00363-3 Concepcion Bridge-Specs Ex 3.pdf

MISSION REACH CONCEPCION BRIDGE REPAIR May 12, 2026

FINAL

SAN ANTONIO RIVER AUTHORITY SPECIFICATIONS

32 920 01 SEEDING FOR EROSION CONTROL

STRUCTURAL SPECIFICATIONS

02316 EXCAVATION AND BACKFILL FOR STRUCTURES

02320 BACKFILL MATERIALS

03211 REINFORCEMENT STEEL

03310 STRUCTURAL CONCRETE

03350 CONCRETE FINISHING

03390 CONCRETE CURING

03600 STRUCTURAL GROUT

05500 METAL FABRICATIONS

05512 STRUCTURAL STEEL

TEXAS ENGINEERING FIRM #470 I TEXAS SURVEYING FIRM #10028800

2000 NW LOOP 410 I SAN ANTONIO, TX 78213 I 210.375.9000

P R

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SIONAL ENG

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OF TEXA

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128045

LICENSED

MARCOS A. WORTLEY

05/12/2026

Seeding for Erosion Control 32 91 01 - 1 SAR21832 – San Pedro/San Antonio River Confluence Sheet Pile Repair 03/2022

32 92 01 SEEDING FOR EROSION CONTROL

1.00 GENERAL

1.01 WORK INCLUDED

A. Provide labor, materials, equipment and incidentals necessary to seed disturbed areas and other areas as specified. This specification includes seedbed fertilization, watering, mulching, and emulsifying or tacking the mulch and maintenance until final acceptance by the Owner.

1.02 SUBMITTALS

A. Submit manufacturer’s literature for the following items:

1. Seed labels

2. Mulches

3. Binders/tackifiers

4. Fertilizers

1.03 STANDARDS

A. The seed used on this project will conform to ITEM 164.2 Standard Specifications for Construction of Highways, Streets and Bridges, Texas Department of Transportation.

1.04 DELIVERY AND STORAGE

A. Deliver seed with each variety separately bagged.

1.05 OPTIONS

A. If dry mechanical methods are used, the fertilizer may be spread at the same time as the seed. After sowing, straw mulch will be mechanically spread over the seeded area.

B. When seed and fertilizer are to be distributed as a water slurry, apply the mixture within 30 minutes of mixing.

2.00 PRODUCTS

2.01 MATERIALS

A. Seed: From the previous season’s crop, labeled in accordance with the Texas Seed Law.

1. Seed for spring planting shall include:

a. 50%/50% blend of Douglas King Seeds Native Grass Mix and Habiturf Native Lawn Mix at a rate of 5 lb per 1000 sf (or approved equal).

b. Douglas King Seeds Wildflower Mix at a rate of 1.5 lb per 1000 sf (or approved equal).

2. If seeding between November 30 and April 30, include a cool season cover crop of

Seeding for Erosion Control 32 91 01 - 2

Douglas King Seeds Cereal Rye at a rate of 1 lb per 1000 sf (or approved equal).

B. Fertilizer: Uniform application of 10-20-10 (nitrogen-¬phosphorus-potassium) fertilizer at a rate of 400 lb. per acre.

C. Mulch (2000 dry lb. per acre):

1. Straw, wood-fiber, mulch nettings, wood chips or other suitable material approved by the Owner and free of Johnson grass and other noxious weed seeds.

2. Straw or hay mulch shall be sourced from a native grass species and approved by the Owner. Mulch shall be kept dry and shall not be rotted or molded. A minimum of 50 percent by weight of the herbage making up the hay shall be 10 inches in length or longer.

3. If hydraulic seeding is used, mulch shall be Profile ProMatrix or approved equal engineered fiber matrix.

D. Tackifier: Guar- or psyllium-based substance supplied in powder form and packed in clearly marked bags stating the contents of each package.

E. Topsoil: Soils suitable for topsoil which are relatively free of stones or other objectionable debris, which have sufficient humus content to readily support vegetative growth. The suitability of soils for topsoil shall be subject to the approval of the Owner.

F. Herbicide: Contractor shall be responsible for using herbicides in a manner consistent with label requirements and precautions. Only registered herbicides having a minimal residual effect shall be used. Contractor shall strictly adhere to all Federal, State, and local laws governing herbicide usage.

3.00 EXECUTION

3.01 TOPSOIL PLACEMENT

A. Prior to and immediately preceding spreading of topsoil, lightly scarify the surface of the area to receive topsoil and lightly wet the surface if unusually dry.

B. Uniformly spread topsoil over the areas and to a minimum thickness of 4 inches if not shown or specified otherwise.

C. Remove stones 1-1/2 inches or larger in maximum dimension, stumps, large roots, or other objectionable debris from the topsoil at the time of spreading and dispose of material in an approved manner.

3.02 PLANTING

A. Seedbed Preparation: Use a one-way plow, tandem disk, bedder, or equipment which will accomplish similar results. Break or mix the surface of the soil with the tillage equipment.

Additional tillage operations will be necessary if required so planting can be on a clean, firm seedbed. Chiseling will be necessary on areas which have been severely compacted.

B. Dry Mechanical Seeding:

1. Spread mulch material on the area to be planted. Mulch the planting areas to control soil erosion and seed loss by wind and water and to promote grass establishment. Apply

Seeding for Erosion Control 32 91 01 - 3 mulch at the rate of 2 tons per acre and spread uniformly so that about 25 percent of the ground surface is uniformly visible through the mulch.

2. Anchor the mulch hay by treading into the soil with a straight disk type mulch tiller.

Perform disking across the slope along contours. Other types of mulch such as wood cellulose fiber or cotton bur mulch may be used at recommended rates, if approved by the Owner. Apply mulch in a manner that will not hinder emergence of seedlings.

3. Sow the seed at the rate specified in pounds of pure live seed (PLS) per acre, or more if required to obtain a complete stand of grass. The PLS content is determined by multiplying the seed package weight by the product of the percent purity and the percent germination, which are contained on the seed label.

4. Accomplish seeding by mechanical means using either broadcasting or drilling type equipment to provide uniform distribution of the seed in the planting areas. Cover seed with soil if recommended by the provider. If seed is drilled, the distance between drill rows shall not exceed 12 inches. Hydro seeding may be used to apply seed, fertilizer, and wood-fiber mulch with the approval of the Owner.

5. Include cold season cover crop if seeding between November 30 and April 30.

C. Hydro-Mulch Seeding:

1. Water, mulch, fertilizer, binder and other ingredients shall be added to the tank simultaneously so that the finished load is a homogenous mix of the specified ingredients.

2. Seed shall be added to the slurry last and shall be discharged within 1 hour. Loads held in the tank more than 1 hour shall be recharged with half the seed rate before application.

3. Uniformly distribute the slurry in the quantity specified over the areas to be seeded.

4. Include cold season cover crop if seeding between November 30 and April 30.

3.03 MAINTENANCE

A. Irrigation: Supply the seeded areas with adequate moisture (3- to 4-inch penetration) daily until germination and at 10-day intervals (or as needed) to support plant growth until acceptance by the Owner. Water the seed in a manner which will prevent erosion of the soil. Furnish all water to be used.

B. Repair: Repair washouts and other bare soil areas in a seeded area either by re-seeding, sprigging, or spot sodding, and perform maintenance as needed to establish grass in the area.

C. Weed Control:

1. Control competitive weed growth during the establishment period by mowing and/or with herbicides. Chemical usage shall be in accordance with the current recommendations of the Texas Agricultural Experiment Station or local Soil Conservation Service Field Office Technical Guides. Strictly adhere to all Federal, State, and local laws governing herbicides.

2. Weed control shall be the Contractor’s responsibility whether topsoil is from on-site or

Seeding for Erosion Control 32 91 01 - 4 off-site sources and also for seeded areas which are specified not to receive topsoil.

3.04 SEEDING OF DISTURBED AREAS

A. Disturbed areas will require seeding as specified in this Section unless requested otherwise by the Owner or shown otherwise on the drawings or in the specifications.

B. Any areas which are disturbed by the Contractor which are not shown on the drawings or specified to require disturbance including any approved areas not shown on the drawings, shall be considered as unauthorized disturbed areas. Any such areas shall be seeded as specified in this Section at the Contractor’s expense and shall not be measured or paid under this Section.

3.05 FIELD QUALITY CONTROL; OBSERVATION AND ACCEPTANCE

A. Observation: Upon completion of the site preparation, mulching, fertilizing, seeding, and maintenance of seeded areas, the Owner will observe the seeded areas periodically to determine the establishment success. The Owner will consider soil coverage, purity of the grass stand, and maturity of the plants.

B. Establishment of Stand and Acceptance:

1. The Owner will determine that a grassed area is established upon fulfillment of the following conditions:

a. The permanent grass stand uniformly covers 80% of the planting area, with no exposed soil areas more than 36 inches across in any dimension.

b. The permanent grass stand is free of over-topping weed species which would compete for sunlight, moisture, and nutrients. In addition, no area of pure weed species greater than 36 inches across in any dimension shall occur within a permanent grass stand.

c. The majority of the grass plants in a stand shall have a well-established root system to survive if irrigation is discontinued.

END OF SECTION

Section 02316 - 1 of 7

REVISED 12/07/2019

SECTION 02316

EXCAVATION AND BACKFILL FOR STRUCTURES

PART 1 GENERAL

1.01 SCOPE

This Section governs the excavation, backfilling, and compaction of backfill for structures.

1.02 DEFINITIONS

A. Unsuitable Material: Unsuitable soil materials are the following:

1. Materials that are classified as ML, CL-ML, MH, PT, OH, and OL according to ASTM D 2487.

2. Materials that cannot be compacted to the required density due to either gradation, plasticity, or moisture content.

3. Materials that contain large clods, aggregates, stones greater than 4 inches in any dimension, debris, vegetation, waste or any other deleterious materials.

4. Materials that are contaminated with hydrocarbons or other chemical contaminants.

B. Suitable Material: Suitable soil materials are those meeting specification requirements.

Unsuitable soils meeting specification requirements for suitable soils after treatment with lime or cement shall be considered suitable, unless otherwise indicated.

C. Select Material: Material as defined in Paragraph 2.02A.

D. Backfill: Select material meeting specified quality requirements, placed and compacted under controlled conditions around structures.

E. Foundation Backfill Materials: Natural soil or manufactured aggregate meeting Class I requirements and geotextile filter fabrics as required, to control drainage and material separation. Foundation backfill material is placed and compacted as backfill where needed to provide stable support for the structure foundation base. Foundation backfill materials may include concrete fill and seal slabs.

F. Foundation Base: For foundation base material, use cement stabilized sand or concrete seal slab. The foundation base provides a smooth, level working surface for the construction of the concrete foundation.

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G. Foundation Subgrade: Foundation subgrade is the surface of the natural soil which has been excavated and prepared to support the foundation base where needed.

H. Ground Water Control Systems: Installations external to the excavation such as well points, eductors, or deep wells. Ground water control includes dewatering to lower the ground water, intercepting seepage which would otherwise emerge from the side or bottom of the excavation, and depressurization to prevent failure or heaving of the excavation bottom.

Refer to Section entitled, “CONTROL OF GROUND WATER AND SURFACE WATER.”

I. Surface Water Control: Diversion and drainage of surface water runoff and rain water away from the excavation. Remove rain water and surface water which accidentally enters the excavation as a part of excavation drainage.

J. Excavation Drainage: Removal of surface and seepage water in the excavation by sump pumping and using French drains surrounding the foundation to intercept the water.

K. Over-Excavation and Backfill: Excavation of subgrade soils with unsatisfactory bearing capacity or composed of otherwise unsuitable materials below the foundation as shown on Construction Plans and backfilled with foundation backfill material.

L. Shoring System: A structure that supports the sides of an excavation to maintain stable soil conditions and prevent cave-ins.

1.03 SUBMITTALS

A. Submit a work plan for excavation and backfill for each structure with complete written description which identifies details of the proposed method of construction and the sequence of operations for construction relative to excavation, dewatering (if required), and backfill activities. The descriptions, with supporting illustrations, shall be sufficiently detailed to demonstrate to the Engineer that the procedures meet the requirements of the Specifications and Construction Plans.

B. Submit excavation safety system plan.

1. The excavation safety system plan shall be in accordance with applicable OSHA requirements for all excavations.

2. The excavation safety system plan shall be in accordance with the requirements of Federal Requirements, 29 CFR, Part 1926, Standards - Excavation, Occupational Safety and Health Administration (OSHA).

C. Submit a ground and surface water control plan in accordance with requirements in this Section entitled, “CONTROL OF GROUND WATER AND SURFACE WATER.”

D. Submit backfill material sources and product quality information in accordance with requirements of the section entitled, “BACKFILL MATERIALS”.

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E. Submit project record documents. Record location of utilities, as installed, referenced to survey benchmarks. Include location of utilities encountered or rerouted. Give horizontal dimensions, elevations, inverts and gradients.

1.04 TESTS

Testing and analysis of backfill materials for soil classification and compaction during construction will be performed by an independent laboratory provided by the Owner.

PART 2 PRODUCTS

2.01 EQUIPMENT

A. Perform excavation with equipment suitable for achieving the requirements of this Specification.

B. Use equipment which will produce the degree of compaction specified. Backfill within 3 feet of walls shall be compacted with hand operated equipment. Do not use equipment weighing more than 10,000 pounds closer to walls than a horizontal distance equal to the depth of the fill at that time. Use hand operated power compaction equipment where use of heavier equipment is impractical or restricted due to weight limitations.

2.02 MATERIAL CLASSIFICATIONS

Select Backfill: Clayey gravel or sand or lean clay with a plasticity index between 7 and 20 or clayey soils treated with the required proportion of lime.

PART 3 EXECUTION

3.01 PREPARATION

A. Conduct an inspection to determine condition of existing structures and other permanent installations.

B. Perform work in accordance with OSHA standards. Employ an excavation safety system as specified in the section entitled, “EXCAVATION SUPPORT AND PROTECTION SYSTEMS FOR

STRUCTURES”.

C. Install and operate necessary dewatering and surface water control measures in accordance with requirements of Section entitled, “CONTROL OF GROUND WATER AND SURFACE

WATER.”

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3.02 PROTECTION

A. Protect trees, shrubs, lawns, existing structures, and other permanent objects within the project area.

B. Protect and support above-grade and below-grade utilities which are to remain.

C. Restore damaged permanent facilities to pre-construction conditions unless replacement or abandonment of facilities are indicated on the Construction Plans.

D. Prevent erosion of excavations and backfill. Do not allow water to pond in excavations.

E. Maintain excavation and backfill areas until start of subsequent work. Repair and re-compact slides, washouts, settlements, or areas with loss of density at no additional cost to the Owner.

3.03 EXCAVATION

A. Perform excavation work so that the underground structure can be installed to depths and alignments shown on Construction Plans. Use caution during excavation work to avoid disturbing surrounding ground and existing facilities and improvements. Keep excavation to the absolute minimum necessary. No additional payment will be made for excess excavation not authorized by Engineer.

B. Upon discovery of unknown utilities, badly deteriorated utilities not designated for removal, or concealed conditions, discontinue work at that location. Notify Engineer and obtain instructions before proceeding in such areas.

C. Immediately notify the agency or company owning any line which is damaged, broken or disturbed. Obtain approval from Engineer and agency for any repairs or relocations, either temporary or permanent.

D. Avoid settlement of surrounding soil due to equipment operations, excavation procedures, vibration, dewatering, or other construction methods.

E. Provide surface drainage during construction to protect work and to avoid nuisance to adjoining property. Where required, provide proper dewatering and piezometric pressure control during construction.

F. Conduct hauling operations so that trucks and other vehicles do not create a dirt nuisance in streets. Verify that truck beds are sufficiently tight and loaded in such a manner that objectionable materials will not spill onto streets. Promptly clear away any dirt, mud, or other materials that spill onto streets or are deposited onto streets by vehicle tires.

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G. Maintain permanent benchmarks, monumentation, and other reference points. Unless otherwise directed, replace those which are damaged or destroyed by the Work.

H. Provide sheeting, shoring, and bracing where required to safely complete the Work, to prevent excavation from extending beyond limits indicated on Construction Plans, and to protect the Work and adjacent structures or improvements.

I. Prevent voids from forming outside of sheeting. Immediately fill voids with grout, concrete fill, cement stabilized sand, or other material approved by Engineer.

J. After completion of the structure, remove sheeting, shoring, and bracing unless shown on Construction Plans to remain in place or directed by Engineer in writing that such temporary structures may remain. Remove sheeting, shoring and bracing in such a manner as to maintain safety during backfilling operations and to prevent damage to the Work and adjacent structures or improvements.

K. Immediately fill and compact voids left or caused by removal of sheeting with cement stabilized sand or material approved by Engineer.

3.04 HANDLING EXCAVATED MATERIALS

A. Classify excavated materials. Place material which is suitable for use as backfill in orderly piles at a sufficient distance from excavation to prevent slides or cave-ins.

B. Provide additional backfill material, if adequate quantities of suitable material are not available from excavation and trenching operations at the site.

3.05 DEWATERING

A. Provide ground water control per Section entitled, “CONTROL OF GROUND WATER AND

SURFACE WATER.”

B. Keep ground water surface elevation a minimum of 2 feet below the bottom of the foundation base.

C. Maintain ground water control as directed by Section entitled, “CONTROL OF GROUND WATER AND SURFACE WATER” and until the structure is sufficiently complete to provide the required weight to resist hydrostatic uplift with a minimum safety factor of 1.2.

3.06 FOUNDATION EXCAVATION

A. Notify Engineer at least 48 hours prior to planned completion of foundation excavations. Do not place the foundation base until the excavation is accepted by the Engineer.

Section 02316 - 6 of 7

B. Excavate to elevations shown on Construction Plans, as needed to provide space for the foundation base, forming a level undisturbed surface, free of mud or soft material. Remove pockets of soft or otherwise unstable soils and replace with foundation backfill material or a material as directed by the Engineer. Prior to placing material over it, re-compact the subgrade where indicated on the Construction Plans, scarifying as needed, to 95 percent of the maximum Standard Dry Density according to ASTM D 698. If the specified level of compaction cannot be achieved, moisture condition the subgrade and re-compact until 95 percent is achieved, over-excavate to provide a minimum layer of 24 inches of foundation backfill material, or other means acceptable to the Engineer.

C. Fill unauthorized excessive excavation with foundation backfill material or other material as directed by the Engineer.

D. Protect open excavations from rainfall, runoff, freezing groundwater, or excessive drying so as to maintain foundation subgrade in a satisfactory, undisturbed condition. Keep excavations free of standing water and completely free of water during concrete placement.

E. Soils which become unsuitable due to inadequate dewatering or other causes, after initial excavation to the required subgrade, shall be removed and replaced with foundation backfill material, as directed by Engineer, at no additional cost to the Owner.

F. Place foundation base, where needed, over the subgrade on same day that excavation is completed to final grade. Where base of excavations are left open for longer periods, protect them with a seal slab or cement-stabilized sand.

G. Crushed aggregate, and other free draining Class I materials, shall have a filter fabric separating it from native soils or select material backfill. The fabric shall overlap a minimum of 12-inches beyond where another material stops contact with the soil.

H. Crushed aggregate, and other Class I materials, shall be placed in uniform layers of 8-inch maximum thickness. Compaction shall be by means of at least two passes of a vibratory compactor.

3.07 FOUNDATION BASE

After the subgrade is properly prepared, including the placement of foundation backfill where needed, the foundation base shall be placed. The foundation base shall consist of a 12-inch layer of crushed stone aggregate or cement stabilized sand. Alternately, a seal slab with a minimum thickness of 4 inches may be placed. The foundation base shall extend a minimum of 12 inches beyond the edge of the structure foundation, unless shown otherwise on the Construction Plans.

Section 02316 - 7 of 7

3.08 BACKFILL

A. Complete backfill to surface of natural ground or to lines and grades shown on Construction Plans. Use existing material that qualifies as select material, unless indicated otherwise.

Deposit backfill in uniform layers and compact each layer as specified.

B. Do not place backfill against concrete walls or similar structures until laboratory test breaks indicate that the concrete has reached a minimum of 85 percent of the specified compressive strength. Where walls are supported by slabs or intermediate walls, do not begin backfill operations until the slab or intermediate walls have been placed and concrete has attained sufficient strength.

C. Remove concrete forms before starting backfill and remove shoring and bracing as work progresses.

D. Maintain fill material at no less than 2 percent below nor more than 2 percent above optimum moisture content. Place fill material in uniform 8-inch maximum loose layers.

Compaction of fill shall be to at least 95 percent of the maximum Standard Dry Density according to ASTM D 698 under paved areas. Compact to at least 90 percent around structures below unpaved areas.

E. Where backfill is placed against a sloped excavation surface, run compaction equipment across the boundary of the cut slope and backfill to form a compacted slope surface for placement of the next layer of backfill.

F. Place backfill using cement stabilized sand in accordance with Section entitled, “CEMENT

STABILIZED SAND.”

3.09 FIELD QUALITY CONTROL

A. Tests will be performed initially on minimum of one different sample of each material type for plasticity characteristics, in accordance with ASTM D 4318, and for gradation characteristics, in accordance with Tex-101-E and Tex-110-E. Additional classification tests will be performed whenever there is a noticeable change in material gradation or plasticity.

B. In-place density tests of compacted subgrade and backfill will be performed according to ASTM D 1556, or ASTM D 2922 and ASTM D 3017, and at the following frequencies and conditions:

1. A minimum of one test for every 100 cubic yards of compacted backfill material.

2. A minimum of three density tests for each full work shift.

3. Density tests will be performed in all placement areas.

Section 02316 - 8 of 7

4. The number of tests will be increased if inspection determines that soil types or moisture contents are not uniform or if compacting effort is variable and not considered sufficient to attain uniform density.

C. At least one test for moisture-density relationships will be initially performed for each type of backfill material in accordance with ASTM D 698. Additional moisture-density relationship tests will be performed whenever there is a noticeable change in material gradation or plasticity.

D. If tests indicate work does not meet specified compaction requirements, recondition, re-compact, and retest at Contractor's expense.

3.10 DISPOSAL OF EXCESS MATERIAL

Dispose of excess materials in accordance with requirements of Section entitled, “WASTE

MATERIAL DISPOSAL.”

- END OF SPECIFICATION –

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02320 - 1 of 10

REVISED 02/17/2020

SECTION 02320

BACKFILL MATERIALS

PART 1 GENERAL

1.01 SCOPE

This Section governs the classification, handling, and quality control requirements of backfill materials designed for applications associated with foundations, embedment or trench zones.

1.02 RELATED SECTIONS

SECTION 01330 – Submittals SECTION 01340 – Shop Drawings, Product Data and Samples SECTION 01410 – Testing Laboratory Services SECTION 02215 – Excavating, Trenching and Backfilling for Utilities SECTION 02216 – Excavation and Backfill for Structures

1.03 REFERENCES

CONTRACTOR shall refer to the latest issuance of the standards listed below.

ASTM C33 – Standard Specification for Concrete Aggregate ASTM C40 – Standard Test Method for Organic Impurities in Fine Aggregates for Concrete ASTM C123 – Standard Test Method for Lightweight Particles in Aggregate ASTM C131 – Standard Test Method for Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles Machine ASTM C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates ASTM C142 – Standard Test Method for Clay Lumps and Friable Particles in Aggregates ASTM D1140 – Standard Test Method for Amount of Materials in Soils Finer than No. 200 Sieve ASTM D2487 – Standard Practice for Classification of Soils for Engineering Purposes (Unified Soil

Classification System) ASTM D2488 – Standard Practice for Description and Identification of Soils (Visual-Manual

Procedure) ASTM D4318 – Identification and Classification of Dispersive Soils by Pinhole Test ASTM D4318 – Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils TxDOT Tex-110-E – Particle Size Analysis of Soils

1.04 DEFINITIONS

A. Unsuitable Material: Unsuitable soil materials are the following:

1. Materials that are classified as ML, CL-ML, MH, PT, OH, and OL according to ASTM D2487.

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2. Materials that cannot be compacted to the required density due to either gradation, plasticity, or moisture content.

3. Materials that contain large clods, aggregates, and stones greater than 4 inches in any dimension; debris, vegetation, and waste; or any other deleterious materials.

4. Materials that are contaminated with hydrocarbons or other chemical contaminants.

B. Suitable Material: Suitable soil materials are the following:

1. Those meeting specification requirements.

2. Unsuitable soils meeting specification requirements for suitable soils after treatment with lime or cement.

C. Backfill Material: Classified soil material meeting specified quality requirements for the designated application as embedment or trench zone backfill.

D. Foundation Backfill Materials: Natural soil or manufactured aggregate meeting Class I requirements and geotextile filter fabrics as required, to control drainage and material separation. Foundation backfill material is placed and compacted as backfill where needed to provide stable support for the structure foundation base. Foundation backfill materials may include concrete fill and seal slabs.

E. Foundation Base: The foundation base provides a smooth, level working surface for the construction of the concrete foundation. Crushed stone aggregate with filter fabric as required, cement stabilized sand, or concrete seal slab.

F. Foundation Subgrade: Either suitable soil of the trench bottom, or material placed as backfill of over-excavation for removal and replacement of unsuitable or otherwise unstable soils.

G. Embedment Material: Soil material placed under controlled conditions within the embedment zone extending vertically upward from top of foundation to an elevation 12 inches above top of pipe, and including pipe bedding, haunching, and initial backfill.

H. Trench Zone Backfill: Classified soil material meeting specified quality requirements and placed under controlled conditions in the trench zone from top of embedment zone to base course in paved areas or to the surface grading material in unpaved areas.

I. Source: A source selected by the CONTRACTOR for supply of embedment or trench zone backfill material. A selected source may be the project excavation, imported material from off-site borrow pits or commercial borrow pits, or sand and aggregate production or from manufacturing plants.

1.05 SUBMITTALS

A. Submittals shall conform to the requirements of the Section 01330 - Submittals.

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B. Submit a description of source, material classification and product description, production method, and application of backfill materials.

C. Submit test results for samples of off-site backfill materials to comply with Paragraph 2.03.

D. Before stockpiling materials, submit a copy of temporary easement or approval from landowner for stockpiling backfill material on private property.

E. For each delivery of material, provide a delivery ticket which includes source location.

1.06 QUALITY CONTROL

A. Sampling:

1. The ENGINEER may sample and test backfill at:

a. Sources including borrow pits, production plants and CONTRACTOR’s designated off-site stockpiles.

b. On-site stockpiles.

c. Materials placed in the Work.

2. The ENGINEER may resample material at any stage of work or location if changes in characteristics are apparent.

B. Production Verification Testing: The OWNER’s testing laboratory will provide verification testing on backfill materials, as directed by the ENGINEER. Samples may be taken at the source or at the production plant, as applicable.

1.07 TESTS

A. Perform tests of sources for backfill material in accordance with Paragraph 2.03.B.

B. Verification tests of backfill materials may be performed by the OWNER in accordance with the Section 01410 - Testing Laboratory Service and in accordance with Paragraphs 1.06 and 2.03.

C. Random fill obtained from the Project excavation as source is exempt from prequalification requirements by CONTRACTOR but must be inspected by OWNER testing lab for unacceptable materials based on ASTM D2488.

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PART 2 PRODUCTS

2.01 MATERIAL CLASSIFICATIONS

A. Materials for backfill shall be classified for the purpose of quality control in accordance with the Unified Soil Classification Symbols as defined in ASTM D2487. Material use and application is defined in utility installation specifications and Drawings either by class, as described in Paragraph 2.01.B, or by product descriptions, as given in Paragraph 2.02.

B. Class Designations Based on Laboratory Testing:

1. Class I: Well-graded gravels and sands, gravel-sand mixtures, crushed well-graded rock, little or no fines (GW, SW):

a. Plasticity Index: Non-plastic.

b. Gradation: D60/D10 - greater than 4%; amount passing No. 200 sieve - less than or equal to 5%.

2. Class II: Poorly graded gravels and sands, silty gravels and sands, little to moderate fines

(GM, GP, SP, SM):

a. Plasticity Index: Non-plastic to 4.

b. Gradations:

(1) Gradation (GP, SP): Amount passing No. 200 sieve - less than 5%.

(2) Gradation (GM, SM): Amount passing No. 200 sieve - between 12% and 50%.

(3) Borderline gradations with dual classifications (e.g., SP-SM): Amount passing No. 200 sieve - between 5% and 12%.

3. Class III: Clayey gravels and sands, poorly graded mixtures of gravel, sand, silt, and clay (GC, SC, and dual classifications, e.g., SP-SC):

a. Plasticity Index: Greater than 7.

b. Gradation: Amount passing No. 200 sieve - between 12% and 50%.

4. Class IVA: Lean clays (CL):

a. Plasticity Indexes:

(1) Plasticity Index: greater than 7, and above A line.

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(2) Borderline plasticity with dual classifications (CL-ML), PI between 4 and 7.

b. Liquid limit: Less than 50.

c. Gradation: Amount passing No. 200 sieve - greater than 50%.

d. Inorganic.

5. Class IVB: Fat clays (CH):

a. Plasticity Index: Above A line.

b. Liquid Limit: 50 or greater.

c. Gradation: Amount passing No. 200 sieve - greater than 50%.

d. Inorganic.

6. Use soils with dual class designation according to ASTM D2487, and which are not defined above, according to the more restrictive class.

2.02 PRODUCT DESCRIPTIONS

A. Soils classified as silt (ML), elastic silt (MH), organic clay and organic silt (OL, OH), and organic matter (PT) are not acceptable as backfill materials. These soils may be used for site grading and restoration in unimproved areas as approved by the ENGINEER. Soils in Class IVB, fat clay (CH) may be used as backfill materials where allowed by the applicable backfill installation specification (refer to the Section 02216 - Excavation and Backfill for Structures, and Section 02215 - Excavating, Trenching and Backfilling for Utilities).

B. Provide backfill material that is free of stones greater than 6 inches, free of roots, waste, debris, trash, organic material, unstable material, non-soil matter, hydrocarbon or other contamination, conforming to the following limits for deleterious materials:

1. Clay Lumps: Less than 0.5% for Class I, and less than 2.0% for Class II, when tested in accordance with ASTM C142.

2. Lightweight Pieces: Less than 5% when tested in accordance with ASTM C123.

3. Organic Impurities: No color darker than standard color when tested in accordance with ASTM C40.

C. Manufactured materials, such as crushed concrete, may be substituted for natural soil or rock products where indicated in the product specification, and approved by the ENGINEER, provided that the physical property criteria are determined to be satisfactory by testing.

02320 - 6 of 10

D. Bank Run Sand: Durable bank run sand classified as SP, SW, or SM by the Unified Soil Classification System (ASTM D2487) meeting the following requirements:

1. Less than 15% passing the number 200 sieve when tested in accordance with ASTM D1140. The amount of clay lumps or balls not exceeding 2%.

2. Material passing the number 40 sieve shall meet the following requirements when tested in accordance with ASTM D4318:

a. Liquid Limit: Not exceeding 25%.

b. Plasticity index: Not exceeding 7.

E. Concrete Sand: Natural sand, manufactured sand, or a combination of natural and manufactured sand conforming to the requirements of ASTM C33 and graded within the following limits when tested in accordance with ASTM C136:

F. Gem Sand: Sand conforming to the requirements of ASTM C33 for course aggregates specified for number 8 size and graded within the following limits when tested in accordance with ASTM C136:

Sieve % Passing 3/8" 100

No. 4 95 to 100

No. 8 80 to 100

No. 16 50 to 85

No. 30 25 to 60

No. 50 10 to 30

No. 100 2 to 10

Sieve % Passing 3/8" 95 to 100

No. 4 60 to 80

No. 8 15 to 40

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G. Pea Gravel: Durable particles composed of small, smooth, rounded stones or pebbles and graded within the following limits when tested in accordance with ASTM C136:

H. Crushed Aggregates: Crushed aggregates consist of durable particles obtained from an approved source and meeting the following requirements:

1. Materials of one product delivered for the same construction activity from a single source.

2. Non-plastic fines.

3. Los Angeles abrasion test wear not exceeding 45% when tested in accordance with

ASTM C 131.

4. Crushed aggregate shall have a minimum of 90% of the particles retained on the No. 4 sieve with 2 or more crushed faces as determined by Test Method Tex-460-A, Part I.

5. Crushed Stone: Produced from oversize plant processed stone or gravel, sized by crushing to predominantly angular particles from a naturally occurring single source.

Uncrushed gravel is not acceptable material for embedment where crushed stone is shown on the applicable utility embedment drawing details.

6. Crushed Concrete: Crushed concrete is an acceptable substitute for crushed stone as utility backfill. Gradation and quality control test requirements are the same as crushed stone. Provide crushed concrete produced from normal weight concrete of uniform quality; containing particles of aggregate and cement material, free from other substances such as asphalt, reinforcing steel fragments, soil, waste gypsum (calcium sulfate), or debris.

Sieve % Passing

1/2" 100

3/8" 85 to 100

No. 4 10 to 30

No. 8 0 to 10

No. 16 0 to 5

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7. Gradations, as determined in accordance with Tex-110-E.

I. Select Backfill: Class III clayey gravel or sand or Class IV lean clay with a plasticity index between 7 and 20.

J. Random Backfill: Any suitable soil or mixture of soils within Classes I, II, III and IV; or fat clay (CH) where allowed by the applicable backfill installation specification (refer to the Section 02216 - Excavation and Backfill for Structures, and Section 02215 - Excavating, Trenching and Backfilling for Utilities).

K. Cement Stabilized Sand: Conform to requirements of the Section 02321 - Cement Stabilized Sand.

2.03 MATERIAL TESTING

A. Ensure that material selected, produced and delivered to the Project meets applicable specifications and is of sufficient uniform properties to allow practical construction and quality control.

B. Source or Supplier Qualification: Perform testing, or obtain representative tests by suppliers, for selection of material sources and products. Provide test results for a minimum of three samples for each source and material type. Tests samples of processed materials from current production representing material to be delivered. Tests shall verify that the materials meet specification requirements. Repeat qualification test procedures each time the source characteristic changes or there is a planned change in source location or supplier.

Qualification tests shall include, as applicable:

1. Gradation: Complete sieve analyses shall be reported regardless of the specified control sieves. The range of sieves shall be from the largest particle through the No.

200 sieve (ASTM D1140).

Sieve Percent Passing by Weight for Pipe Embedment by Ranges of Nominal Pipes Sizes

>15" 15" - 8" <8"

1" 95 – 100 100 -

3/4" 60 - 90 90 - 100 100

1/2" 25 - 60 - 90 - 100

3/8" - 20 - 55 40 - 0

No. 4 0 - 5 0 - 10 0 - 15

No. 8 - 0 - 5 0 - 5

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2. Plasticity of material passing the No. 40 sieve.

3. Liquid limit, plastic limit, plasticity index (ASTM D 4318).

4. Pinhole test (ASTM D 4647, Method A).

5. Classification shall be reported in accordance with ASTM D 2487 and include (as a minimum):

a. Group name

b. Group symbol

c. Soil color(s)

6. Los Angeles abrasion wear of material retained on the No. 4 sieve.

7. Clay lumps.

8. Lightweight pieces.

9. Organic impurities.

C. Production Testing: Provide reports to the ENGINEER from an independent testing laboratory that backfill materials to be placed in the Work meet applicable specification requirements.

D. Assist the ENGINEER in obtaining material samples for verification testing at the source or at the production plant.

PART 3 EXECUTION

3.01 SOURCES

A. Use of material encountered in the trench excavations is acceptable, provided applicable specification requirements are satisfied. If excavation material is not acceptable, provide from other approved source.

B. Identify off-site sources for backfill materials at least 14 days ahead of intended use so that the ENGINEER may obtain samples for verification testing.

C. Obtain approval for each material source by the ENGINEER before delivery is started. If sources previously approved do not produce uniform and satisfactory products, furnish materials from other approved sources. Materials may be subjected to inspection or additional verification testing after delivery. Materials which do not meet the requirements of the specifications will be rejected. Do not use material which, after approval, has become

02320 - 10 of 10 unsuitable for use due to segregation, mixing with other materials, or by contamination.

Once a material is approved by the ENGINEER, expense for sampling and testing required to change to a different material will be credited to the OWNER through a change order.

D. Bank run sand, select backfill, and random backfill, if available in the Project excavation, may be obtained by selective excavation and acceptance testing. Obtain additional quantities of these materials and other materials required to complete the Work from off-site sources.

E. The OWNER does not represent or guarantee that any soil found in the excavation work will be suitable and acceptable as backfill material.

3.02 MATERIAL HANDLING

A. When backfill material is obtained from either a commercial or non-commercial borrow pit, open the pit to expose the vertical faces of the various strata for identification and selection of approved material to be used. Excavate the selected material by vertical cuts extending through the exposed strata to achieve uniformity in the product.

B. Establish temporary stockpile locations for practical material handling and control, and verification testing by the ENGINEER in advance of final placement. Obtain approval from landowner for storage of backfill material on adjacent private property.

C. When stockpiling backfill material near the Project site, use appropriate covers to eliminate blowing of materials into adjacent areas and prevent runoff containing sediments from entering the drainage system.

D. Place stockpiles in layers to avoid segregation of processed materials. Load material by making successive vertical cuts through entire depth of stockpile.

- END OF SECTION -

Section 03211 - 1 of 8

REVISED 11/27/2020

SECTION 03211

REINFORCING STEEL

PART 1 GENERAL

1.01 SECTION INCLUDES

Structural concrete reinforcement and grouting of reinforcement dowel bars into hardened concrete.

1.02 REFERENCES

ACI 315 - Details and Detailing of Concrete Reinforcement.

ACI 318 - Building Code Requirements for Structural Concrete and Commentary.

ASTM A36 - Standard Specification for Carbon Structural Steel.

ASTM A82 - Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.

ASTM A185 - Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete.

ASTM A497 - Standard Specification for Steel Welded Wire Reinforcement, Deformed, for

Concrete Reinforcement.

ASTM A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete

Reinforcement.

ASTM A675 - Standard Specification for Steel Bars, Carbon, Hot-Wrought, Special Quality, Mechanical Properties.

ASTM A775/A775M - Standard Specification for Epoxy-Coated Steel Reinforcing Bars.

ASTM C881 - Standard Specification for Epoxy-Resin-Base Bonding Systems for Concrete.

AWS D1.4 - Structural Welding Code - Reinforcing Steel.

WRI - Manual of Standard Practice for Welded Wire Fabric.

CRSI MSP-1 - Manual of Standard Practice.

1.03 SUBMITTALS

A. Conform to the section entitled, “SUBMITTAL.”

B. Shop Drawings

1. Submit shop drawings detailing reinforcement fabrication, bar placement location, splices, spacing, bar designation, bar type, length, size, bending, number of bars, bar support type and other pertinent information, including dimensions. Provide sufficient detail for placement of reinforcement without use of Contract Drawings. Information shall correspond directly to data listed on bill of materials.

2. Use of reproductions of Contract Drawings by Contractor, Subcontractor, erector, fabricator or material supplier in preparation of shop drawings (or in lieu of preparation of shop drawings).

3. Detail shop drawings in accordance with ACI 315, Figure 6.

Section 03211 - 2 of 8

4. Submit shop drawings showing location of proposed additional construction joints as required under Section 03055 - Concrete Structures, and obtain approval of Engineer, prior to submitting reinforcing steel shop drawings.

C. Bill of Materials: Submit with shop drawings.

D. Product Data

1. Mechanical Bar Splices: Submit manufacturer's technical literature, including specifications and installation instructions.

2. Epoxy grout proposed for anchoring reinforcing dowels to hardened concrete: Submit manufacturer's technical literature including recommended installation procedures.

E. Certificates

1. Submit steel manufacturer's certificates of mill tests giving properties of steel proposed for use. List manufacturer's test number, heat number, chemical analysis, yield point, tensile strength and percentage of elongation. Identify proposed location of steel in work.

2. Foreign-manufactured reinforcing bars shall be tested for conformance to ASTM requirements by a certified independent testing laboratory located in United States.

Certification from any other source is not acceptable. Submit test reports for review.

Do not begin fabrication of reinforcement until material has been approved.

1.04 HANDLING AND STORAGE

Store steel reinforcement above ground on platforms, skids or other supports. Protect reinforcing from mechanical injury, surface deterioration and formation of excessive, loose, or flaky rust caused by exposure to weather. Protect epoxy-coated reinforcing from formation of any amount of rust.

1.05 QUALITY ASSURANCE

Notify Resident Project Representative at least 48 hours before concrete placement so that reinforcement may be inspected, and errors corrected, without delaying work.

PART 2 PRODUCTS

2.01 MATERIAL

A. Reinforcing Bars: Deformed bars conforming to ASTM A615, grade as indicated on Drawings, except column spirals and those shown on Drawings to be smooth bars. Where grade is not shown on Drawings, use Grade 60.

Section 03211 - 3 of 8

B. Smooth Bars: Where indicated on Drawings, use smooth bars conforming to ASTM A36;

ASTM A615, Grade 60; or ASTM A675, Grade 70.

C. Column Spirals: Bars conforming to ASTM A615, Grade 60, or wire conforming to ASTM A82.

D. Epoxy-Coated Deformed Bars, Column Spirals and Smooth Bars: Conform to ASTM A775/A775M.

E. Welded Wire Fabric:

1. Welded Smooth Wire Fabric: Conform to ASTM A185.

2. Welded Deformed Wire Fabric: Conform to ASTM A497.

3. Provide wire size, type and spacing as shown. Where type is not shown on Drawings, use welded smooth wire fabric.

4. Furnish welded wire fabric in flat sheets only.

F. Tie Wire: 16-1/2 gage or heavier annealed steel wire. Use plastic-coated tie wire with epoxy-coated reinforcing steel.

G. Bar Supports: Provide chairs, riser bars, ties and other accessories made of plastic or metal, except as otherwise specified. Use bar supports and accessories of sizes required to provide required concrete cover. Where concrete surfaces are exposed to weather, water or wastewater, provide plastic accessories only; do not use galvanized or plastic-tipped metal in such locations. Provide metal bar supports and accessories rated Class 1 or 2 conforming to CRSI MSP-1 Manual of Standard Practice. Use epoxy-coated bar supports with epoxy-coated reinforcing bars.

H. Slabs on Grade: Provide chairs with sheet metal bases or provide precast concrete bar supports 3 inches wide, 6 inches long, and thick enough to allow required cover. Embed tie wires in 3 inch by 6-inch side.

I. Mechanical Bar Splices

1. Conform to ACI 318; use where indicated on Drawings.

a. Compression splices shall develop ultimate stress of reinforcing bar.

b. Tension splices shall develop 125 percent of minimum yield point stress of reinforcing bar.

2. Regardless of chemical composition of steel, any heat effect shall not adversely affect performance of reinforcing bar.

Section 03211 - 4 of 8

J. Welded Splices

1. Provide welded splices where shown and where approved by the Engineer. Welded splices of reinforcing steel shall develop a tensile strength exceeding 125 percent of the yield strength of the reinforcing bars connected.

2. Provide materials for welded splices conforming to AWS D1.4.

K. Epoxy Grout: High-strength rigid epoxy adhesive, conforming to ASTM C881, Type IV, manufactured for purpose of anchoring dowels into hardened concrete and the moisture condition, application temperature and orientation of the hole to be filled. Unless otherwise shown, depth of embedment shall be as required to develop the full tensile strength (125 percent of yield strength) of dowel, but not less than 12 diameters.

2.02 FABRICATION

A. Bending: Fabricate bars to shapes indicated on Drawings by cold bending. Bends shall conform to minimum bend diameters specified in ACI 318. Do not straighten or re-bend bars. Fabricate epoxy-coated reinforcing steel to required shapes in a manner that will not damage epoxy coating. Repair any damaged epoxy coating with patching material conforming to Item 4.4 of ASTM A775/A775M.

B. Splices

1. Locate splices as indicated on Drawings. Do not locate splices at other locations without approval of Engineer. Use minimum number of splices located at points of minimum stress. Stagger splices in adjacent bars.

2. Length of lap splices: As shown on Drawings.

3. Prepare ends of bars at mechanical splices in accordance with splice manufacturer's requirements.

C. Construction Joints: Unless otherwise shown, continue reinforcing through construction joints.

D. Bar Fabrication Tolerances: Conform to…