, dry it prior to placement.

2. Do not use unsuitable material for either placing backfill materials or in approach fills. Remove excess material from the project according to Article 1104.08.

H. Placing Backfill Materials.

1. Place backfill material next to completed structures according to the following provisions or according to Section 2506. Use excavated material when flowable mortar or granular backfill material is not specified in the contract documents. Place backfill to natural ground line unless there is an inadequate quantity of suitable excavated material. If there is an inadequate quantity of suitable excavated material, continue placing backfill until the suitable material is depleted.

2. Use backfill material free from organic material, boulders, or broken concrete over 8 inches in the greatest dimension; or frozen material.

3. Ensure moisture content for soil is suitable for compaction at the time it is placed for backfill material. When compaction with moisture control is required by the contract documents, increase or reduce the moisture content in backfill material, as necessary, to bring the moisture within the designated moisture limits prior to and during placement and compaction.

4. When granular backfill material is specified, use backfill material meeting the requirements of Section 4133. When the volume of material excavated exceeds that of backfill material required by the contract documents, increase the quantity of granular backfill material furnished to provide backfill material for the excess volume of excavation. Place granular backfill material in layers no more than 8 inches thick.

Thoroughly tamp or vibrate each layer to insure compaction. The Engineer may require granular backfill material to be moistened with water while being placed. When placing granular backfill material for mechanically stabilized earth (MSE) retaining walls, refer to Section 2432 for material and construction requirements.

5. Except as provided in Article 2403.03, N, allow at least 14 calendar days to elapse after concrete has been placed before placing backfill material against:

Concrete culverts, abutments, piers, arches, and wingwalls, or Timber abutments or wingwalls which depend on cast-in-place concrete anchors.

6. Do not place backfill material against timber abutments or wingwalls until all required anchor rods are in place and ready to function. Do not place backfill material against timber abutment or wingwall designed to gain support from a superstructure until the superstructure is in place and permanently fastened to the substructure.

7. Backfill material may be placed in water only when removal of water from the area in which backfill material is to be placed is impractical, for example:

Around piers or abutments located within the waterway, or In other deep excavations where removal of cofferdams is required before placing backfill material, and such removal prevents dewatering.

8. Backfill material placed in water need not be consolidated. Use granular backfill material when placing material under water and over which an embankment is to be placed.

9. When placing backfill material above the water line, place it in layers no more than 8 inches in loose thickness. Thoroughly compact each layer material before the next layer is placed. Except as noted below, accomplish all compaction by rolling with an approved roller or by tamping with a mechanical tamper. Operate pneumatic tampers according to the manufacturer's recommendations.

10. Place backfill material in layers no more than 8 inches in loose thickness when moisture control is required by the contract documents. Level and thoroughly compact each layer before the next layer is placed. Use a tamping type roller described in Article 2001.05, A. Compact at no less than one roller passage per inch of loose thickness. In areas inaccessible to the roller, use a mechanical tamper described in Article 2001.04 for each layer. Excavate to a width to accommodate the roller to be used and provide a reasonably level area for the roller operation for the first and all subsequent layers.

11. Where backfill material is required on both sides of a concrete wall, abutment, or other monolithic structure, fill on both sides of the structure simultaneously so that the two fills are kept at approximately the same elevation at all times. For the purposes of this paragraph, consider concrete boxes, arches, and circular culverts and rigid frame bridges, except wingwalls, to be monolithic structures.

12. Where backfill material is to be placed on one side only of retaining walls, or wingwalls of culverts 8 feet high or more, do not perform rolling operations within 3 feet of the wall face. Compact the 3 feet closest to these walls or wing faces using pneumatic or hand tampers only.

13. Remove material excavated for concrete culvert construction as provided in Article 2402.03, G, and within 7 working days after concrete can be subjected to flexural stresses as provided in Article 2403.03, N, 2.

Prepare the site for placing the adjacent embankment. The Engineer may extend the time period for removing excavated material if the extension will not interfere with work of others or the public. For culvert extensions on roads open to traffic, complete backfill material placement to the top of the culvert within 14 working days after the curing period has expired.

14. Where a granular working blanket is specified, spread material meeting the requirements of Section 4118 unless another material is specified in the contract documents.

I. Embankments Adjacent to Bridges, Culverts, or Structures.

Apply Article 2107.03, O, when the contract requires construction of an embankment adjacent to a bridge, culvert, or other structure unless the contract documents require the placement of flowable mortar according to Section 2506.

J. Backfilling and Compaction of Pipe and Reinforced Box Culverts by Flooding.

1. Use floodable backfill material meeting the requirements of Section 4134.

When required, use porous backfill material meeting the requirements of

Section 4131.

2. When shown in the contract documents, use perforated subdrain meeting requirements of Section 4143.

3. When backfilling and compaction by flooding is required, backfill may be placed in lifts up to 2 feet thick. Place backfill simultaneously on both sides of culvert. Determine if pipe culverts need to be restrained and take appropriate actions to prevent floating of culverts during backfilling, flooding, and compaction.

4. Begin surface flooding for each lift at the inlet end of the culvert and progress to the outlet. To ensure uniform surface flooding and adequate compaction, fan-spray water in successive 6 to 8 foot increments using a 2 inch diameter hose for three minutes within each increment. Run hose fully, but with water pressure low enough to avoid eroding cohesive soil plugs.

5. After flooding, evaluate effectiveness of compaction with a vibratory pan compactor. If pan compactor produces visible compaction, repeat flooding process until pan compactor produces no visible compaction.

K. Classification of Excavation.

Excavation for structures will be classified as Class 20, Class 21, Class 22, Class 23, or Class 24, as follows:

1. Class 20 Excavation.

Includes excavation for bridges above the excavation classification line shown in the contract documents and not classified as Class 22 excavation. Also includes all excavation for culverts not classified as Class 22, 23, or 24 excavation. None of the excavation for culverts is to be classified as Class 21 excavation.

2. Class 21 Excavation.

Includes excavation for bridges below the excavation classification line shown in the contract documents and not classified as Class 22 excavation.

3. Class 22 Excavation Includes the measured volume of granite, trap, quartzite, chert, limestone, sandstone, hard shale, or slate in natural ledges. Also includes the estimated or measured volume of rock fragments or boulders having a volume of 1 cubic foot or greater.

4. Class 23 Excavation.

Includes excavation included in the definitions of Classes 20, 21, and 22 and any other material encountered regardless of its nature, except for removal of old structures or parts of structures.

5. Class 24 Excavation.

Includes the additional excavation necessary to provide material for backfills, approach fills, berms, or a roadway over the structure when material resulting from other classes of excavation for the structure is of insufficient quantity or of unsatisfactory quality for these purposes.

2402.04 METHOD OF MEASUREMENT.

A. General.

1. If a single contract involves both channel excavation and excavation for structures, excavation included within the volume limits of channel excavation, as shown in the contract documents, will not be included in measurement of excavation for structures.

2. Excavation for structures to the limits indicated in this article is for pay quantities only.

3. Quantities of Class 20, 22, 23, and 24 excavation will be measured in cubic yards by the cross section method or other appropriate method. Boulders may be measured after excavation. Class 21 excavation will be computed in cubic yards within the boundaries specified and from data shown in the contract documents.

4. When the location of part or all of an existing structure scheduled to be removed falls within the planes describing the excavation volume for either structures or culverts (Article 2402.04, B and C), the volumes of excavation performed for payment on the new structure will include any volume of excavation performed as part of the removal of the existing structure which is:

Above the elevation of the bottom of footings, and Within the excavation limits described below.

5. All other excavation performed in conjunction with removal of structures will be considered incidental to removal. Additional payment will not be made.

Reduction in excavation quantity will not be made for portions of existing structures removed from the excavation limits of new structures.

B. Excavation for Structures.

1. The quantity of Class 21 excavation measured, unless modified in Article 2402.05, will be shown in the contract documents.

2. For other classes of excavation, the quantity measured for payment will be that actually removed except as provided in this article for culverts.

Unless required by the contract documents or ordered by the Engineer, measurement will not be made of material removed outside areas bounded by vertical planes parallel to the boundaries of the structure or part of structure and located as follows:

a. For concrete structures and parts of structures without footings, 36 inches outside the horizontal projection of the structure.

b. For concrete structures with footings, 36 inches outside the footings.

c. For timber abutments and wingwalls, 24 inches behind the backing plank.

d. For anchor rods, 12 inches on each side of the rod.

e. For buried anchors, the face of the buried anchor on one side and 24 inches outside the buried anchor on the other face.

3. For roadway pipe culverts, the amount of excavation measured for payment will be computed from an excavation centered on the center line of the pipe, to the required depth, length, and a width of 4 feet plus the specified inside diameter of the pipe in inches. The vertical plane as described above will be changed to a 1:1 slope from the bottom of the excavation sloping away from the structure. When the 1:1 slope is used, it is to extend the length of the structure unless indicated otherwise in the contract documents. This does not apply to culvert extensions unless indicated in the contract documents. Modification will not be made in the quantity shown in the contract documents for variations in wall thickness of the pipe. Modification will be made for changes in location or flow line as provided in this section.

4. For cast-in-place culverts the amount of excavation measured for payment will be computed from an excavation centered on the center line of the culvert, to the required depth, length, and a width 4 feet greater than the inside width of the culvert. The vertical plane as described above will be changed to a 1:1 slope from the bottom of the excavation sloping away from the structure. When the 1:1 slope is used, it will extend the length of the structure unless otherwise indicated in the contract documents. This does not apply to culvert extensions unless indicated in the contract documents. Modification will be made for changes in location or flow line as provided in this section.

5. The Engineer may require a 48 hour notice prior to beginning excavation so necessary measurements of the existing ground may be made. Payment will not be made for material removed before these measurements are made.

6. In the case of two or more footings supporting a pier or similar structure which is continuous between footings at any elevation below the excavation classification line, the planes described above will be located as if the footings were continuous and of the width of the footings to be built.

7. When the quantity of Class 20 excavation is based on the assumption that prior Class 10 excavation by a grading contractor will be made, the depth of Class 20 excavation, if removed by the bridge contractor, will be increased by the depth of Class 10 excavation (grading) not completed prior to commencement of the Class 20 excavation, if the Class 10 excavation is not in actual progress or completed by the starting date of the bridge contract. This increase will not apply if the projects involving Class 10 (grading) and Class 20 (bridge) excavation are part of the same contract.

8. The estimated quantities of excavation are computed from data available when plans are prepared. Unless contract quantities are agreed to, estimated quantities are not to be used as the measured quantity, except for Class 21 excavation and as specified below for culvert excavation.

C. Excavation for Culverts.

1. When a culvert is built without a change in location, dimensions, or elevation, the quantities of Class 24 and Class 20 or Class 23 excavation as shown in the contract documents will be the quantity for which payment is made.

2. When the location, width, length, or flow line elevation of a culvert has been changed from that specified in the contract documents, the quantities of excavation will be measured by the Engineer as indicated above.

D. Embankments.

1. Construction of embankments adjacent to bridges, culverts, or structures will not be measured for payment, but will be considered incidental to the type of excavation specified.

2. Materials removed from old fills or embankment for the convenience of the

Contractor to facilitate use of rolling or hauling equipment will not be measured for payment.

E. Granular Backfill.

1. The quantity of granular backfill material shown in the contract documents will be the quantity for which payment is made.

2. Granular backfill material required and furnished for structural concrete placement at bridge abutments will not be measured separately for payment.

3. For granular backfill material for MSE retaining walls, refer to Section 2432.

F. Foundation Treatment Material.

1. The Engineer will compute the quantity of excavation for foundation treatment material measured for payment in cubic yards.

2. Foundation treatment material not ordered placed by the Engineer or quantities in excess of the quantity ordered placed by the Engineer will not be measured for payment.

G. Compaction with Moisture Control (Structures).

Compaction with moisture control (structures) will be the number of cubic yards of backfill material placement or embankment, or both, placed with moisture control, as required, regardless of the class of excavation.

H. Flowable Mortar.

When flowable mortar is specified in the contract documents, it will be measured as specified in Section 2506.

I. Flooded Backfill.

Quantity of Flooded Backfill, in cubic yards, will be the quantity shown in the contract documents, including pipe culverts installed by fill installation.

Quantity measured for payment will not be adjusted unless the quantity of culvert installed is adjusted.

J. Granular Working Blanket.

Cubic yards according to Article 2312.04, A.

2402.05 BASIS OF PAYMENT.

A. General.

1. Payment for the quantities of Class 20, Class 21, Class 22, Class 23, and Class 24 excavation, measured as provided above, will be the contract unit prices per cubic yard except as provided in Articles 2402.05, B; C; D;

and E.

2. Payments in all cases are full compensation for:

Removing, transporting, and cleaning up all excavated material as provided above, Pumping, Placing and removing all cofferdams except as provided in Article

2402.05, B and C, Shoring and bracing, Placing and consolidation of backfill material, including granular backfill material and foundation treatment material, and Leveling and shaping abutment berms to the elevation and dimensions shown in the contract documents.

3. When the contract documents do not provide for payment for removal of old structures or parts of structures, this removal is considered as extra work and payment will be as provided in Article 1109.03, B.

4. Payment for dressing of slopes outside the area of the structure not disturbed by the Contractor's operations will be as provided in Article 1109.03, B.

B. Extra Depth Excavation for Structures Other than Culverts.

1. Upon written order of the Engineer, excavate for footings to depths below those shown in the contract documents. When the extra depth of excavation does not exceed 6 feet, payment will be made for extra depth at percentages shown in Table 2402.05-1 of the contract unit price for the excavation to the footing elevation shown in the contract documents.

Table 2402.05-1: Percentages for Payment for Extra Depth Depth

Excavation Above

Classification Line

Excavation Below Classification Line

First foot Second foot

Third foot Fourth foot Fifth foot Sixth foot

100% 120% 130% 140% 150% 160%

100% 140% 160% 180% 200% 220%

Note:

If the bridge plans fail to show an excavation line, low water elevation as shown in the contract documents is to be considered as the excavation classification line for the above purpose.

2. When the extra depth excavation exceeds 6 feet, all excavation below the elevation of the bottom of the footing, as shown in the contract documents, payment will be as extra work as provided in Article 1109.03, B.

3. When the extra depth excavation necessitates removal and reconstruction of a cofferdam which complied with Article 2405.03, A, the cost of removal of the old cofferdam and construction of the new one will be paid for as provided in Article 1109.03, B.

C. Excavation for Changes in Horizontal Dimensions of Footings.

On written order of the Engineer, construct footings having horizontal dimensions other than those shown in the contract documents. When such a change necessitates removal and reconstruction of a cofferdam which complies fully with the requirements of Article 2405.03, A, the cost of removal of the old cofferdam and construction of the new ones will be paid for as provided in Article 1109.03, B. Payment for excavation will be made at the same unit prices as if there had been no change in dimensions of the footings.

D. Unexpected Rock Excavation.

1. When the contract documents provide unit prices for Class 20 and Class 21 excavation, but do not provide a price for Class 22 excavation, payment for any material required to be excavated which conforms to the definitions for Class 22 excavation will be at 3.5 times the contract unit price for the class of excavation in which it is encountered, subject to the provisions for extra depth as provided in Article 2402.05, B.

2. When the contract provides a unit price for Class 23 excavation only, payment will not be made for unexpected rock.

E. Foundation Treatment Material.

Payment for foundation treatment material furnished according to Article 2402.03, C, will be at the Contractor's unit delivered cost ton plus the applicable contract unit price per cubic yard for the class of excavation performed.

F. Granular Backfill.

Payment for granular backfill material will be at the contract unit price per cubic yard or ton. The cost of granular backfill material required and furnished for structural concrete placement at bridge abutments is included in the contract unit price for the structural concrete. For payment of granular backfill material for MSE retaining walls, refer to Section 2432.

G. Compaction with Moisture Control (Structures).

Payment for the quantity of backfill material or embankment, or both, placed with moisture control, will be the contract unit price per cubic yard.

H. Flowable Mortar.

When flowable mortar is specified in the contract documents, payment will be according to Section 2506.

I. Flooded Backfill.

Contractor will be paid contract unit price for Flooded Backfill per cubic yard.

Backfill material subdrains, restraining culverts against floating, and water required for flooding will not be measured separately for payment, but will be considered incidental to the contract unit price bid for Flooded Backfill.

K. Granular Working Blanket.

Per cubic yard.

Section 2417. Corrugated Culverts

2417.01 DESCRIPTION.

A. Furnish and install corrugated culverts.

B. Roadway and entrance culverts are defined in Article 2416.01.

2417.02 MATERIALS.

A. Use corrugated steel culverts meeting requirements of Section 4141. For primary and interstate projects, corrugated steel culverts shall be coated according to Article 4141.02. When polyethylene culvert pipe is designated, meet requirements of Section 4146.

B. Use round culvert pipe, unless specified otherwise. When required, elongate round pipe. When specified, use arch type pipe.

C. A paved invert may be required according to the contract documents.

2417.03 CONSTRUCTION.

A. Maximum and Minimum Sizes.

1. Table 2417.03-1 provides minimum allowable pipe sizes.

Table 2417.03-1: Minimum Allowable Pipe Sizes

Culvert Use Minimum Pipe Size in.

Roadway Culvert 18 Entrance Culvert 18*

* 15 inch entrance pipes allowed on non-interstate and non-primary roadways.

2. Table 2417.03-2 provides maximum allowable pipe sizes.

Table 2417.03-2: Maximum Allowable Pipe Sizes Corrugation Depth in.

Maximum Pipe Size in.

1/2 84 1 120

3. When culverts of sizes outside the limitations in Tables 2417.03-1 and

2417.03-2 are specified, they will be covered by the contract documents.

B. Minimum Depth of Fill.

1. Place a minimum of 1 foot of fill over entrance culverts.

2. Place a minimum of 2 feet of fill over roadway culverts.

3. If necessary to accommodate construction traffic, increase depth of fill over roadway culverts to the nominal diameter of the pipe or 3 feet, whichever is greater.

C. Installation.

1. Class B Bedding.

When installing corrugated metal pipe or polyethylene pipe for roadway culverts, place Class B Bedding as shown in the contract documents.

2. Deflection Testing for Polyethylene Pipes.

a. General.

1) No sooner than 30 calendar days following pipe installation compaction and placing backfill material, or before paving, perform deflection testing on at least 10% of the pipe locations along their entire length at locations determined by the Engineer.

2) The internal diameter of a pipe is not to be reduced by more than 5.0% of its nominal inside diameter.

3) If any pipe fails post installation testing, the Engineer may require the Contractor to perform post installation testing on any additional pipes or all of the remaining pipes.

4) Pipes failing post installation testing will be considered unacceptable. Replace with new pipe or reinstall undamaged pipe. Test for deflection.

b. Pipe Diameter of 30 Inches or Less.

Perform deflection testing using a properly sized nine-point mandrel test.

c. Pipe Diameter Greater than 30 Inches.

Ensure the internal diameter of the entire length of the pipe is not reduced by more than 5.0% of it nominal inside diameter.

2417.04 METHOD OF MEASUREMENT.

Measurement for the items associated with corrugated pipe culverts will be as follows:

A. Pipe culvert: measured length, in feet, of culvert installed, excluding aprons, to the nearest foot. Quantity of pipe will be determined along the axis.

Measurement for pipe laterals terminating at a tee will be from the point of inlet to a point 6 inches from the outside of the main, less the length of the apron, if any.

B. Aprons: each apron installed will be counted for each size class.

C. Appurtenances (elbows, tees, and other fittings): not measured for payment, but quantity will be shown on the contract documents.

D. Excavation for culverts:

1. Roadway culverts: Article 2402.04, C, applies.

2. Entrance culverts: not measured for payment.

E. Granular Backfill (when required and furnished): Article 2402.04, E, applies.

F. Foundation treatment material (when placed at the direction of the Engineer):

Article 2402.04, F, applies.

G. Beveled Pipe and Guard: Quantity shown in the contract documents.

H. Removal and Reinstallation:

1. Aprons: Each apron removed and reinstalled will be counted for each size class.

2. Pipe culvert: Measurement of pipe removed for each size class specified will be in linear feet from end to end.

2417.05 BASIS OF PAYMENT.

Payment for the items associated with corrugated pipe culvert will be at the contract unit price as follows:

A. Pipe culvert: per linear foot for type and size specified.

B. Aprons: per unit for the size specified

C. Appurtenances: included in the contract unit price per linear foot for the pipe culvert.

D. Excavation for culverts:

1. Roadway culverts and the quantity of extra excavation for embankments:

per cubic yard.

2. Entrance culverts: incidental to the contract unit price for corrugated pipe culvert.

E. Granular Backfill (when required and furnished): Article 2402.05, G, applies.

F. Foundation treatment material (furnished and placed): Article 2402.05, F, applies.

G. Deflection testing required according to the contract documents: incidental to the contract unit price for polyethylene pipe.

H. Beveled Pipe and Guard: Per unit for the size specified.

I. Removal and Reinstallation:

1. Aprons: Per unit for each size class of apron removed and reinstalled.

Payment is full compensation for removal and reinstallation of apron.

2. Pipe culvert: Per linear foot for each size class of pipe removed and reinstalled. Payment is full compensation for removal and reinstallation of pipe.

Section 4141. Corrugated Metal Culvert Pipe

4141.01 GENERAL REQUIREMENTS.

A. Corrugated Steel Pipe.

1. Unless specified otherwise, meet the requirements of AASHTO M 36 for the following:

Circular corrugated steel culvert pipe, Type I.

Pipe arch shapes, Type II.

Coupling bands, special fittings, and associated hardware.

2. Meet requirements of AASHTO M 218 Steel Sheet Zinc Coated

(Galvanized) for corrugated Steel Pipe or AASHTO M 274 Steel Sheet Aluminum Coated (Type 2) for corrugated Steel Pipe.

3. Metallic coated sheets or coils used for corrugated pipe shall meet requirements of, and be marked in accordance with ASTM A 929.

B. Corrugated Aluminum Pipe.

Unless specified otherwise, meet requirements of AASHTO M 196 for the following:

Circular corrugated aluminum culvert pipe, Type I.

Pipe arch shapes, Type II.

Coupling bands, special fittings, and associated hardware.

C. The minimum sheet thickness will be shown in the contract documents.

D. When the diameter of round pipe is elongated, increase one diameter by approximately 5%. Permanently mark each piece at least once inside and once outside to indicate the top.

E. Types of approved coupling devices are described in Materials I.M. 441.01.

Joint types are standard and positive, and the type may be designated in the contract documents. When not designated, either type may be used.

4141.02 COATED CORRUGATED PIPE.

A. Use pipe coated by either of the following methods:

1. Meet the requirements of Article 4141.01 and AASHTO M 245, Type I. The polymeric coating is to have a minimum thickness of 0.010 inch on inside surfaces and 0.003 inch on outside surfaces.

2. Aluminized pipe meeting requirements of Article 4141.01 may be furnished.

B. Repair, to the Engineers satisfaction, breaks or damage to the coating that occur during handling or installation.

4141.03 METAL PIPE APRONS AND BEVELED END SECTIONS.

A. Materials for pipe aprons and beveled end sections shall meet requirements of

AASHTO M 218.

B. Galvanized sheet metal of aprons and end sections shall be comparable to pipe sections in type, grade, sheet thickness, corrugations, dimensions, and coatings.

C. Furnish aprons and end sections meeting requirements of Standard Road Plans DR-203 and DR-211.

OF PIPE 'D'

Inches

DIAMETER

( H ) MAXIMUM ALLOWABLE COVER IN FEET

CLASS ''C'' BEDDING

9 12 18

10 13 19 23

36 11 14 20 24

48 11 15 21 25

60 12 15 21 26

72 12 16 22 26

84 13 16 22 27

96 13 16 23 27

13 17 23 28108

CONCRETE CULVERT PIPE

CLASS ''B'' BEDDING

( H ) MAXIMUM ALLOWABLE COVER IN FEET

18 11 13 20 25

24 12 14 21 26

36 13 16 23 28

48 14 16 24 29

60 14 17 24 29

72 14 17 24 30

84 15 17 25 30

96 15 18 25 31

15 18 26 32108

DIAMETER

OF PIPE 'D'

Inches

CONCRETE CULVERT PIPE

(Class II)

1500D

(Class III)

2000D

(Class IV)

3000D

(Class V)

3750D

(Class II)

1500D

(Class III)

2000D

(Class IV)

3000D

(Class V)

3750D

CONCRETE CULVERT PIPE

embankment conditions.

sewer except where sanitary sewer would be placed under values do not apply to to design and installation of sanitary concrete pipe placed under embankment conditions. These

The values shown for concrete pipe were calculated for internal friction (u) of 0.34.

0.37 (saturated yellow clay) and a coefficient of

* Using a ratio of lateral to vertical earth pressure (k) of

= F.S. = 1.33 on Ultimate StrengthFactor of Safety

= p = 0.7 (Class "B" bedding)

= p = 0.9 (Class "C" bedding)Projection Ratio

= ku = 0.13 *

= rsd = +0.5Settlement Ratio

= w = 120 lbs. per cu. ft.Fill Material Density

FOR EMBANKMENT CONDITIONS

Concrete Pipe Association using the values listed below.

the "Concrete Pipe Design Manual" published by the American

The height of cover tables have been prepared from data in

DESIGN CRITERIA FOR CONCRETE PIPE

the price bid for culvert pipe.

will not ordinarily be paid for seperately but will be included in applicable. Necessary modifications of normal requirements modification of construction requirements or design criteria as should be considered. Special designs will specify particular economy may result from special design installations and these

Where site conditions favor such modifications, significant

5. Controlled trench width

4. Compaction requirements for backfill or cover material

3. Type of backfill or cover material

2. Pipe Strength (including special design pipe)

1. Bedding Class more of the following conditions:

maximumallowable cover by specific modification of one or

Special installations may be designed to exceed indicated indicated for the next smaller size will apply.

Where a pipe size not listed in the table is required, the 'H'

20 feet for 30 to 48 inch pipes

24 feet for 12 to 24 inch pipes maximum cover =

2 feet minimum cover =

For all sizes and installations of polyethylene pipe:

pipe is 12 feet.

Maximum cover for all sizes and installations of concrete arch

2 feet for roadway culverts and 1 foot for entrance culverts.

Minimum allowable cover for concrete and metal pipe is as specified in plans.

When furnishing Steel Arch Pipe, furnish pipe with corrugations selection conforms to the limits indicated for the type specified.

corrugated pipe and installation to furnish as long as the

For Steel Round Pipe, the Contractor may choose the type of a class of pipe meeting the requirements on the chart.

When unclassified pipe is specified, furnish and install

DR-104

REVISION

04-19-16

SHEET 1 of 3

REVISIONS:Added general note regarding maximum cover on concrete arch pipes.

APPROVED BY DESIGN METHODS ENGINEER

STANDARD ROAD PLAN

FOR CONCRETE AND CORRUGATED PIPE

DEPTH OF COVER TABLES

Inches

'D'

PIPE

OF

DIAMETER

Inches

PIPE

ABOVE

COVER

MINIMUM

( 0.064'' )

16 GAGE

( 0.079'' )

14 GAGE

( 0.109'' )

12 GAGE

( 0.138'' )

10 GAGE

( 0.168'' )

8 GAGE

Inches

'D'

PIPE

OF

DIAMETER

Inches

PIPE

ABOVE

COVER

MINIMUM

( 0.064'' )

16 GAGE

( 0.079'' )

14 GAGE

( 0.109'' )

12 GAGE

( 0.138'' )

10 GAGE

( 0.168'' )

8 GAGE

STRUCTURAL STEEL ROUND PIPE

( H ) MAXIMUM ALLOWABLE COVER IN FEET

'' CORRUGATIONS2

'' x 3

ElongatedRoundElongatedRoundElongatedRoundElongatedRoundElongatedRound Round Elongated Round Elongated Round Elongated Round Elongated Round Elongated Round Elongated Round Elongated

ElongatedRoundElongatedRoundElongatedRoundElongatedRoundElongatedRound

84 24

12 70

-25

-- -- -- -- 1711

-- -- -- -- 1311

( H ) MAXIMUM ALLOWABLE COVER IN FEET

STEEL ROUND PIPE

3" X 1" and 5'' X 1'' CORRUGATIONS

-27

-- -- -- -- 2312

-- -- -- -- 2311

-- -- -- -- 2011

PIPE

OF

DIAMETER

'D'

Inches Inches

PIPE

ABOVE

COVER

MINIMUM

12 GAGE

( 0.109'' )

10 GAGE

( 0.138'' ) ( 0.168'' )

8 GAGE

( 0.187'' )

7 GAGE

(H) MAXIMUM ALLOWABLE COVER IN FEET

6'' X 2'' CORRUGATIONS

5 GAGE

( 0.218'' )

3 GAGE

( 0.250'' ) ( 0.281'' )

1 GAGE

STEEL ROUND PIPE

STRUCTURAL STEEL ROUND PIPE

DR-104

REVISION

04-19-16

SHEET 2 of 3

17 13 3.5 18 6 6 - - - 60 46 18.75 18 6 6 - -

73 55 18 18 8 - - -

STEEL ARCH PIPE STEEL ARCH PIPE

STRUCTURAL STEEL ARCH PIPE

Rc

Rc

Rc

3'' X 1'' and 5" X 1" CORRUGATIONS

RISESPAN

COVER

MINIMUM

ABOVE

PIPE

InchesInchesInchesInches

6'' X 2'' CORRUGATIONS

COVER IN FEET

(H) MAXIMUM ALLOWABLE

12 GA.

(0.109'')(0.138'')

10 GA. 8 GA.

(0.168'')(0.187'')

7 GA.

(H) MAX. ALLOWABLE COVER IN FT.

( 0.138'' )

10 GA.

( 0.109'' )

12 GA.

( 0.079'' )

14 GA.16 GA.

( 0.064'' )

MINIMUM

COVER

ABOVE

PIPE

InchesInches

RISE

InchesInches

SPAN

20.75

22.875

20.875

22.625

24.375

26.125

27.75

29.5

31.25

MINIMUM

COVER

ABOVE

PIPE

SPAN

RISE

16 GA. 14 GA. 12 GA. 10 GA. 8 GA.

(H) MAXIMUM ALLOWABLE COVER IN FEET

( 0.064'' ) ( 0.079'' ) ( 0.109'' ) ( 0.138'' ) ( 0.168'' )

'' CORRUGATIONS2

'' X 3

4.125

4.875

5.5

6.875

8.25

9.625

11.0

12.375

13.75

15.125

16.5 for the 6 in. x 2 in. corrugation.

Corner Radius, Rc, changes from 18 inches to 31 inches 1

STEEL ARCH PIPE

DR-104

REVISION

04-19-16

SHEET 3 of 3

CL

Toe Plate

8'' Metal Pipe

Corrugated

Measurement of Pipe Culvert

Corrugated Pipe

1Corrugated Pipe

Measurement of Pipe Culvert

Holes on 12'' Centers (maximum)

2'' 8''

Rivets

Dia mete r

CLCL

Toe Plate

P ip e D ia m e te r required.

Slope as

Finish Earth of Pipe Culvert

Measurement (Length)

Approx.

BEVEL 3:1

FD

54''

60''

66'' 9''

6''

3'' D

F

12''72''

78'' 15''

18''84''

90''

96'' 24''

21''

D

F

FULL

END VIEW

STEP

BEVELED ENDS FOR CORRUGATED METAL PIPE

SIDE VIEW

PLAN VIEW

96'' 25''

24''90''

84''

78'' 18''

18'' 45''

37''

35''

42'' 12''

12''

11''

12''

12''

12''

12''

12''30''

33''

36''

39''18''

18''

18''

18''54''

60''

66''

72''

48''

42''

36''

30''

24''

18''

21''

15''

12''

10''

8''

6''

18''

16''

14''

12''

7''

6''

1''

3''

6''

6''

8''

9''

11''

12''

15''

18''

21''

27'' 12''

9''

6''

6''

6''

6''

6''

6''

4''

3''

(+1'')

A

DIAM.

PIPE

DIMENSIONS

B

MAX. (+1'')

H L

(+2'')

W

16''

12''

24''

24''

21''

21''

30''26''

31'' 36''

42''36''

42'' 48''

60''

84''

84''

90''

102''84''

87''

87''

114''

120''

126''87''

87'' 132''

138''87''

87''

87'' 150''

144''

L

H

L

W

AA

B incidental to the price bid for the culvert.

Beveled ends, when required, are provided with beveled ends as shown.

project plans, ends of pipe culvert may be

When specifically required as part of detail

'')2

(+1-- --

Edge Reinforced

(Permissible)

Lap Joint

Apron

Maximum 10" of Pipe Culvert

Measurement (Length) Metal Pipe

Corrugated

Diameter

Pipe plate

Corner

63'' 72''

''8

''2

''2

''4

''4

''2

''2

''2

''4

''4

''2

''2 specified otherwise.

slope of the bevel is 3:1 unless used unless one type is specified. The

Either Full Bevel or Step Bevel may be all aprons 24 inch diameter and larger

Install Galvanized Toe Plate (same gage metal as apron) on with bolts.

be supplemental with a galvanized stiffener angle attached

On sizes 60 inches and larger, the reinforced edge should

104-5C

104-3

Possible Tabulations:

Apron, Metal

Possible Contract Item:

and installation of the metal apron.

Price bid for "Aprons, Metal" is full compensation for fabrication coating that occur during handling or installation.

Repair, to the Engineer's satisfaction, breaks or damage to the for approved coupling devices.Refer to Materials I.M.

joint is specified.

2. "Dimple" bands are not allowed when a positive using special dimple band connector.

inside diameter of apron to connect the culvert pipe

1. Use an approved sizing ring securely fastened to

B. If normal culvert is of helical corrucation type:

approved bolt or clamp to fasten directly to culvert.

A. If normal culvert is of circumferential type, use an

Aprons may be attached to culvert pipe as follows:

approval.

Alternate design details may be submitted to the Engineer for of the Standard Specifications. complying with Section

Install aprons and hardware fabricated from galvanized steel

INFO

DESIGNER

DR-203

REVISION

4-21-20

SHEET 1 of 1

REVISIONS:Added Designer Info button.

APPROVED BY DESIGN METHODS ENGINEER

STANDARD ROAD PLAN

AND BEVELED ENDS

METAL PIPE APRONS

https://erl.iowadot.gov/GS/content/4141.htm https://erl.iowadot.gov/IM/content/441.htm https://erl.iowadot.gov/design/dmanual/08b-02.pdf variable

Mat

DOWNSIDE TERMINAL UPSIDE TERMINAL

Back of Curb

BUTT JOINT

Stagger Splices

Staples

Shoulder Line

ERODED SLOPE

(Alternate B)

TERMINAL END

(Alternate A)

TERMINAL END

SECTION A-A

LAP SPLICEANCHOR SLOT

Foreslope

C L Ditch

PLAN FOR BACKSLOPE AND FORESLOPE PROTECTION

CENTER BUTT JOINT

PLAN FOR SIDEWALK ADJACENT TO PAVEMENT

AA

Flow

Stagger Splices

Staple

Flow

Mat

Flow

Staples

Backslope

Mat

1'' to exceed 8''

Lifts not

6'' min.

Shoulder Line

3''

Flow

Mat

Staple

3''

3''

3''

3''

3''

2''

Staple

18'' Staples

Flow

6''

Flow

Flow

Mat

Mat

Staple soil firmly

Tamp Mat Flow

12''

Staples

Flow

Staple Staples

12''

Mat

Flow

Mat

Flow

Staples

Sidewalk

3''

Roadway width, and number of strips are specified on project plans.

placed approximately parallel to roadway. The location, Excelsior mat for foreslope protection is installed with strips for slope protection are shown on detail plans.

placed approximately perpendicular to roadway. Locations

Excelsior mat for backslope protection is installed with strips shaped to facilitate natural drainage into the protected area.

Ensure that ground surfaces adjacent to any channels are of slope protection is incidental to preparation of seedbed.

The work of providing suitable earth surface for placement

100-22

Possible Tabulation:

Slope Protection, Wood Excelsior Mat

Possible Contract Item:

Control Mat

Special Ditch

Slope Protection Mat placement of mat.

material, fill with suitable soil and compact prior to

If erosive rill has developed adjacent to shoulder

4 feet unless specified otherwise for foreslope protection.

shown (Alternate A).

is no Special Ditch Control, install slope protection as the ditch control as indicated (Alternate B). Where there

Control, install slope protection to facilitate placement of

Where excelsior mat is to be placed as Special Ditch with soil and compact prior to placement of mat.

Where erosive gullies have developed in backslope, fill

ft) of wood excelsior mat.

Approximately 30 staples required per square (100 sq.

at 36 inch centers, and all others at 24 inch centers.

Space top row of staples at 18 inch centers, bottom row

W L

W

L

EC-103

REVISION

04-21-15

SHEET 1 of 1

REVISIONS:Removed language from general notes already in the Specifications.

Modified drawings. Added Possible Contract Item and Possible Tabulation.

APPROVED BY DESIGN METHODS ENGINEER

STANDARD ROAD PLAN

FOR SLOPE PROTECTION

WOOD EXCELSIOR MAT

PERIMETER CONTROL

Contour Lines

LEGEND

Flow

INLET PERIMETER PROTECTION

PERIMETER CONTROL ALONG CURB

Wood Stake

(Overlap Joint)

DETAIL 'A'

Perimeter and Slope Sediment Control Device

INLET

45 typ.

Right of Way or Protected Area

Perimeter and Slope Sediment Control Device

See Detail 'A' (Typ.)

See Detail 'A' (Typ.)

See Detail 'A' (Typ.)

12" min.

2' min.

(measured along device)

Installation Length

DETAIL 'B'

See Detail 'A' (Typ.)

Control Device

Slope Sediment

Perimeter and incidental to Perimeter and Slope Sediment Control Device.

and compacting rills and gullies, and minor ground shaping, is

Control Device. Minor ground shaping may be required. Filling continuous contact with Perimeter and Slope Sediment

Ensure ground surface is smooth in order to provide placing Perimeter and Slope Sediment Control Device.

Fill and compact rills and gullies (see Detail 'B') prior to

Not intended for use in perennial or intermittent streams.

Sediment Control Device

Perimeter and Slope

Perimeter and Slope Sediment Control Device.

Fill and compact rills and gullies prior to placing

INFO

DESIGNER

12" min.

8 Install staples every 2 feet on upslope side.

ground.

All stakes to be placed at approximatly 45 degree angle to minimum actual stake size 3/4" x 3/4" wood stakes.

Upslope stakes spaced at ends and middle of device. Use

Install downslope stakes at 4 foot maximum spacing.

included in the installation length.

Extra material required to install overlaps will not be installation length.

along the device. Run-ups will be included in the run-ups and/or means may be required to reduce erosion such that runoff is conveyed along the device, additional each run up the slope to help contain runoff. When placed

Overlap joints per Detail 'A'. Turn the lower 10 feet of

EC-204

REVISION

10-19-21

SHEET 1 of 3

REVISIONS:Changed labeling on Sheet 3.

APPROVED BY DESIGN METHODS ENGINEER

STANDARD ROAD PLAN

SEDIMENT CONTROL DEVICES

PERIMETER, SLOPE AND DITCH CHECK

100-19

Possible Tabulation:

Ditch Check Sediment Control Device

Perimeter and Slope Sediment Control Device

Possible Contract Item:

http://www.iowadot.gov/design/dmanual/01e-06.pdf

SLOPE PROTECTION

30 typ.

A

A

(measured along device)

Installation Length

Top of Slope or Undisturbed Area

Sediment Control Device

Perimeter and Slope

Sediment Control Device

Perimeter and Slope Filler Material

SECTION A-A

Installation

(Typ.)

See Detail 'A'

(Typ.)

See Detail 'A'

(Typ.)

See Detail 'A'

12" min.

Contour Lines

LEGEND

Flow

Wood Stake

12" min.

EC-204

REVISION

10-19-21

SHEET 2 of 3

REVISIONS:Changed labeling on Sheet 3.

APPROVED BY DESIGN METHODS ENGINEER

STANDARD ROAD PLAN

SEDIMENT CONTROL DEVICES

PERIMETER, SLOPE AND DITCH CHECK

Install staples every 2 feet on upslope side.

length.

runaround. Run-ups will be included in the installation feet of each device up the slope to prevent flow contours). Overlap joints per Detail 'A'. Run the last 10

Install Slope Protection perpendicular to slope (parallel to staples every 2 feet on upslope side.

minimum actual stake size 3/4" x 3/4" wood stakes. Install

Upslope stakes spaced at ends and middle of device. Use

Install downslope stakes at 4 foot maximum spacing.

DITCH PROTECTION

Foreslope

Ditch

Backslope

Control Device Ditch Check Sediment

Control Device Ditch Check Sediment

12" min.

INSTALLATION IN DITCH

(measured along device)

Installation Length

Contour Lines

LEGEND

Flow

Wood Stake

12" min.

EC-204

REVISION

10-19-21

SHEET 3 of 3

REVISIONS:Changed labeling on Sheet 3.

APPROVED BY DESIGN METHODS ENGINEER

STANDARD ROAD PLAN

SEDIMENT CONTROL DEVICES

PERIMETER, SLOPE AND DITCH CHECK

Install staples every 1 foot on upslope side.

joints per Detail 'A'.

Install Ditch Protection perpendicular to ditch. Overlap minimum actual stake size 3/4" x 3/4" wood stakes.

Upslope stakes spaced at ends and middle of device. Use

Install downslope stakes at 2 foot maximum spacing.

W

CL

W

SECTION A-A

CL

W

SECTION B-B

Possible Pavement

CL

Length

Rt.Lt.

Culvert, Unclassified Entrance Pipe

Excavation, Class 10

Aprons, Unclassified

Possible Contract Items:

Possible Tabulation:

102-3

Entrance

Pipe Culvert if necessary

Entrance Entrance

2' Typical

'V' Ditch

10:110:

8:1 8:1 included in estimate of quantities.

Earthwork and material used for construction of entrances are

Edge of Shoulder

Normal Foreslope

50'

10:1

R.O.W. Line

Backslope

Top of

Ditch

Entrance

Backslope

Top of

R.O.W. Line

Entrance CL

Ditch Flow

8:1

Thru RoadwayCLThru RoadwayCL

Normal Foreslope

Edge of Shoulder

LOCATION STATION

B B

H installation.

entrance pipe culverts and cross sections for details of may be required to fit culvert. Refer to tabulation of toe of backslopes as shown. Some special shaping of ditch

Locate entrance pipe culverts to coincide with the line of the vehicle from through…