Vallejo City Council
February 24, 2026

Cast-in-Place Concrete
03300-11 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet)

1.09 SEQUENCING AND SCHEDULING
A. Schedule placing of concrete in a manner that completes all placing operations from one construction, contraction, or expansion joint to another construction, contraction, or expansion joint.

B. Joints at each end of the placement shall be as indicated on the Drawings, or as identified and accepted in advance by the Engineer.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. It is the intent of this Section to secure, for every part of the Work, concrete with a homogeneous mixture, that, when hardened, will have required strength, watertightness, and durability.

B. It is the intent of this Section to procure a workable, low-shrinkage concrete mix that maximizes aggregate content and minimizes paste content.

C. Performance requirements:

1. General:
a. Except as otherwise specified, provide concrete composed of Portland cement, supplemental cementitious materials, aggregate, admixtures and water, proportioned and mixed to produce a plastic, workable mixture in accordance with requirements of this Section, and suitable to specific conditions of placement.
b. Proportion aggregates to produce an gradation of aggregate that combines fine and coarse aggregate in well-graded proportions that maximizes the aggregate content and minimizes the paste content of the mix. The gradation should maximize long-term durability and strength of the concrete mixture.
c. Durability requirements will be deemed to be satisfied when:
1) The mixture is proportioned with a well-graded combined aggregate. 2) The specified water-cement ratio is satisfied.
3) The concrete contains the specified range of air content. 4) The maximum specified paste content is satisfied.
d. Proportion materials in a manner that will secure the lowest cement content, water-cementious materials ratio, and paste volume that is consistent with good workability that provides a plastic and cohesive mixture, and that provides a slump that is within the specified range. e. Construction and expansion joints have been positioned in structures as indicated on the Drawings, and curing methods have been specified, for purpose of to reduce the number and size of cracks, resulting from normal expansion and contraction expected from the concrete mixes specified. f. Remove and replace, or repair as specified in this Section, non-conforming work and surfaces with cracks, voids and honeycombs, or surface wetness.

2. Workmanship and methods: Provide concrete work, including detailing of reinforcing, conforming with best standard practices and as set forth in ACI CODE-318, and ACI CODE-350.

Cast-in-Place Concrete
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2.02 MATERIALS - GENERAL
A. Water and ice:

1. Water for concrete mixes, for washing aggregate, and for curing concrete:

Clean and free from oil and deleterious amounts of alkali, acid, organic matter, or other substances from a municipal potable water source.

2. Do not use water from concrete production operations, or combined water from concrete production operations as defined in ASTM C1602.

2.03 MATERIALS - CONCRETE MIX CONSTITUENTS
A. Water and ice:

1. As specified in the preceding paragraphs.

B. Cementitious materials:

1. Portland cement:
a. In accordance with ASTM C150.
1) Type II Single source: To provide uniformity of appearance, for each structure use only one source, type, and brand of Portland cement for walls and slabs that will be exposed in the finished work. 2) Confirm adequate supply of cement over duration of project before making trial batches or beginning concrete placements.
b. Cement for finishing: Provide cement from same source and of same type as concrete to be finished or repaired.
c. In accordance with NSF 61.

C. Supplementary cementitious materials:

1. Fly ash:
a. Class C or Class F fly ash in accordance with the requirements of ASTM C618, except as modified in this Section.
1) Class C may be used in concrete made with Type II Portland cement. 2) Class F required if used in concrete mixes containing aggregates classified as potentially reactive based on ASTM C1293 or ASTM C1260.
a) CaO content: Less than 18 percent.
b. Loss on ignition: Not exceeding 3 percent.
c. In accordance with NSF 61.
d. Replace Portland cement at ratio of 1.0 pound fly ash for each pound of cement, up to minimum and maximum replacement as specified in “Requirements for Mix Proportioning.”

2. Slag cement:
a. Grade 80, 100, or 120 in accordance with ASTM C989, except as modified below:
1) Fineness: Amount retained on a No. 325 sieve: 20 percent maximum.
2) Total alkalies Na2O + 0.658 K2O:
a) Minimum: 0.60 percent.
b) Maximum: 0.90 percent.
b. In accordance with NSF 61.

Cast-in-Place Concrete
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3. Silica fume:
a. Provide silica fume in accordance with ASTM C1240, except as modified below:
1) Moisture content: 3 percent maximum.
2) Loss on ignition: 6 percent maximum.
3) Reactivity with cement alkalies: 80 percent minimum. 4) Sulfate resistance: Maximum 0.05 percent expansion at 6 months. b. In accordance with NSF 61.

D. Admixtures:

1. General:
a. Do not include admixtures, other than those specified, unless written acceptance has been obtained from the Engineer during Submittal of mix designs.
b. Admixtures shall be compatible with concrete constituents and with other admixtures.
1) All admixtures in a given mix shall be products of the same manufacturer to ensure compatibility.
2) Admixture manufacturers: One of the following, or equal. a) Master Builders Solutions.
b) Euclid Chemical.
c) GCP Applied Technologies (formerly W.R. Grace).
d) Sika Corp.
c. Admixtures shall be tested and listed under NSF-61 for use in direct contact with potable water.
d. Do not use admixtures containing chlorides, calculated as chloride ion, in excess of 0.5 percent by weight of cement.
e. Use in accordance with manufacturer's recommendations. Add each admixture to concrete mix separately.
f. Admixtures used shall be the same products used in concrete trial batches, or the same products used in concrete represented by submitted field test records.

2. Air entraining admixture (AEA):
a. In accordance with ASTM C260 and dosed to provide entrained air percentages specified in this Section.
b. Provides entrained air as bubbles, evenly dispersed at the time of placement and during curing.

3. Water reducing admixture(WRA):
a. May be used at the Contractor's option.
b. Conforming to ASTM C494, Type A (water-reducing).
1) ASTM C494, Type D (water-reducing and retarding) may be used during periods of hot weather with prior acceptance by the Engineer. c. Not containing air-entraining agents.
d. Liquid form before adding to the concrete mix.

4. Shrinkage reducing admixture (SRA):
a. May be used at Contractor's option.
1) Provide shrinkage reducing admixture in sufficient dosage so as to produce shrinkage within the limits specified.
b. Not containing expansive agents.
c. In accordance with ASTM C494, Type S (specific performance).

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) d. One of the following, or equal:
1) Master Builders Solutions: SRA Series.
2) Euclid Chemical: Eucon SRA Series.
3) GCP Applied Technologies: Eclipse Series.

5. Set-controlling admixtures:
a. Shall not be used without prior acceptance from Engineer.

E. Coloring admixtures:

1. Conduit encasement coloring agent:
a. Red color concrete used for encasement of electrical ducts, conduits, and similar type items.
b. Manufacturers: One of the following or equal:
1) Davis Co., No. 100 Utility Red.
2) I. Reiss Co., Inc., equivalent product.
3) Euclid Chemical Co., Increte Division, “Colorcrete Brick Red”. c. Conduit encasement concrete: Mix into each cubic yard of concrete 10 pounds of coloring agent.

F. Aggregate:

1. General:
a. Provide concrete aggregates that are sound, graded as specified, and free of deleterious material in excess of allowable amounts specified. b. Provide aggregates to produce in place concrete with unit weight as follows:
1) Normal weight concrete: Not less than 140 pounds per cubic foot. c. Do not use aggregate made from recycled materials such as crushed and screened hydraulic-cement concrete, brick, and other construction materials.
d. Do not use aggregate recycled from fresh concrete returned to the batching facility.
e. In accordance with NSF 61.

2. Alkali-silica reactivity:
a. Provide aggregate classified as aggregate-reactivity class of R0 in accordance with ASTM C1778 with expansion not greater than

0.10 percent at 14 days when tested in accordance with ASTM C1260, and not greater than 0.04 percent at 1 year when tested in accordance with ASTM C1293.

3. Fine aggregate:
a. Material graded such that 95 to 100 percent of material passes the No. 4 (4.75 mm) sieve, when sampled in accordance with ASTM D75 and D3665, and tested in accordance with ASTM C136.
b. Provide fine aggregate consisting of clean, natural sand, or sand prepared from crushed stone or crushed gravel.
c. In accordance with ASTM C33 requirements for grading, deleterious substances, soundness, and alkali reactivity, except as modified in the following paragraphs:
1) Grading: For sieve sizes listed in ASTM C33 for fine aggregate, not more than 45 percent passing any sieve and retained on the next consecutive sieve.
2) Deleterious substances: Not in excess of the percentages by weight specified in Table 1 of this Section.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) Table 1: Fine Aggregate, Limits on Deleterious Substances Item Test Method Percent (maximum)
Materials finer than No. 200 sieve(2) ASTM C117 3.00(2) Clay lumps and friable particles ASTM C142 1.00
Lightweight particles (SG < 2.40) ASTM C123 1.00
• Chert or shale(1) ASTM C295 1.00(1)
Coal and lignite ASTM C123 0.50
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40. ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage of lightweight particles (sum of shale, chert, coal and lignite) not greater than 1.00, testing under ASTM C295 will not be required. (2) For manufactured sand, if material finer than the No. 200 sieve consists of crusher dust and the aggregate is essentially free of clay or shale, maximum percentage may be increased to 5.0 percent. 3) Organic impurities: Free of injurious amounts of organic matter and producing a supernatant liquid with color not darker than “standard color” when tested in accordance with ASTM C40.
4) Soundness: In accordance with requirements of ASTM C33 when tested in accordance with ASTM C88 using sodium sulfite solution.

4. Coarse aggregate:
a. Materials graded such that not more than 10 percent of material passes the 3/8-inch sieve, when sampled in accordance with ASTM D75 and D3665, and tested in accordance with ASTM C136.
b. Consisting of gravel, crushed gravel, crushed stone, or a combination of these materials having clean, hard, durable particles free from calcareous coatings, organic matter, or other deleterious substances. c. Conforming to the requirements of ASTM C33, Class 4S for physical properties, deleterious substances, and alkali reactivity, except as modified in the following paragraphs:
1) Grading:
a) Size number as specified in ASTM C33, and as indicated in Table 3 of this Section, except as otherwise specified or accepted by the Engineer.
b) Weights of flat or elongated particles (particles having a length greater than 3 times average width or thickness) not exceeding 15 percent when tested in accordance with ASTM D4791.
2) Deleterious substances: Not in excess of the percentages by weight specified in Table 2 of this Section and having total of all deleterious substances exceeding 2 percent.

Table 2: Coarse Aggregate, Limits on Impurities
Item Test Method Percent (maximum)
Clay lumps and friable particles ASTM C142 0.50
Lightweight particles (SG < 2.40) ASTM C123 1.25
• Chert or shale(1) ASTM C295 1.00(1)

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) Table 2: Coarse Aggregate, Limits on Impurities
Item Test Method Percent (maximum)
Materials finer than No. 200 sieve ASTM C117 0.50(2)
Coal and lignite ASTM C123 0.25
Notes:
(1) ASTM C123 tests for particles in the sample having a specific gravity less than 2.40. ASTM C295 is used to identify which of those lightweight particles are chert, shale, or coal and lignite. If testing under ASTM C123 indicates a combined percentage (sum of shale, chert, coal and lignite) not greater than 1.25, testing under ASTM C295 will not be required. (2) When material finer than No. 200 sieve consists of crusher dust, maximum percentage may be increased to 1.00 percent. When mix design complies with provisions of ASTM C33, Table 4, footnote C, the maximum percentage may be increased in accordance with the equation in footnote C, up to a maximum of 1.5 percent.
3) Abrasion loss: Loss not greater than 45 percent after 500 revolutions when tested in accordance with ASTM C131.
4) Soundness: Loss not greater than 10 percent when tested in accordance with ASTM C88 using sodium sulfate solution.

2.04 MATERIALS FOR PLACING, CURING AND FINISHING
A. General:

1. Materials shall be compatible with concrete and with other materials.

2. Materials for placing, curing and finishing concrete that will be in contact with potable water:
a. Non-toxic and shall not impart taste or odor to the water. b. Listed under NSF-61 for use in contact with potable water.

B. Cement grout:

1. Use: For spreading over surface of construction and cold joints in concrete before placing additional concrete above those joints.

2. As specified in Section 03600 - Grouting.

C. Concrete sealer:

1. As specified in Section 03366 - Tooled Concrete Finishing.

2. Not for use in water-containment structures.

D. Evaporation retardant:

1. Tested and listed under NSF-61 for use direct contact with potable water.

2. Use: For mitigating surface moisture evaporation from freshly placed concrete during rapid drying conditions. Placed after screeding.

3. Waterborne, monomolecular, spray-applied compound, with fugitive dye to indicate coverage.

4. Manufacturers: One of the following or equal:
a. Master Builders Solutions, MasterKure ER 50.
b. Euclid Chemical Co., Eucobar.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) E. Nonslip abrasive:

1. Aluminum oxide abrasive size 8/16, having structure of hard aggregate that is, homogenous, nonglazing, rustproof, and unaffected by freezing, moisture, or cleaning compounds.

2. Manufacturers: One of the following or equal:
a. Exolon Co.
b. Abrasive Materials, Inc.
c. “Non-Slip Aggregate”, Euclid Chemical Co.

F. Plastic membrane for curing:

1. Polyethylene film: In accordance with ASTM C171.

2. Properties:
a. Color: White.
b. Thickness: Nominal thickness of polyethylene film shall not be less than

0.0040 inches when measured in accordance with ASTM D2103.

Thickness of polyethylene film at any point shall not be less than

0.0030 inches.
c. Loss of moisture: Not exceed 0.055 grams per square centimeter of surface when tested in accordance with ASTM C156.

G. Sprayed membrane curing compound:

1. Tested and listed under NSF-61 for use direct contact with potable water.

2. Combination curing and sealing products (“cure and seal”) will not be permitted.

3. Properties:
a. Clear type with fugitive dye conforming with ASTM C309, Type 1D and containing no wax, paraffin, or oils.
b. For concrete placed or cured during hot weather, curing compound shall be as specified, except that:
1) It shall include a white, reflective fugitive dye.
2) Moisture loss during a 72-hour period shall not exceed 9 pounds per cubic yard when tested in accordance with ASTM C156.

H. Surface-applied sealing system:

1. Tested and listed under NSF-61 for use direct contact with potable water.

2. Manufacturers: One of the following or equal:
a. Euclid Chemical Co., Vandex Super.
b. Kryton International, Inc., Krystol T1.
c. Xypex Chemical Corp., Xypex Concentrate.

3. Where surface-applied sealing system is placed over concrete containing permeability reducing admixture for concrete exposed to hydrostatic conditions (PRAH), provide products of same manufacturer providing the admixture.

2.05 EQUIPMENT
A. General:

1. Provide adequate equipment and facilities for accurate measurement and control of materials and for readily changing proportions of material into mixers.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) B. Batching equipment, or batch plant.

1. Capable of controlling delivery of all material to mixer within 1 percent by weight of individual material.

C. Mixing equipment:

1. Mixers may be of stationary plant, paver, or truck mixer type, as appropriate to the Work.

2. Capable of combining aggregates, water, and cementitious materials, and admixtures within specified time into a thoroughly mixed and uniform mass, and of discharging the mixture without segregation.
a. Maintain concrete mixing equipment in good working order, and operate at loads, speeds, and timing recommended by manufacturer or as specified. b. Proportion cementitious materials and aggregate by weight.

3. If bulk cementitious materials are used, weigh them on separate visible scale which will accurately register scale load at any stage of weighing operation from zero to full capacity.

4. Prevent cementitious materials from coming into contact with aggregate or with water until materials are in mixer ready for complete mixing with all mixing water.

5. Procedure of mixing cementitious materials with sand or with sand and coarse aggregate for delivery to project site, for final mixing and addition of mixing water will not be permitted.

6. Retempering of concrete will not be permitted.

7. Discharge entire batch before recharging.

8. Volume of mixed material per batch: Not exceed manufacturer's rated capacity of mixer.

9. Equip each mixer with device for accurately measuring and indicating quantity of water entering concrete, and operating mechanism such that leakage will not occur when valves are closed.

10. Equip each mixer with device for automatically measuring, indicating, and controlling time required for mixing:
a. Interlock device to prevent discharge of concrete from mixer before expiration of mixing period.

11. Transit-mixed concrete:
a. Mix and deliver in accordance with ASTM C94.
b. Total elapsed time between addition of water at batch plant and discharging completed mix.
c. Not to exceed 90 minutes.
d. Elapsed time at project site shall not exceed 30 minutes. e. Under conditions contributing to quick setting, total elapsed time permitted may be reduced by the Engineer.
f. Equip each truck mixer with device interlocked to prevent discharge of concrete from drum before required number of turns and furnish device that is capable of counting number of revolutions of drum.

12. Continuously revolve drum after it is once started until it has completely discharged its batch:
a. Do not add water until drum has started revolving.
b. Right is reserved to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. Contractor will not be entitled to additional compensation because of such increase or decrease.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) D. Other types of mixers: For other types of mixers, mixing shall be as follows:

1. Mix concrete until there is uniform distribution of materials, and discharge mixer completely before recharging.

2. Neither speed nor volume loading of mixer shall exceed manufacturer's recommendations.

3. Continue mixing for minimum of 1-1/2 minutes after all materials are in drum, and for batches larger than 1 cubic yard increase minimum mixing time 15 seconds for each additional cubic yard or fraction thereof.

2.06 CONCRETE MIXES
A. General:

1. Develop and provide mix design for each Concrete Class listed in Table 3 of this Section.

2. Select and proportion mixes and document properties using 1 of the 2 methods that follow. Procedures and requirements for use of each alternative are specified in subsequent paragraphs of this Section.
a. Field experience method.
b. Trial batch method.

3. Organize and submit mix designs with data on all constituent materials and products for that mix for Engineer's review.

4. Do not place concrete until the mix design for that Concrete Class has been accepted by Engineer.

5. After acceptance, do not modify accepted mixes or provide new mixes without Engineer's prior review and acceptance of the proposed alternative. a. Exception: At all times, adjust batching of water to compensate for free moisture content of the fine aggregate used.
b. For any change to approved mixes, Engineer may require new trial batching and testing program as specified in this Section before acceptance and use.
c. For any change to approved mixes, make modifications within limits set forth in this Section.
d. If there is change in source or quality of any constituent of the concrete class or mix, the revised mix will be considered a new class of concrete and shall require full re-submittal of all data describing mix constituents, design, and testing.

6. Material sampling, mix designs, trial batch preparation and testing, modifications to mix designs, and any re-testing required to satisfy the requirements of this Section or to obtain satisfactory performance shall be at Contractor's expense and shall not be considered cause for delay.

B. Measurements of materials:

1. Measure materials by weighing, except as otherwise specified or where other methods are specifically authorized in writing by the Engineer.

2. Furnish apparatus for weighing aggregates and cementitious materials that is suitably designed and constructed for this purpose.

3. Accuracy of weighing devices: Furnish devices that have capability of providing successive quantities of individual material that can be measured to within 1 percent of desired amount of that material.

4. Measuring or weighing devices: Subject to review by the Engineer. Shall bear valid seal of the Sealer of Weights and Measures having jurisdiction.

Cast-in-Place Concrete
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5. Weighing cementitious materials:
a. Weigh cementitious materials separately.
b. Cement in unbroken standard packages (sacks): Need not be weighed. c. Weigh bulk cementitious materials and fractional packages.

6. Measure mixing water by volume or by weight.

C. Requirements for mix proportioning:

1. Develop and provide mixes that:
a. Can be readily worked into corners and angles of forms and around reinforcement, without excessive vibration, and without permitting materials to segregate or free water to collect on surface. b. Prevent unnecessary or haphazard changes in the consistency of the concrete supplied.

2. Constituent materials:
a. Provide concrete mixes composed of Portland cement, blended aggregates, admixtures and water.
1) Admixtures required for each concrete class are indicated in Table 3 of this Section. Admixtures not specifically required by that table for a specific Concrete Class are optional and may be included at the discretion of the Contractor based on Contractor's planned means and methods of construction.
b. In no case shall returned fresh concrete or its constituents be incorporated into concrete batched for the Work.

3. Minimum specified compressive strength:
a. Minimum specified compressive strength is designated at 28 days, unless otherwise indicated in Table 3 of this Section.
b. For locations where the placed concrete is adequately protected and is not subjected to loads for an extended period during construction, the Contractor may request that the period for achieving the minimum specified compressive strength be extended to 56 days. If accepted by the Engineer, provide mixes that achieve at least 75 percent of their minimum specified compressive strength after 28 days.

4. Proportions and consistency:
a. Ratio of water to cementitious materials, and cementitious materials content:
1) Conform to maximum and minimum cementitious material content requirements specified in Table 3 of this Section.
2) Cementitious materials content: Consisting of Portland cement as indicated in Table 3 of this Section, plus supplemental cementitious materials if aggregate testing indicates potentially reactive aggregates:
a) Fly ash content:
(1) Minimum: 15 percent of the total weight of cementitious materials.
(2) Maximum: 25 percent of the total weight of cementitious materials.
b) Slag cement content:
(1) Maximum: 30 of the total weight of cementitious materials. c) Silica fume content:
(1) Maximum: 10 of the total weight of cementitious materials.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) b. Aggregate size and content:
1) Blend aggregates to produce an optimized gradation that combines well-graded coarse, intermediate, and fine aggregates in proportions that maximize the aggregate content of the mix, and that minimize the cement paste content of the mix:
a) Percentage of individual fractions of the combined aggregate gradation retained on individual sieve sizes: Within the range shown in Attachment C - Combined Aggregate Gradation Chart (“Tarantula Curve”).
b) Sum of the percentages of individual fractions retained on the No. 8, No. 16, and No. 30 sieves: Greater than 20 percent. c) Sum of the percentages of individual fractions retained on the No. 30, No. 50, No. 100, and No. 200 sieves: Within the range of 25 percent to 40 percent.
c. Determine bulk density and void content of the combined gradation of aggregates in accordance with ASTM C29. Results for combined aggregates shall not be the summation of results of testing of the individual gradations:
1) Sample the combined aggregate from a flowing aggregate stream or conveyor in accordance with ASTM D75. Take care to ensure that the sample is representative of the proportions of the combined aggregate of the proposed mix.
2) Reduce sample of combined aggregate to test sample size in accordance with ASTM C702, Method A - mechanical splitter or Method B - quartering.
3) Perform bulk density test of combined aggregate in accordance with ASTM C29, Procedure A - rodding.
4) Determine void content of the combined aggregate in accordance with ASTM C29, Procedure A - rodding. Specific gravity of the combined aggregate shall be determined in accordance with ASTM C136.
d. Paste content: Limited to the following:
1) Class A mixes without air entrainment: Maximum 28 percent measured by volume.
2) Class A mixes with air entrainment: Maximum 28 percent measured by volume plus the target air content.
3) Paste content shall be limited to 175 percent of the void content of the combined aggregate gradation determined by ASTM C29. e. Total water content:
1) Not exceeding the water to cementitious material ratio specified in Table 3 of this Section.
2) Not exceeding 245 pounds of water per cubic yard of concrete for Class A mix.
f. Coarseness/workability (Shilstone Method):
1) Proportion mixes to fall into the “Optimal” zone (Zone II) when plotted on the Coarseness Factor Chart (“Coarseness Factor” versus “Workability Factor”) included as Attachment B - Coarseness Factor Chart to this Section. Provide plot for each Class A mix to be used in the Work.
2) Coarseness factor (CF) for each mix shall be calculated as the percent of the combined aggregate gradation retained on the 3/8 inch

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) sieve, divided by the percent of the combined aggregate gradation retained on the Number 8 sieve, multiplied by 100, or:

CF = (% retained on 3/8 in sieve) x 100 (% retained on No. 8 sieve) 3) Workability factor (WF) for each mix shall be the percent of the combined aggregate gradation retained on the Number 8 sieve, adjusted for cement content in the mix.
a) Determine volume of total cementitious material in the mix. b) For each 94 pounds of cement content above 564 pounds per cubic yard, increase workability factor by 2.5 units.
c) For each 94 pounds of cement below 564 pounds per cubic yard, decrease workability factor by 2.5 units.
d) Proportion adjustment factor by linear interpolation for each fraction of 94 pounds above or below the 564 pound basis. e) Example:
650 pounds per cubic yard = 564 pounds + 86 pounds.

Adjustment = (86 lb / 94 lb) x 2.5 = + 2.28.

D. Concrete Classes for use in the Work:

1. Provide concrete classes listed in Table 3 of this Section.

2. Provide normal weight concrete, having minimum weight of 140 pounds per cubic foot, unless otherwise noted.

3. Pumped concrete:
a. Provide pumped concrete that complies with all requirements of this Section.
b. Mixes placed by pumping shall be considered a sub-class of each concrete class listed in Table 3 of this Section. Prepare and submit a separate mix design for each mix to be placed by pumping.

4. Class PM concrete: In addition to the requirements of Table 3 of this Section, conform to the following:
a. Minimum 28 day flexural strength: 650 psi when tested in accordance with ASTM C293.
b. Cementitious materials content: 75 percent Portland cement plus 25 percent Class F fly ash (by weight).
c. Aggregate:
1) Minimum 55 percent coarse aggregate conforming to ASTM C33 size number 357 or size number 467.
2) Substitute ASTM C33 size number 57 or size number 67 if mechanical paving equipment is not used.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) Table 3: Concrete Classes
Concrete Class(1)Minimum Specified Compressive Strength at 28 days, f'c (2)(pounds per square inch)Ratio of water to cementitious materials(3)(minimum - maximum).Cementitious Materials Content(pounds per cubic yard of concrete by weight)(4)Cement TypeMaximum Chloride Content(percent by weight of cement)Maximum Size of Coarse Aggregate (ASTM C33)Air Entrainment (percent),(n/a: not applicable)Admixtures required(4,5)Slump Range(inches) A 4,000 0.40 to

0.42 535 to 575 ASTM C150,
Type II(MH) 0.15
#57 6+1.5 AEA
WRA
2 to 4
C 2,500 0.62
max.
423 min. ASTM C150,
Type II(MH)
No limit #57 6+1.5 AEA
WRA
3 to 6
CE 3,000 0.62
max.
423 min. ASTM C150,
Type II(MH)
No limit #8 5+1.5 AEA
WRA
3 to 6
PM 3,000 0.40 535 to 575 ASTM C150,
Type II(MH)

0.15 #57 5+1.5 AEA
WRA
3 to 6
Notes:
(1) At locations where concrete will not be subjected to load from other elements of the structure or from Contractor’s placing and/or backfilling operations, maximum time period for achievement of specified compressive strength may be extended to 56 days when accepted by the Engineer. (2) W/C Ratio = Ratio of water to cementitious materials by weight. Include weight of admixtures in the water content of the mix when the quantity of the admixtures exceeds 10 ounces per 100 pounds of cement.
(3) Admixtures are designated as follows:

AEA: Air entraining admixture.

HRWR: High-range water-reducing admixture.

PRAH: Permeability-reducing admixture for concrete exposed to hydrostatic conditions.

SFR: Synthetic fiber reinforcement.

SRA: Shrinkage-reducing admixture.

WRA: Water-reducing admixture.

E. Install Concrete Classes in accordance with the following requirements unless otherwise indicated on the Drawings.

1. Class A concrete: Structural concrete.
a. Use Class A concrete at all locations unless other Classes are specified or indicated on the Drawings.

2. Class C concrete: Miscellaneous concrete fill and encasement. a. Class C concrete may be used for fill for unauthorized excavation, for thrust blocks and ground anchors for piping, for bedding of pipe, and where indicated on the Drawings.

3. Class CE concrete: Use Class CE for electrical conduit encasements.

4. Class PM concrete: Use for concrete pavement, cart paths, curbs, gutters, and sidewalks.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) F. Concrete mix design documented by field experience:

1. Mix design:
a. Prepare preliminary mix design for each Concrete Class. Submit mix design with product and testing data for materials to be used in the mix for Engineer’s review.

2. Historical records for similar mix.
a. Determinations of similarity of materials and proportions between historical and proposed mixes shall be by the Engineer, and that shall be final. b. Historical record - Materials:
1) Submit with each mix design the following data for a previously-supplied concrete mix similar to that proposed for this Work.
2) Records demonstrating that the previously supplied mix included similar materials and proportions as those of the proposed mix. a) Documentation that the same concrete supplier will provide both mixes.
b) Documentation that the materials used was from the same suppliers and had essentially the same properties,
demonstrated by test data, as those proposed.
c) Documentation that proportions of materials in the record mix are essentially the same as those proposed and that the specified compressive strength of the record mix is within 1,000 pounds per square inch of that required by this Section. d) Concrete supplier’s statement describing any changes made to production of the record mix during the time period reported. e) Concrete supplier’s statement that preparation and quality control procedures for the record mix were essentially the same as those to be employed for this Work.
c. Historical record - Testing:
1) Submit with each record mix, corresponding test data for slump, compressive strength (with relationships for rate of strength gain between testing ages), and drying shrinkage.
2) Only records satisfying the following requirements will be accepted. a) All tests were conducted within a period of 1 year preceding the date of the Submittal.
b) All tests were conducted over a period including not less than 45 days.
c) The record of compressive strength testing includes at least 30 tests for slump and 28-day compressive strength.
d) The record of compressive strength tests is consecutive. In other words, it includes all tests conducted on the subject mix within the 1-year time period described above (not just selected tests during that period).
e) Submit concrete supplier’s sworn statement confirming that all tests for the record mix have been reported.
f) Tests for drying shrinkage are described in subsequent paragraphs of this Section for “concrete mix design documented by trial batch preparation and testing”.
g) Provide supplementary testing if requested by Engineer.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) d. For mixes determined to be similar and to have an acceptable test history, acceptance criteria shall be as follows:
1) Acceptance criteria:
a) Slump: All tests within limits specified for record mix. b) Compressive strength: Average compression strength for tests, as determined by ACI CODE-350 not less than minimum
required average strength.
c) Drying shrinkage: Within limits stated in subsequent paragraphs of this Section for “concrete mix design documented by trial batch preparation and testing”.

G. Concrete mix design documented by trial batch preparation and testing:

1. Mix design and trial batches:
a. Prepare preliminary mix design for each Concrete Class. Submit mix design with product and testing data for each combination of materials and proportions to be used for Engineer’s review:
1) Determine water content of the mix based on curves showing the relation between water-cementitious materials ratio and the 7- and 28-day compressive strength of the concrete.
2) Determine each curve using 4 or more points, each representing the average compressive strength value of at least 3 specimens tested at each age.
b. After materials and proposed mix designs have been accepted by Engineer, have trial batches for each concrete mix design prepared by Contractor's testing laboratory:
1) Prepare trial batches using the cementitious materials, aggregates, and admixtures proposed to be used for the Work.
2) Provide batches of sufficient quantity to determine slump, workability, consistency, and finishing characteristics, and to provide sufficient specimens for testing.
c. For each trial batch, make and test specimens to determine and report slump, compressive strength (with relationships for rate of strength gain between testing ages), and drying shrinkage:
1) If trial batches do not produce concrete conforming to the specified requirements for slump, strength, workability, consistency, drying shrinkage, restrained shrinkage, and finishing, change mix proportions and, if necessary, sources of materials.
2) Make additional trial batches and perform additional tests until a batch that conforms to requirements of this Section is produced.

2. Testing - Slump:
a. Determine slump in accordance with ASTM C143.
b. Acceptance criterion: Slump within range specified.

3. Testing - Compressive strength:
a. Prepare 4 inch diameter by 8 inch long cylinders in accordance with ASTM C31 for tests specified in this Section.
b. Determine average compressive strength:
1) Test at least 12 cylinders from each trial batch for compressive strength in accordance with ASTM C39.
2) Test 4 cylinders at 7 days, another 4 at 28 days, and another 3 at 56 days.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) 3) Calculate average compression strength for 7 day tests, for 28 day tests, and for 56 day tests.
4) Calculate ratios for:
a) Average 7 day strength to average 28 day strength.
b) Average 28 day strength to average 56 day strength.
c. Determine the required average compressive strength for each mix, f’cr, as described in the following paragraphs:
1) Calculate required average compressive strength (f’cr) based on the minimum specified 28-day compressive strength, f’c, plus a standard deviation determined from the test history available for that mix. 2) Determine f’cr as specified in ACI CODE-350, except as modified in the following paragraphs:
a) Where 15 or more 28-day compressive strength tests are available, calculate standard deviation as described in the preceding paragraphs for “concrete mix design documented by field experience”. Add this standard deviation to the specified minimum compressive strength to determine the required
average compressive strength (f’cr) for the mix.
b) Where fewer than 15 compressive strength tests at 28 days are available, determine minimum required compressive strength, (f’cr) from Table 4 of this Section.

Table 4: Required Average Compressive Strength, Fewer Than 15 Tests Available Minimum Specified
Compressive Strength, f'c
(pounds per square inch)
Required Average
Compressive Strength, f'cr
(pounds per square inch)
Less than 3,000 f'c + 1,000
3,000 to 5,000 f'c + 1,200
Over 5,000 f'c + 1,400
d. Acceptance criterion: Average compressive strength of the 4 cylinders tested at 28 days, or of the 4 cylinders tested at 56 days when permitted by the Engineer, shall equal or exceed the required average compression strength, f'cr for that concrete mix design.

4. Testing - Chloride content:
a. Submit test results showing that the concrete mix contains water-soluble chloride ion content contributed from the constituents including water, aggregates, cementitious materials, and admixtures is less than the limit specified in Table 3 of this Section. Test shall be performed in accordance with ASTM C1218 at age between 28 and 42 days.

5. Testing - Drying shrinkage - Prism specimens:
a. Class A (including A, A-NA, A-SP, and A-NA-SP) and Class PM: From trial batch for each mix, prepare 10 drying shrinkage specimens in accordance with ASTM C157 Divide specimens into 2 groups of 5 specimens each: 1 group including shrinkage-reducing admixture, and 1 group without shrinkage-reducing admixture.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) b. Prepare, cure, and test both groups in accordance with ASTM C157, except as modified in the following paragraphs:
1) Remove drying shrinkage specimens from molds at age of 23 hours, plus or minus 1 hour, after trial batching:
a) Immediately place them in lime-saturated water maintained at 73 degrees Fahrenheit, plus or minus 3 degrees, for at least 30 minutes.
b) Remove specimens from the water and wipe with a damp cloth. c) Measure to nearest 0.0001 inch to determine original length. d) Record measurements and re-submerge specimens in
lime-saturated water at 73 degrees Fahrenheit, plus or minus 3 degrees, for moist curing.
2) Maintain submerged curing conditions at 73 degrees Fahrenheit, plus or minus 3 degrees, for 7 days. 7 days after batching, remove specimens from water and repeat measuring procedures.
3) Immediately store specimens in a humidity controlled room maintained at 73 degrees Fahrenheit, plus or minus 3 degrees, and at 50 percent relative humidity plus or minus 4 percent for remainder of the test.
4) At periods of 14, 21, 28, and 56 days after batching, remove specimens from curing room and repeat measurements.
c. Drying shrinkage test report:
1) Report measurements of all specimens at 1, 7, 14, 21, 28, and 56 days after batching.
2) Using measured length at 7 days as base length for drying shrinkage, calculate the following for each measuring period:
a) Drying shrinkage of each specimen. Determine as difference between the 7-day base length and measured length for each period.
b) Average of these differences. If drying shrinkage of any specimen departs from the average of the measurements for each period by more than 0.0004 inch, disregard results obtained from that specimen.
c) Percentage of drying shrinkage from batching to date of measurement.
d. Drying shrinkage acceptance criteria:
1) Average shrinkage of trial batch concrete specimen group at 28 days after batching, when measured and cured as indicated, shall not exceed 0.035 percent.
e. Mixes accepted by Engineer:
1) Retain drying shrinkage test specimens. Bag in re-sealable plastic bags and submit to Engineer.
2) Indicate trial batch identifier, specimen number, and date of final measurements on each specimen bag.

6. NSF-61 certification:
a. Contact NSF International to obtain certification to NSF-61. 1) Provide cylinders in sufficient quantity for testing.

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2.07 SOURCE QUALITY CONTROL
A. Sample and test materials in accordance with the following requirements:

1. Sampling, testing, and reporting frequency:
a. In preparation for mix design submittals and trial batch tests. b. Whenever there is a change in source of the material, or a significant change in the characteristics or quality of materials from the same source. c. For each 10,000 cubic yards of concrete mix produced. d. At intervals not exceeding 90 calendar days, unless otherwise specified in the following paragraphs.

2. Supplemental cementitious materials.
a. Sample and test fly ash in accordance with ASTM C311. b. Sample and test slag cement in accordance with ASTM C989. c. Sample and test silica fume in accordance with ASTM C1240.

3. Aggregate:
a. Sample combined aggregate in accordance with ASTM D75 and D3665, and test for gradation in accordance with ASTM C136.
b. At least once every 30 days, and when requested by the Engineer. c. Submit test results.

4. Cementitious materials:
a. Sample and test cementitious materials and provide mill certificates demonstrating compliance with ASTM C150 and additional requirements of this Section.
1) Determine alkali content by method set forth in ASTM C114. b. At least once every 90 days, and when requested by the Engineer. c. Submit test results.

B. Batch materials in accordance with the following requirements:

1. Concrete batch weights: Control and adjust so as to secure maximum yield, and at all times maintain proportions of concrete mix within specified limits.

2. Aggregates:
a. Obtain aggregate from a source capable of providing uniform quality, moisture content, and grading during any single day's operation. b. Furnish satisfactory means at batching plant for checking moisture content of fine aggregate for each batch.

3. Admixtures:
a. Batch solutions using mechanical batcher capable of accurate measurement.
b. Air entraining admixture: Add to batch in portion of the mixing water, unless otherwise recommended by the admixture manufacturer.

PART 3 EXECUTION

3.01 PREPARATION
A. Prepare and submit mix designs for each Concrete Class indicated in Table 3 of this Section.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) B. Submit proposed sequence of concrete placements. After acceptance, adhere to proposed sequence of placing concrete, except when specific changes are requested by the Contractor and accepted by the Engineer:

1. Use construction methods and sequence work to allow concrete placement to reach adequate strength and to be constructed with required support to prevent overstress of the concrete structure during construction.

C. Make provisions for monitoring weather conditions:

1. Install an outdoor weather station capable of measuring and recording ambient temperature, wind speed, and humidity. Furnish instruments accurate to within 2 degrees Fahrenheit, 5 percent relative humidity, and 1 mile per hour wind speed.

2. Monitor the weather forecast beginning at least 48 hours prior to any concrete placement and make provisions for cold weather concreting or hot weather concreting if those conditions exist or are forecast to exist during the period of placement, finishing, and curing:
a. Record temperature, relative humidity, and wind speeds for each placement beginning at least 24 hours before scheduled delivery of concrete.

D. Place no concrete without Engineer’s prior acceptance of conditions.

E. Notify the Engineer in writing that preparations are complete and ready for placement of concrete. Such notification shall indicate readiness - not just intention - to place concrete for the designated portion of the Work:

1. Submit notification to Engineer on forms provided by or acceptable to the Engineer and bearing the signature of Contractor’s superintendent. a. Sample form is included at the end of this Section, see Attachment B - Coarseness Factor Chart.

2. Submittal of notification will be Contractor’s certification that preparations are complete and in accordance with the Contract Drawings and Specifications.

3. Provide notification for Engineer to make final observations at the locations of concrete placements not less than 24 hours before commencing placement of concrete.

3.02 CONCRETE JOINTS
A. Locations of joints are indicated on the Drawings:

1. In order to preserve strength and watertightness of structures, make no other joints, except as authorized by the Engineer.

2. Construct joints where indicated, and as indicated on the Drawings.

3. Where joint locations are not indicated on the Drawings, submit Contractor's proposed locations for Engineer's review and acceptance. Provide construction joints in slabs and walls at intervals not greater than 35 feet.

B. Time between placements of adjacent concrete separated by joints:

1. Provide not less than 3 days (72 hours) between placement of adjacent sections for the following:
a. Slabs.
b. Walls.

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2. Provide not less than 7 days (168 hours) between placement of the lower and upper pours for the following:
a. Walls over slabs.
b. Slabs over walls.
c. Slabs keyed into the sides of walls.

C. Edges of joints:

1. Provide joints have edges detailed as indicated on the Drawings.

2. Protect wall and slab surfaces at edges from concrete splatter. Thoroughly clean adjacent surfaces after completion of each placement.

D. Joint construction:

1. Preparation of forms:
a. Provide cleanout holes at base of each wall and column for inspection and cleaning.
b. Wash forms and adjacent joint surfaces of sawdust, chips, and other debris after forms are built, and immediately before concrete or grout placement. c. Should formwork confine sawdust, chips, or other loose matter in such manner that it is impossible to remove them by flushing with water, use a vacuum cleaner for their removal, and then flush cleaned surfaces with water.

2. Before placing concrete against previously placed concrete, thoroughly clean the prior placement of laitance, grease, oil, mud, dirt, curing compounds, mortar droppings, or other objectionable matter by means of pressure washing.

3. Provide and install waterstops, expansion joint material, and other similar materials as indicated on the Drawings and as specified:
a. Take special care to ensure that waterstops are secured in proper position. b. Take special care to ensure that concrete is well consolidated around and against waterstops during placement.

4. Horizontal joints:
a. As initial placement over cold joints, thoroughly spread bed of cement grout as specified in Section 03600 – Grouting:
1) Thickness: Not less than 1/2 inch or more than 1 inch. b. For wall placements above planned cold joints, placement of cement grout will not be required for locations where the wall mix includes high-range water-reducing admixture (“superplasticizers”), and the Contractor can demonstrate dense concrete joints without voids or honeycomb after the forms are removed.

3.03 MEASURING AND BATCHING MATERIALS
A. Measurements of materials:

1. Proportion and measure cementitious materials and aggregates by weight. a. Weigh cementitious materials separately.
b. If bulk cementitious materials are used, weigh them on separate visible scale that will accurately register scale load at any stage of weighing operation from zero to full capacity.
c. Cement in unbroken standard packages (sacks) need not be weighed.

2. Mixing water: Measure by volume or by weight.

3. Other mix constituents: Measure by weight, except as otherwise specified or accepted by the Engineer.

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4. Weighing and measuring devices:
a. Use equipment designed and constructed specifically for that purpose. b. Furnish devices capable of weighing successive quantities of individual material measured to within 1 percent of desired weight of that material. c. Bearing valid seal of the department of weights and measures for the authority having jurisdiction over the Work.

5. Measurements and measuring devices:
a. Subject to review by the Engineer.

B. Batching:

1. Admixtures shall be added at the concrete batch plant.

2. Addition of admixtures in the field is permitted only with prior acceptance by the Engineer, and only when the following conditions are satisfied:
a. The dosage and mixing is personally overseen by concrete supplier's trained technologist.
b. Adequate mixing is provided after addition.
c. The maximum time to placement of concrete remains 90 minutes after water added to mix - not 90 minutes after any field additions/adjustments. d. Slump at discharge after additions/modifications conforms to the requirements of Table 3 of this Section.

3.04 MIXING AND TRANSPORTING
A. Machine mixing:

1. Prevent cementitious materials from coming into contact with aggregate or with water until materials are in mixer and ready for complete mixing with all mixing water.

2. Procedure of mixing cementitious materials with sand, or with sand and coarse aggregate, for delivery to project site for final mixing and addition of mixing water is not permitted.

3. Remixing of concrete that has started to take its initial set (“retempering”) is not permitted.

4. Discharge entire batch before recharging.

5. Volume of mixed material per batch: Not exceeding manufacturer's rated capacity of mixer.

B. Transit-mixed concrete:

1. Mix and deliver in accordance with ASTM C94, except as modified in this Section.

2. Total elapsed time between addition of water at batch plant and discharging completed mix:
a. Not to exceed 90 minutes or 300 revolutions of the mixing drum. b. Under conditions contributing to rapid setting, total elapsed time permitted may be reduced by the Engineer.

3. Temperature - minimum and maximum allowable during mixing and transporting:
a. Minimum: 50 degrees Fahrenheit.
b. Maximum: 90 degrees Fahrenheit.

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4. Continuously revolve drum after it is started until it has completely discharged its batch.
a. Do not add water until drum has started revolving.
b. Engineer reserves the right to increase required minimum number of revolutions or to decrease designated maximum number of revolutions allowed, if necessary, to obtain satisfactory mixing. Contractor will not be entitled to additional compensation because of such increase or decrease.

C. Concrete delivery:

1. Furnish to the Engineer a delivery ticket for each batch of ready mixed concrete within 24 hours after delivery. Include the following information on each ticket:
a. Time of day concrete was batched, and time of day that discharge from the truck is complete.
b. Printed record of the individual weight of each of the following constituents in the batch: Fine aggregate, coarse aggregate, cement, pozzolan, and water.
c. Concrete Class as defined in Table 3 of this Section. d. Type, brand, and quantity of each admixture in the batch. e. Total volume of water allowed in the mix, volume of mixing water added at the batch plant, volume of mixing water withheld from the mix during batching, and total volume of any water added to the mix after leaving the batch plant:
1) In no case shall volume of mixing water withheld result in a water/cementitious materials ratio less than the minimum values specified in Table 3 of this Section.
f. Number of revolutions of transit truck at arrival on site, and total number of revolutions when discharge is complete.
g. Volume of concrete delivered in the batch.
h. Numerical sequence of the batch delivered for that placement.

2. Additional water may only be added to the mix when the following conditions are fully satisfied:
a. Batch ticket showing total volume of water already added and maximum volume of water that may be added is available for Engineer’s observation before any additional water is added.
b. Total volume of water in the mix after the addition will be less than the maximum allowable volume of water indicated on the ticket. c. The full concrete load is still within the truck's mixing drum, and truck has not begun to discharge the load. Under no conditions shall water be added in the field to a partial truckload of concrete.
d. Volume of water added, and time of addition are clearly marked for record on the batch ticket delivered to the Engineer.

3. Addition of admixtures in the field is permitted only with prior approval by the Engineer, and when the following conditions are satisfied:
a. Dosage and mixing is personally overseen by concrete supplier's trained technologist and admixtures supplier's representative.
b. Adequate mixing time is provided after addition of admixtures.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) c. The maximum time to placement of concrete remains 90 minutes after water is added to the mix - not 90 minutes after any field additions/adjustments.
d. Slump at discharge after additions/modifications conforms to the requirements of Table 3 of this Section.

D. Conveying concrete:

1. Convey concrete from mixer to location of final deposit by methods that prevent separation or loss of materials.

2. Use equipment for chutes, pumps, and conveying of concrete of such size and design as to ensure practically continuous flow of concrete, from delivery to the point of placement, without separation of materials.

3. Design and use chutes and devices for conveying and depositing concrete that direct concrete vertically downward when discharged from chute or conveying device.

4. Keep equipment for conveying concrete thoroughly clean by washing and scraping upon completion of any day's placement.

3.05 PLACING AND CONSOLIDATING
A. Preparation:

1. Obtain Engineer’s acceptance of completed preparations before placing concrete.
a. Notify Engineer in writing that all preparations are complete and ready for placement of concrete. Such indication shall indicate readiness, not just intention, to place concrete for the designated portion of the Work. b. Submit completed Attachment D - Contractor’s Concrete Placement Checklist Form.

2. Confirm completeness of the following before notification of readiness is given to Engineer:
a. Place forms, reinforcement, screeds, anchors, ties, and inserts in final position.
b. Reinforcement is secure and properly fastened in its correct position. c. Loose form ties at construction joints have been retightened. d. Dowels, bucks, sleeves, hangers, pipes, conduits, anchor bolts, and any other fixtures required to be embedded in concrete have been placed and adequately anchored.
e. Forms have been cleaned of debris and form release agents are applied as specified.

3. Preparation for placement of footings and slabs on grade:
a. Do not place concrete on ground or compacted fill until subgrade is in moist condition acceptable to the Engineer.
b. If necessary, sprinkle subgrade with water not less than 6 or more than 20 hours in advance of placing concrete.
c. If subgrade surface becomes dry prior to actual placing of concrete, sprinkle again, without forming pools of water.
d. Do not place concrete if subgrade is muddy or soft.

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4. Keep sufficient protective coverings on hand at all times for protection of concrete during and after placement.
a. Protect concrete placed before rain to prevent water from coming in contact with such concrete.
b. Protect concrete placed before winds to prevent excessive drying or embedment of debris in the finished surfaces.

B. Concrete placement:

1. Do not place concrete:
a. With slump outside the limits specified in Table 3 of this Section. b. In which initial set has occurred, or that has been retempered. c. During rainstorms or high velocity winds.

2. Deposit concrete at or near its final position to avoid segregation caused by rehandling or flowing.
a. Do not deposit concrete in large quantities in one place, and then work material along forms with vibrator or by other methods.

3. Do not drop concrete freely into place from height greater than 5 feet. Use tremies for placing concrete where drop is over 5 feet.

4. Place concrete on slopes starting from bottom of slope and working upward.

5. Place concrete in horizontal lifts not exceeding 24 inches in depth and bring up evenly in all parts of forms.

6. After concrete placement begins, continue in a continuous operation without significant interruption until the end of the placement. Plan and implement precautions to prevent any delay, between layers or adjacent volumes, from exceeding 20 minutes.

7. If concrete is to be placed over previously placed concrete and more than 20 minutes has elapsed, spread layer of cement grout over surface before placing additional concrete. Provide grout layer thickness of not less than 1/2 inch or more than 1 inch.

8. Placement of concrete for slabs, beams, or walkways:
a. If cast monolithically over walls or columns, do not commence until concrete in walls or columns has been allowed to set and shrink. b. Allow set time of not less than 1 hour for shrinkage. 1) During waiting time, keep top surface of concrete moist, but not wet. 2) Do not permit water to pond or stand on the surface. 3) Do not coat surface with evaporation retarders or curing agents. c. Start placement above wall or column with layer of cement grout as described in the preceding paragraph.

C. Consolidating concrete:

1. Consolidate concrete with aid of acceptable mechanical vibrators.

2. Thoroughly consolidate concrete around reinforcement, pipes, or other shapes built into the Work.

3. Provide sufficiently intense vibration to cause concrete to flow and settle readily into place and to visibly affect concrete over radius of at least 18 inches.

4. Vibrators:
a. Keep sufficient vibrators on hand at all times to vibrate concrete as placed. b. In addition to vibrators in actual use while concrete is being placed, have on hand a minimum of 1 spare vibrator in operable condition. c. Do not place concrete until it has been confirmed that all vibrating equipment, including spares, are in operable condition.

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5. Place concrete solidly against forms and concrete surfaces, leaving no voids or honeycomb.

6. Make concrete solid, compact, and smooth. If for any reason surfaces or interiors have voids or are in any way defective, repair such concrete in manner acceptable to the Engineer.

7. Do not over-vibrate so as to produce segregation.

3.06 FINISHING CONCRETE
A. Provide concrete finishes in accordance with Section 03366 - Tooled Concrete Finishing unless otherwise indicated on the Drawings.

B. Liquid evaporation retardant:

1. Under conditions that result in rapid evaporation of moisture from the surface of the concrete, coat the surface of the concrete with a liquid evaporation retardant immediately after screeding.

2. Conditions that result in rapid evaporation of moisture are defined as any combination of ambient temperature, concrete temperature, relative humidity, wind speed, and solar radiation intensity that creates conditions that will evaporate water from a free concrete surface at a rate equal to or greater than

0.1 pounds per square foot per hour as determined by the Menzel Formula and nomograph published in ACI PRC-305 and included as Attachment A - Menzel Formula and Nomograph to this Section.

3. Apply evaporation retardant again after each finishing operation as necessary to prevent drying shrinkage cracks.

4. Do not work evaporation retardant into the surface of the concrete.

5. Do no use evaporation retardant as finishing aid (to rehydrate surface a creamy state for finishing).

6. Concrete surfaces in direct contact with potable water in the finished work:
a. After curing is complete, pressure wash concrete, using equipment and procedures acceptable to the Engineer, to remove residual evaporation retardant and other compounds prior to cleaning structure for disinfection.

C. Concrete sealer:

1. Floors and slabs to receive concrete sealer: See Room Finish Schedule on the Drawings, and Section 03366 - Tooled Concrete Finishing.

3.07 CURING
A. Cure concrete by methods specified in this Section.

B. Keep concrete continuously moist and at an average daily temperature of at least 50 degrees Fahrenheit for a minimum of 7 days after placement.

1. Provide at least 350 degree days of curing (350 degrees times 7 days of 24 hours each).

2. If hourly temperatures at any surface of a concrete placement drop below 50 degrees Fahrenheit during the curing period, count the period below 50 degrees Fahrenheit as zero degrees, and extend the curing time to compensate.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) C. Schedule of curing methods:

1. Cure the following concrete surfaces using water curing, or plastic membrane curing.
a. Floor surfaces of water containment structures.
b. Surfaces where additional concrete will be placed over or against the surface, including concrete joints.
c. Surfaces where grout or other toppings will be placed over the surface. d. Slabs scheduled to receive concrete sealer, or other bonded or adhered architectural finishes.
e. Formed surfaces scheduled to receive coatings, paint, adhered masonry, cementitious materials, or other similar finishes, and where formwork is removed within 7 days after concrete placement.
f. Horizontal concrete surfaces at tops of walls.

2. Cure the following concrete surfaces by water curing, plastic membrane curing, or sprayed curing membrane. Selection of methods shall be at the Contractor's option.
a. Surfaces not listed in the preceding paragraph.

D. Water curing:

1. Keep surfaces of concrete constantly and visibly wet, day and night, for period of not less than 7 days.
a. Each day forms remain in place will be counted as 1 day of water curing. b. Do not loosen form ties during period when concrete is cured by leaving forms in place. No further curing credit will be allowed for forms remaining in place after contact has been broken between concrete surface and forms.

2. Begin water curing as soon as concrete attains initial set.

3. Maintain a wet surface by ponding, continuous sprinkling, covering with saturated burlap, or otherwise saturating the surface by means acceptable to Engineer.
a. Flood top of walls with water at least 3 times per day and keep surfaces moist at all times during the 7-day curing period.
b. Provide plastic sheet material over surfaces if required to maintain a wet surface during arid or windy conditions. See plastic membrane curing requirements for additional details.

4. Use water having a temperature within 20 degrees Fahrenheit of the temperature of concrete, and not lower than the minimum temperature allowed for the concrete surface during curing.

E. Plastic membrane curing:

1. Install plastic membrane as soon as concrete is finished and can support limited pedestrian traffic without damage.

2. Cover entire surface of finished concrete with membrane.

3. Anchor membrane to prevent uplift from wind or air trapped below the sheet.

4. Fully seal joints and edges to provide full seal around perimeter.

5. Keep concrete under plastic membrane moist, regularly monitoring surfaces and adding supplemental moisture if necessary. Add water as specified for water curing.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) F. Sprayed membrane curing compound:

1. Apply curing compound to concrete surface after repairing and patching, and within 1 hour after forms are removed.
a. If more than 1 hour elapses after removal of forms, do not use membrane curing compound. Instead, provide water curing for not less than 7 days. b. Do not remove sprayed membrane curing compound from concrete in less than 7 days after initial application.
c. When application of curing compound at concrete joints is accepted by Engineer, take care to apply curing compound to all surfaces along full profile of joints.

2. Apply curing compound by mechanical, power operated sprayer with mechanical agitator that will uniformly mix all pigment and compound. a. Apply curing compound in at least 2 coats.
b. Apply each coat in direction turned 90 degrees from application direction of the preceding coat.
c. Apply curing compound in sufficient quantity so that concrete has uniform appearance and its natural color is effectively and completely concealed immediately after spraying.
d. Continue to coat and recoat surfaces until specified coverage is achieved and until coating film remains on concrete surfaces.

3. Thickness and coverage of curing compound:
a. Provide curing compound having film thickness that can be scraped from surfaces at any and all points after drying for at least 24 hours. b. Contractor is cautioned that method of applying curing compound specified in this Section may require more curing compound than normally suggested by manufacturer of curing compound and is more than is customary in the trade. Apply amounts specified in this Section, regardless of manufacturer's recommendations or customary practice.

4. If Contractor desires to use a curing compound other than specified product, coat sample areas of concrete wall with proposed curing compound, and also coat similar adjacent area with the specified compound in the manner specified, for comparison:
a. If proposed sample is not equal or better, in opinion of the Engineer, the proposed substitution will not be allowed.

5. Removal of curing compound.
a. After curing period is complete, remove curing compound placed on surfaces that will receive additional concrete, including all concrete joint surfaces, by heavy sandblasting or by other means acceptable to Engineer. Complete removal and cleanup prior to placing any new concrete against the surface.
b. Where additional finishes will be applied over concrete surfaces, unless otherwise recommended by the manufacturer of the finish to be applied, remove curing compound by sandblasting. Provide blasting as necessary to fully remove curing compound.

6. Prior to final acceptance of the Work, remove, by sandblasting or by other method acceptable to the Engineer, any curing compound on surfaces exposed to process water or exposed to view, so that only natural color of finished concrete is visible and uniform over the entire surface.

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3.08 PROTECTION
A. General:

1. Keep forms in place, as specified in Section 03102 - Concrete Formwork, to provide curing and to protect concrete surfaces and edges from damage.

2. Immediately after forms are removed, carefully examine concrete surfaces, and repair any irregularities in surfaces and finishes as specified.

B. Loading of concrete members:

1. Placement of loads on or against green concrete is not permitted.

2. Do not place soil against walls, or fill over the top of concrete until conditions designated in the following paragraphs are satisfied:
a. Walls have been cast to their full height in the structure and have achieved their minimum specified 28-day compressive strength. b. Connecting slabs and beams that brace the walls are in place, are complete, and (in the case of concrete) have achieved their minimum specified 28-day compressive strength.

3.09 COLD WEATHER CONCRETING
A. Implement cold weather concreting procedures during periods of cold weather as defined in this Section.

1. Comply with the recommendations of ACI 306R and this Section.

B. Prepare a cold weather concreting plan. Maintain at least 1 copy of the plan on site.

Provide plan for review if requested by the Engineer.

1. Include procedures for batching, delivery, placement, curing, protection, and for monitoring and recording the temperature of the concrete and the surrounding environment.

2. Describe procedure to be implemented in the event of abrupt changes in weather conditions or of equipment failure.

3. Review cold weather concreting plan during pre-construction meeting. Make provisions to address any concerns expressed by Engineer before beginning concrete placements.

C. Preparation:

1. Do not place concrete over frozen subgrade materials. Provide insulating material and supplementary heat if required to maintain a thawed surface.

2. Do not place concrete around metallic elements whose temperature is less than 40 degrees Fahrenheit. If heating is required, use processes that do not alter the metallurgical properties of the elements.

3. Remove snow, ice, and frost from reinforcement, embedments and forms.

Schedule such removal immediately before concrete placement so that surfaces do not refreeze.

D. Batching, delivery, placement, and finishing:

1. Accelerating admixtures will not be permitted.

2. Based on temperature of the environment and the surfaces where concrete will be placed, select and maintain mix temperature as recommended in ACI 306R.
a. Make provisions for temperature loss during delivery and placing.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) b. Place concrete at or slightly above the minimum recommended batch temperatures. Do not exceed these minimum values by more than 20 degrees Fahrenheit.

3. Heating: If temperature of water or aggregates is below 35 degrees Fahrenheit, heat the materials:
a. Mixing water: Do not heat above 140 degrees Fahrenheit. b. Aggregates:
1) Heat uniformly to eliminate ice, snow, and frozen lumps of material. 2) Avoid overheating.
3) Do not exceed average temperature of 140 degrees Fahrenheit or spot temperature of 200 degrees Fahrenheit.

E. Protection and curing:

1. Protect concrete to provide continuous warm moist curing immediately after placement and during protection period.

2. Minimum protection period: 7 days.

3. During and immediately after the protection period, maintain temperature in accordance with Table 5 of this Section. Provide record of temperature during placement and curing as specified in the following paragraphs. a. Furnish and locate maximum/minimum temperature recording thermometers in sufficient numbers to confirm concrete.

Table 5: Concrete Temperatures - Normal Weight Concrete Section Thickness (inches) <12 12 to <36 36 to <72
During Protection Period:

As maintained (minimum). 55°F 50°F 45°F
After Protection Period:

Gradual drop during first 24 hours (maximum). 50°F 40°F 35°F

4. Provide plastic sheeting, polystyrene foam sheets, insulating blankets, and supplemental heating if required to maintain moisture and the specified temperatures during protection.
a. Protect insulating blankets from moisture in the concrete and from rain or snow using impermeable sheeting.
b. Supplemental heating units:
1) Vent units to outside atmosphere. Do not exhaust heater flue gasses into the enclosed and protected area.
2) Make provisions to heat the flow freely within protected area, and to maintain a uniform temperature throughout the space.
3) Locate units to avoid local drying or uneven heating of concrete surfaces.
c. Pay particular attention to maintaining required temperature and moisture at edges and corners.

5. At the end of the protection period, allow concrete to cool gradually to the ambient temperature:
a. Maximum temperature drop over the first 24-hour period shall be as specified above.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) b. Where temperature of concrete exceeds ambient by 20 degrees Fahrenheit or more, loosen forms and leave in place for at least 24 hours before removal.
c. If water curing has been used, maintain concrete temperature as specified in the following paragraphs for at least 24 hours after water curing is terminated. Allow water-cured concrete to air dry for at least 3 days before exposure to freezing temperatures.

F. Temperature records:

1. For each area of concrete placed or cured during cold weather, record the temperature of concrete and the ambient environment.
a. Maintain temperature records on site and make records available for review by the Engineer upon request.
b. Deliver a final copy of each record to Engineer for project files not more than 14 calendar days after the date concrete was placed.

2. Concrete delivered for placement:
a. Measure and record temperature at the point of discharge in accordance with ASTM C1064.
b. Note temperature on the batch ticket.

3. Concrete during the protection period:
a. Furnish and locate self-recording thermometers (maximum/minimum) around each placement. Number and location of thermometers shall be sufficient to represent temperatures around the entire concrete placement. b. Position thermometers to record the temperature at each edge or corner and at the middle of the placement area.

4. Include in the temperature record of each placement the following information, recorded legibly on a single sheet.

5. In the event that evaluations of the efficacy of concrete protection and curing are required, the lowest temperature recorded in any placement during each 24 hour period will be assumed to be the temperature at which the entire placement was maintained. Protection periods with any temperature records will be assumed to have provided no protection or curing, and the protection period will be extended by 2 days for each day without protection.

3.10 HOT WEATHER CONCRETING
A. Implement hot weather concrete procedures during periods of hot weather as defined in this Section:

1. Comply with the recommendations of ACI PRC-305 and this Section.

B. If placements during hot weather are expected, and when requested by the Engineer, prepare a hot weather concreting plan:

1. Maintain at least 1 copy on site.

2. Provide plan for review if requested by the Engineer:
a. Include procedures for batching, delivery, placement, curing, protection, and monitoring and recording the temperature of the concrete and the surrounding environment.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) b. Describe procedures to be implemented in the event of abrupt changes in weather conditions, or in the event of equipment failure. c. Review hot weather concreting plan during pre-construction meeting.

Make provisions to address any concerns expressed by Engineer before beginning concrete placements.

C. Preparation:

1. Do not place concrete against forms, reinforcement, or embedments with a surface temperature greater than 120 degrees Fahrenheit:
a. If necessary, to maintain maximum concrete temperature during placing, cool forms and reinforcement to temperature below 90 degrees Fahrenheit using water or shades.
b. Do not allow water to puddle in forms or placement areas.

2. Moisten forms or subgrade to maintain a saturated surface without standing water or soft spots.

3. Provide windbreaks, shades, fog spray, sprinkling, wet cover, or other means required to protect concrete from premature loss of moisture and rapid temperature gain.

D. Batching and delivery:

1. Retarding admixtures will not be permitted.

2. Temperature of concrete delivered for placement shall not exceed 90 degrees Fahrenheit:
a. Maintain uniform temperature in the mix below this level during batching, delivery, placing, and consolidation.
b. Temperature of mix, even if below the maximum allowable temperature specified, shall be maintained at a level to avoid loss of slump, flash setting, or cold joints in placements.

3. If necessary:
a. Mix water may be chilled or replaced with ice to maintain mix temperature.

Where mix water is replaced with ice, provide replacement at a 1-to-1 ratio by weight.
b. Shade transit mixed concrete trucks, or cool mixing outside of container with water to control temperature of concrete.

E. Placing and finishing:

1. Place and finish concrete promptly. Place so that vertical lift lines will not be visible in exposed concrete surfaces.

2. Provide plastic sheeting, fog nozzles, shades or other means to reduce concrete temperature and protect from moisture loss.

F. Protection and curing:

1. Furnish and locate maximum/minimum temperature recording thermometers in sufficient numbers to confirm concrete temperatures over full area and edges of concrete.

2. Flatwork: Protect and cure using water curing methods as specified in this Section:
a. Water curing:
1) Keep concrete continuously wet and make provisions for runoff.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) 2) For sprinkling or soaker hoses, maintain temperature of water as close as possible to the temperature of the concrete to minimize effects of thermal shock.

3. Formed surfaces: Protect and cure using forms left in place or membrane curing methods as specified in this Section:
a. Cover forms and keep continuously moist for at least 24 hours after placement.
b. Loosen forms as soon as this can be accomplished without damaging the concrete.
c. Maintain continuously moist surfaces by fogging or spraying with water, or by application of curing compound as specified.

3.11 FIELD QUALITY CONTROL BY CONTRACTOR
A. Provide quality control over the Work of this Section as required by Section 01450 - Quality Control.

B. Field tests:

1. During progress of construction, provide testing to determine whether the concrete, as being produced, complies with requirements specified.

2. Sampling and testing shall be performed by Contractor’s testing laboratory.

See Section 01455 - Regulatory Quality Assurance - Special Tests and Inspections for requirements:
a. Cooperate in testing by allowing free access to the Work for testing laboratory to sample and test materials.
b. Provide full access for Engineer to observe concrete sampling and testing at any time.
c. Contractor is responsible for providing care of and curing conditions for test specimens in accordance with ASTM C31 until specimens are collected by testing laboratory.
d. Provide 4 firmly braced, insulated, heated, closed wooden curing boxes, each sized to hold 10 specimens. Include cold weather temperature and hot weather temperature control thermostat for initial curing and storage from time of fabrication through shipment to City’s testing laboratory.

3. Testing shall include:
a. Sampling of concrete in accordance with ASTM C172.
b. Temperature of concrete at delivery in accordance with the requirements of ASTM C1064 and as specified in this Section.
c. Slump of concrete using slump cone in accordance with requirements of ASTM C143. Test slump at the following intervals:
1) At the beginning of each placement.
2) As often as necessary to keep slump within the specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
4) Observe concrete during slump test for signs of segregation. a) Observe concrete to see if mortar or moisture flows from slumped concrete.
b) Reject concrete if mortar or moisture flows out of mix. d. Unit weight of concrete in accordance with ASTM C138.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) e. Air entrainment in accordance with ASTM C173. Test air content at the following intervals:
1) At beginning of each placement.
2) As often as necessary to keep entrained air within specified range, but not less than every 6th truck.
3) When requested to do so by the Engineer.
4) Test air entrainment in concrete in accordance with ASTM C173. If air entraining admixtures used for the Work require alternate testing procedures, advise the independent testing laboratory well in advance of the dates of testing, and confirm that appropriate equipment and personnel are provided for the test.
5) Make air test at point of delivery (discharge from mixer). For pumped concrete, make air tests at point of delivery and at point where expelled after pumping for placement.
f. Compressive strength in accordance with ASTM C39. Required number of cylinders is as follows:
1) Not less than 6 cylinder specimens, 4 inches in diameter by 8 inches long, will be tested for each 150 cubic yards of each class of concrete, with minimum of 6 specimens for each class of concrete placed; not less than 6 specimens for each half day's placement; and not less than 2 sets of 6 specimens for each structure. 2) 1 cylinder will be broken at 7 days, 1 at 14 days, and 3 at 28 days.

The 6th cylinder may be used to evaluate strength after 28 days if requested by the Engineer.
3) Retain and store “6th cylinders” (tested and untested) at testing laboratory until 56 days. Break “6th cylinder” when directed by the Engineer.
g. Provide full access for Engineer to observe concrete sampling and testing at any time.

C. Test completed liquid containment structures listed in Section 01759 - Water Leakage Test for Concrete Structures for watertightness.

3.12 FIELD QUALITY CONTROL BY CITY
A. Provide on-site inspection and field quality assurance for the Work of this Section as specified in Section 01450 - Quality Control.

B. Special tests and inspections: See Section 01455 - Regulatory Quality Assurance.

C. Field inspections:

1. Required inspections:
a. Observe construction for conformance to the Contract Documents and the accepted submittals.

2. Records of inspections:
a. Provide record of each inspection.
b. Submit copies to Contractor upon request.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) D. Field tests:

1. Engineer may request, at any time, additional testing to confirm that materials being delivered and placed conform to the requirements of the Contract Documents:
a. If such additional testing shows that the material do not conform to the specified requirements, Contractor shall pay the cost of these tests. b. If such additional testing shows that the materials do conform to the specified requirements, City will pay the cost of these tests.

3.13 NON-CONFORMING WORK
A. Remove and replace or repair non-conforming and defective work:

1. Provide repairs having strength equal to or greater than specified concrete for areas involved.

2. Provide replacement or repair of non-conforming work by means acceptable to the Engineer and at no additional cost to City.

3. Project schedule will not be extended based on work to address non-conforming concrete.

B. Concrete not conforming to the specified requirements for properties of plastic concrete: Remove from the site and replace with conforming materials at no additional cost to City:

1. Temperature: Do not use concrete having a temperature above or below the limits specified in this Section.

2. Slump: Do not place concrete that does not conform to requirements for slump.

3. Air entrainment: Do not use concrete that does not conform to requirements for percentage of entrained air.

C. Concrete not conforming to the specified requirements for compressive strength:

1. Concrete is expected to reach a compressive strength equal to or greater than the minimum specified compressive strength f'c in Table 3 of this Section.

2. Strength of concrete will be considered acceptable if following conditions are satisfied:
a. Averages of all sets of 3 consecutive strength test results is greater than or equal to the specified compressive strength f'c.
b. No individual strength test (average of 3 cylinders) falls below the strength specified in Table 5 of this Section.
c. Where relationships between 7-day and 28-day compressive strength, or between 28-day and 56-day compressive strength, have been provided as part of the mix design submittals:
1) 7-day strength may be considered as an indication of 28-day strength provided effects of temperature and humidity between 7 days and 28 days are taken into account.
2) 28-day strength may be considered as indication of 56-day strength provided effects of temperature and humidity between 28 days and 56 days are taken into account.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) Table 5: Strength Compliance Requirements
Minimum Specified
Compressive Strength, f'c
(pounds per square inch)
Lower Bound of an Individual
Compressive Strength Test
(pounds per square inch)
Less than 5,000 f'c - 500
Over 5,000 f'c - (0.10 x f'c)

3. Non-compliant strength tests.
a. Mark non-compliant strength test reports to highlight the non-complying results, and immediately forward copies to all parties on the test report distribution list.
b. Initial treatment may consist of additional curing of affected portion(s) followed by not less than 3 cores at each affected area, taken in accordance with ASTM C42 and ACI CODE-318. Obtain Engineer's acceptance of proposed coring locations before proceeding with that work. c. Submit report of compressive strength testing for Engineer's review. d. If requested by the Engineer, provide additional cores, and obtain petrographic testing in accordance with ASTM C856. Submit results for Engineer's review.
e. If additional curing does not bring the average strength of 3 cores taken in affected area to at least specified compressive strength f'c, designate such concrete in affected area will be considered defective. f. Engineer may require the Contractor to strengthen defective concrete by means of additional concrete, additional reinforcing steel, or replacement of defective concrete, all at the Contractor's expense.

D. Concrete sections or surfaces with honeycombing and voids:

1. Provide repairs having surface appearance and finish consistent with that of the surrounding work and acceptable to the Engineer.

2. Do not patch, repair, or cover defective Work without prior inspection by the Engineer.

3. Preparation of concrete for repair:
a. Make no repair until Engineer has accepted methods for preparing surfaces and for making and curing repairs.
b. Chip out and key-in imperfections in the Work to make them ready for repair.
c. Coat bonding surfaces and edges of repair area with one of the following bonding agents as accepted by the Engineer.
1) Epoxy bonding agent as specified in Section 03071 – Epoxies.

4. Methods of repair:
a. Dry pack mortar method:
1) Use for holes having depth nearly equal to or greater than least surface dimension of hole, for cone-bolt holes, and for narrow slots cut for repair.
2) Smooth Holes: Clean and roughen by heavy sandblasting before repair.
3) Install dry-pack mortar as specified in Section 03600 - Grouting.

Cast-in-Place Concrete
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet) b. Cement mortar method:
1) Use for holes too wide to dry pack and too shallow for concrete replacement; and for comparatively shallow depressions, large or small, that extend no deeper than nearest surface reinforcement. 2) Install cement mortar as specified in Section 03600 - Grouting. c. Concrete replacement:
1) Use when holes extend entirely through the concrete section or when holes are more than 1 square foot in area and extend halfway or more through the section.
2) Form, place, consolidate, and cure concrete of same mix as the surrounding work.

E. Leaking construction joints and cracks in concrete walls and slabs:

1. Repair cracks that develop in walls or slabs, and repair cracks that show any signs of leakage until all leakage is stopped.

2. Pressure inject visible cracks in the following areas, other than hairline cracks and crazing, with repair products and methods acceptable to the Engineer. a. Floors and walls of water bearing structures.
b. Walls and overhead slabs of passageways and occupied spaces where the opposite face of the member is exposed to weather or may be washed down and where the opposite face does not receive a separate waterproofing membrane.
c. Other items not specified to receive separate waterproofing membrane including slabs over water channels, wet wells, reservoirs, and other similar surfaces.

3. Continue pressure injection of cracks as specified until structure is watertight and remains watertight for not less than 1 year after date of Completion or date of final repair, whichever occurs later in time.

F. Leaking expansion joints in concrete walls or slabs that include waterstops:

1. Repair any signs of leakage until all leakage is stopped.

2. Pressure inject visible leaks with hydrophilic polyurethane foam resin as specified in Section 03933 - Hydrophilic and Hydrophobic Foam Polyurethane Resin Injection System.

3. Continue pressure injection along joints lines as specified until structure is watertight and remains watertight for not less than 1 year after date of Completion or date of final repair, whichever occurs later in time.

G. Walls and slabs at overhead channels that leak or sweat because of porosity or cracks too small for successful pressure injection with epoxy.

1. Seal on water or weather side by coating using surface-applied sealing system as specified in this Section.

2. Apply as recommended by manufacturer published instructions. Where concrete continues to sweat or leak, apply additional coats of surface-applied sealing system until the sweating or leaks stop.

3. Continue application of surface-applied sealing system until structure is watertight and remains watertight for not less than 1 year after date of Completion, or date of final repair, whichever occurs later in time.

END OF SECTION

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ATTACHMENT A - MENZEL FORMULA AND NOMOGRAPH

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MENZEL FORMULA AND NOMOGRAPH
Source: ACI PRC-350

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ATTACHMENT B - COARSENESS FACTOR CHART

Cast-in-Place Concrete
03300-Attachment B-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet)

COARSENESS FACTOR CHART
Source: ACI PRC-302.1-15, Figure 8.9.2.2.

Cast-in-Place Concrete
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ATTACHMENT C - COMBINED AGGREGATE GRADATION CHART

Cast-in-Place Concrete
03300-Attachment C-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03300 (BidSet)

COMBINED AGGREGATE GRADATION CHART

Cast-in-Place Concrete
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ATTACHMENT D - CONCRETE PLACEMENT CHECKLIST

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CONCRETE PLACEMENT CHECKLIST
Project: _________________________________ Class of Concrete: __________________ Project No.: ____________________________ Test Cylinders Taken? Yes: _____ No: _____ Location of Placement
The Contractor certifies the above-proposed concrete placement is prepared as indicated and is in accord with the Contract Drawings and Specifications. The Contractor requests permission to begin placement of concrete on the date of ______________ at ______________. The estimated number of yards is ____________. The estimated duration of the placement is _______________.

By: ______________________________
Contractor
Released for placement by: ______________________________ Engineer
Preparation Slab Contractor N/A
Compaction Subgrade
Filter Fabric/Drain
Rock-ABC/Separator Fabric
Drain Rock, Pea Gravel &
Void Form
Starter Wall Forms
Reinforcing Steel
Screeds
Embedded Items Contractor N/A
A. Anchor Bolts
B. Water Stop
C. Rebar
D. Electrical
E. Plumbing Rough-in
F. Mechanical
G. HVAC
Prep Wall Concrete Contractor N/A
Access To Work
Ladders Secured
Clean up and Washed Out
Reinforcing Steel
Forms Contractor N/A
A. Alignment & Grade
B. Scaffolding
C. Sleeves & Wall Castings
D. Embedded Items
E. Electrical
F. Plumbing Rough-in
G. Piping
Record of Curing Conditions During Placement
Start: Finish:

Date:

Time:

Weather:

Temperature:

Comments:

Concrete Placement Equip. Contractor N/A
A. Crane
B. Buckets
C. Hoppers
D. Vibrators
E. Elephant trunks
F. Floodlights
G. Pump Truck
Building Department Notification
Date: Time:

Concrete Finishes
03366-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) SECTION 03366

CONCRETE FINISHES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Concrete finishes.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 117-10 - Specification for Tolerances for Concrete Construction and Materials and Commentary.

B. International Concrete Repair institute (ICRI):

1. Guideline No. 301.2: Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer Overlays.

1.03 TERMINOLOGY
A. The words and terms listed below are not defined terms that require initial capital letters, but, when used in this Section, have the indicated meaning.

1. Grade line: A reference line that separates surfaces considered to be above grade from those considered to be below grade. Located 12 inches below finished grades at the perimeter of the structure.

2. Water line: A reference line that separates surfaces considered to be above the water level (and visible in the finished work) from those considered to be below the water level (and not visible in the finished work). For each water-bearing cell of a structure, defined as a line located 2 feet below the normal operating water level in that cell.

1.04 QUALITY ASSURANCE
A. Qualifications:

1. Finishing personnel:
a. Use qualified flatwork finishers.
b. Finishing supervisor must have at least 5 years of experience finishing concrete.

B. Mockups:

1. Construct mockup panels showing finishing of formed surfaces for review by the Engineer.
a. Construct mockup panels demonstrating concrete finishes for vertical surfaces:
1) Construct mockup panels for F4 and F5 finishes and tie-hole repairs for review by the Engineer.

Concrete Finishes
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2. Construct mockup slabs showing finishing of unformed surfaces for review by the Engineer.
a. Construct mockup slabs demonstrating concrete finishes for horizontal surfaces:
1) Construct mockup slabs for S1, S2, S4, and S5 finishes.

3. Include the following elements in mockup panels and slabs. a. Concrete joints:
1) Horizontal and vertical joints of the types included in the Work. b. Concrete repairs:
1) Repairs using materials and procedures proposed for the Work.

4. Construct mockup panels and slabs at beginning of project for review by the Engineer.

5. Panels and portions thereof accepted by the Engineer will serve as the standard of quality and workmanship for the Work.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping:

1. Deliver and store packaged materials in original containers until ready for use.

PART 2 PRODUCTS

2.01 MATERIALS
A. Materials for mortar:

1. As specified in Section 03300 - Cast-in-Place Concrete, unless otherwise noted.

2. Where finished surfaces will be visible in the finished work, use same cement used for concrete batches in that area. Add white cement if required to obtain color match between base concrete and finishing mortars.

2.02 MIXES
A. Cement mortar:

1. As specified in Section 03600 - Grouting.

B. Dry-pack mortar:

1. As specified in Section 03600 - Grouting.

C. Mortar mix for F4 finish (“F4 Mortar”):

1. Consisting of 1 part cement and 1-1/2 parts of fine sand passing Number 100 screen. Mix with enough water and emulsified bonding agent to have consistency of thick cream.

D. Mortar mix for F5 finish (“F5 Mortar”):

1. Consisting of 1 part cement to 1-1/2 parts of sand passing Number 16 screen.

2.03 EVAPORATION RETARDANT
A. As specified in Section 03300 - Cast-in-Place Concrete.

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2.04 NON-SLIP ABRASIVE
A. Type: Aluminum oxide abrasive of size 8/16, having structure of hard aggregate.

Homogeneous, non-glazing, rust-proof, and unaffected by freezing, moisture, and cleaning compounds.

B. Manufacturers: One of the following, or equal:

1. Abrasive Materials Incorporated, Hillsdale MI.

2. Exolon Company, Tonawanda NY.

2.05 CONCRETE SEALERS
A. Floor sealer and dust-proofer:

1. Non-membrane forming, breathable, non-yellowing, penetrating sealer designed to densify and seal a cured concrete surface.

2. Low odor, VOC content of 0 grams per liter, and stable when exposed to ultraviolet radiation from sunlight.

3. Manufacturers: One of the following, or equal:
a. Dayton Superior: Day-Chem Sure Hard Densifier (J-17). b. Euclid Chemical Company: Euco Diamond Hard.
c. L&M Construction Chemicals: Seal Hard.
d. W.R. Meadows: Liqui-Hard.

PART 3 EXECUTION

3.01 CONCRETE FINISHING - FORMED SURFACES
A. Scope:

1. Finish formed surfaces with one of the finishes specified in the following paragraphs and as indicated in the Schedule of Concrete Finishes in this Section.

2. Formed surfaces are those surfaces that the plastic concrete is placed against a temporary containment surface that will be removed after the concrete sets and takes its final form.

B. General:

1. Provide setting and curing time from casting of concrete to removal of forms as specified in Section 03300 - Cast-in-Place Concrete.

2. Provide curing after removal of forms as specified in Section 03300 - Cast-in-Place Concrete.

3. Materials and mixes for finishes.
a. Cement: Add white cement to mortars and grouts used for finishing if required to match color of repairs to surrounding surfaces.

4. Grinding:
a. Where grinding of concrete surfaces is permitted:
1) Perform grinding using an iron-free wheel, such as an aluminum oxide wheel, to avoid entrapment of particles that produce rust stains. 2) At locations where plastic-protected reinforcing bar supports are used, limit grinding to a maximum depth of 1/16 inch.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) C. F1 finish: “Rough Form Finish”:

1. Repair defective work.

2. Remove fins and other projections larger than 1/2 inch.

3. Fill tie holes using dry-pack mortar.

4. After removal of any curing compounds, fill depressions larger than 1-inch wide or 1/2-inch deep using dry-pack mortar.

5. Leave surface with texture imparted by forms.

6. Surface irregularity: Not exceeding a 1-inch gap when measured over the length of a 5-foot straightedge.

D. F2 finish: “Form Finish”:

1. Repair defective work.

2. Remove fins and other projections larger than 1/4 inch.

3. Fill tie holes using dry-pack mortar.

4. Fill depressions.
a. Fill after removal of any curing compounds.
b. Fill depressions larger than 1/2 inch in width or 1/2 inch in depth using cement mortar.
c. Fill larger voids and depressions, use dry-pack mortar.

5. Leave surfaces with texture imparted by forms.

6. Surface irregularity: Not exceeding a 1/4-inch gap when measured over the length of a 5-foot straightedge.

E. F3 finish: “Smooth Form Finish”:

1. Repair defective work.

2. Repair rough or irregular surface finishes resulting from failure of form release agent or other form conditions and provide a smooth, uniform surface appearance.

3. Remove fins: Grind offsets, projections, and rough spots smooth.

4. Fill tie holes using dry pack mortar.

5. Fill depressions:
a. Fill after removal of any curing compounds.
b. Fill depressions 1/4 inch and larger in depth or width using cement mortar. c. For larger depressions, fill using dry pack mortar.

6. Top coat tie holes and filled depressions with cement mortar to provide uniform appearance.

7. Leave surfaces with texture that is generally smooth and uniform in appearance.

8. Surface irregularity: Not exceeding a 1/8 inch gap when measured over the length of a 5-foot straightedge.

F. F4 finish: “Rubbed Finish”:

1. As specified for F3 finish, except prepare surfaces and fill depressions 1/16 inch or larger in depth or width as follows.

2. Fill depressions.
a. “Brush-off” sandblast surfaces to expose all depressions and voids near the surface of the concrete.
b. Thoroughly wet surfaces and begin filling depressions while surfaces are still damp.
c. Use clean burlap, sponge rubber floats, or trowels to rub plastic F4 mortar over the entire surface to be finished. Fill pits, holes, and depressions.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) d. Wipe surfaces clean. Do not leave any mortar on the surface, except that within the depressions.
e. Cure: Moist cure surfaces.

G. F5 finish: “Stoned Finish”:

1. As specified for F3 finish, except add stoned finish as follows:

2. Fill depressions:
a. Wet surfaces thoroughly with brush.
b. Rub wetted surfaces with a hard wood float dipped in water containing 2 pounds of Portland cement per gallon of water.
c. Rub surfaces until form marks and projections are removed. d. Using a brush, spread plastic grindings from the rubbing operation uniformly over the surface. Work the material in to fill pits and small voids. e. Cure: Moist cure brushed surfaces for at least 72 hours.

3. Finish surfaces:
a. After curing, obtain final finish by rubbing with a No. 50 grit carborundum stone.
b. Continue rubbing until entire surface has a smooth texture and is uniform in color.
c. Cure: Continue curing for remainder of specified time.

4. Note: If surfaces have become too hard to finish as specified in the preceding paragraphs, the following alternative procedure may be used:
a. Sandblast and wash related surfaces exposed to view, whether finished or not.
b. While surfaces are still damp, rub surface with mortar mix for F5 finish. c. Finish by rubbing mortared surface with No. 60 grit carborundum stone.

Add F5 mortar until surface is evenly filled without excess mortar. Continue stoning until surface is hard.
d. Moist cure surface for 72 hours.
e. After curing, make surface smooth in texture and uniform in color by rubbing with a No. 50 or No. 60 grit carborundum stone. f. Continue curing until 7-day curing period is complete.

3.02 CONCRETE FINISHING - UNFORMED SURFACES
A. Scope:

1. Finish unformed surfaces with one of the finishes specified in the following paragraphs and as indicated in the Schedule of Concrete Finishes in this Section.

2. Unformed surfaces are those surfaces that are not cast against a temporary containment and the specified finish is achieved by tooling.

B. General:

1. Concrete placement:
a. Place concrete at a rate that allows spreading, straight-edging, and initial floating before bleed water appears.
1) Consider characteristics of concrete mixes used, including potential for accelerating or retarding effects of admixtures, fly ash, and temperatures, on plans for and scheduling of placement and finishing. b. Place, consolidate, strike-off, and screed concrete level to bring surfaces to required planes and lines. Eliminate high and low spots.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) c. Strike tops of walls and similar surfaces smooth and finish as specified to a texture consistent with that of adjacent formed surfaces. d. After screeding, apply evaporation retardant to concrete surface if weather conditions will result in rapid evaporation of moisture from the surface of the concrete. Do not work evaporation retardant into the surface of the concrete.

2. Floating and re-straightening:
a. Float concrete to compact and consolidate the surface. b. Initial floating:
1) Provide initial floating immediately after screeding. 2) Perform by hand using a wide bull float, darby, or highway straightedge.
3) Complete before excess moisture or bleed water is present on the surface.
c. Wait for concrete to stiffen and for the bleed water to stop rising and dissipate before proceeding with edging, hand-tooled jointing, and second floating.
d. After initial floating, apply evaporation retardant to concrete surface if weather conditions will result in rapid evaporation of moisture from the surface of the concrete. Do not work evaporation retardant into the surface of the concrete.
e. Second floating:
1) Do not commence until bleed water has dissipated and concrete has stiffened enough to support weight of finishers and finishing equipment.
2) May be by hand, or, if accepted by the Engineer, may be done using a bladed power float equipped with float shoes, or a power disk float. 3) Float surfaces to a true, even plane, with no coarse aggregate visible. 4) Evaporation retardant may not be applied after second floating. f. Flatness:
1) Specified tolerances for flatness may require re-straightening of the surface between first and second floating operations and before steel troweling. Re-straighten concrete as required.
2) Modify power equipment with alternate float shoes or other equipment if required to achieve specified flatness.

3. Troweling: Where finishes require troweling, conform to the following requirements:
a. After surface moisture from floating has disappeared, steel trowel to a smooth, hard, dense concrete surface.
b. Provide at least 2 trowelings.
1) Avoid excessive troweling.
2) Use smaller trowels for successive troweling.
3) Make each successive troweling perpendicular to the previous pass. c. Do not add dry cement or additional water to the surface during troweling. d. In lieu of hand steel troweling, a power machine for finishing concrete may be used if accepted by the Engineer.
1) Do not use power machine if concrete has not attained the set necessary to permit finishing without introduction of high and low spots into the concrete surface.
2) Use equipment in full compliance with the manufacturer’s recommendations.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) 3) Use smaller blades or higher pressure for each successive troweling. 4) Hand trowel areas of the concrete not accessible to power equipment. 5) Tolerances for flatness specified may require re-straightening of the surface during finishing. Modify power equipment with alternate shoes or other equipment if required to achieve these requirements. e. Finishing with a fresno trowel or finishing to a “fresno finish” is not allowed.

4. Finishing tolerances:
a. Slabs sloped to drain: Finish surfaces to adequately drain toward designated points or lines, regardless of tolerances specified.

C. S1 finish: “Scratch Finish”:

1. Place, consolidate, and screed concrete level.

2. Provide initial floating of concrete.

3. Provide surface conforming to the “Conventional” floor flatness tolerance requirements of ACI 117 using the manual straightedge method (maximum 1/2-inch gap in 10 feet at 90 percent of locations; maximum 3/4-inch gap at any location), unless otherwise indicated.

4. Before final set, roughen the surface with rakes.
a. For sloped surfaces, rake grooves in the direction of drainage. b. Provide roughness equivalent to CSP 6 surface as designated by ICRI Guideline 310.2.

5. Pressure wash surface to remove laitance before placing grout or toppings.

D. S2 finish: “Floated Finish”:

1. Place, consolidate, and screed concrete to required elevations and slopes.

2. Provide initial and second floatings of concrete. Float to a uniform texture.

3. Provide surface conforming to the “Flat” floor flatness tolerance requirements of ACI 117 using the manual straightedge method (maximum 1/4-inch gap in 10 feet at 90 percent of locations; maximum 3/8-inch gap at any location), unless otherwise indicated.

4. Remove laitance and leave surface clean.

E. S3 finish: “Steel Trowel Finish”:

1. Place, consolidate, and screed concrete to required elevations and slopes.

2. Provide S2 Floated Finish.

3. Provide 2 trowelings:

4. Provide finish conforming to the “Flat” floor flatness tolerance requirements of ACI 117 (maximum 1/4-inch gap in 10 feet), unless otherwise indicated.

F. S4 finish: “Steel Trowel Finish - Free of Trowel Marks”:

1. Finish as specified for S3 Steel Trowel Finish, except that final troweling shall remove all trowel marks from the slab surface.

G. S5 finish: “Broomed Finish”:

1. Finish as specified for S2 Floated Finish, except modify as follows:

2. Finish surface by drawing a fine-hair broom lightly across the freshly floated surface.
a. Provide resulting roughness for a non-skid surface. Finishing and roughness is subject to review and acceptance by the Engineer.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) b. Direction of brooming:
1) General:
a) In same direction of and parallel to expansion joints. b) Perpendicular to primary direction of traffic.
2) For sloped slabs, parallel to the direction of drainage. 3) For round roof slabs, in the radial direction.

H. S6 finish: “Non-Slip Abrasive Finish”:

1. Place, consolidate, and screed concrete to required elevations and slopes.

2. Provide initial floating of surface.

3. Prepare and apply abrasive as recommended by the manufacturer. a. Apply using a shake screen or other accepted method to ensure even coverage without segregation of the abrasive.
b. Install abrasive at a rate of 25 pounds for each 100 square feet of surface area.

4. After concrete has hardened enough to support the weight of a person, and unless otherwise indicated by the abrasive manufacturer, apply approximately 2/3 of the abrasive material required for coverage.

5. Finish as specified for S2 Floated Finish, except that re-floating is not required.

6. Apply remaining abrasive material at right angles to the first application and in locations necessary to provide the minimum specified thickness.

7. Immediately after the second application, re-float the surface to embed abrasive.

8. Finish as specified for S2 Steel Trowel Finish. Trowel abrasive into the surface, properly exposing material to produce a non-slip finish.

3.03 FIELD QUALITY CONTROL
A. Provide field quality control for the Work of this Section as specified in Section 01450 - Quality Control.

B. Field quality control by Contractor:

1. Field inspections and testing:
a. Submit records of inspections and testing to Engineer within 24 hours after completion.

2. Manufacturer's services.
a. Non-slip abrasive finish. Before beginning installation, conduct pre-installation meeting with manufacturer's technical representative to review product use and installation requirements.

C. Field quality control by City:

1. Special inspections, special tests, and structural observation:
a. Not required.

2. Field inspections:
a. Observe construction for conformance to the Contract Documents and the accepted Submittals.
b. Provide record of each inspection. Submit copies to Engineer upon request.

3.04 NON-CONFORMING WORK
A. Unsatisfactory finishes that have hardened will require removal, grinding, topping, or other correction acceptable to the Engineer.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) B. Re-work or refinish unsatisfactory finishes at no additional cost to the City.

C. See Section 03300 - Cast-In-Place Concrete for requirements.

3.05 SCHEDULE OF CONCRETE FINISHES
A. Formed surfaces: See Table 03366-A.

B. Unformed surfaces: See Table 03366-B.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) Table 03366-A: Concrete Finishes - Formed Surfaces
Elements Location Surface Exposure Finish Notes

EXTERIOR SURFACES
Walls Wet structure: Above grade or water line:

Columns - Exposed to view F4
Slab edges - Covered F2 1a
Below grade or water line:
- No coating F1
- Bituminous coating F2
- Waterproofing F3
Dry structure: Above grade line:
- Exposed to view F4
- Covered F2 1a
Below grade line:
- No coating F1
- Bituminous coating F2
- Waterproofing F3

INTERIOR SURFACES
Walls Wet structure: Open basin:

Columns - Above water line F4
Slab edges - Below water line F3
Covered basin
- Above water line F3
- Below water line F3
Dry structure: Exposed to view F4
Covered F2 1b
Overhead Wet structure: Open basin F3 1c, 1d
slabs and
beams Covered basin F2 1d
Dry structure: Exposed F3 1c, 1d
Covered by ceiling F1 1d
Notes:
(1a) Coverings include additional surfaces applied over the concrete, such as veneer, stucco, plaster, etc. (1b) Coverings include additional surfaces applied over the concrete, such as veneer, stucco, plaster, furring strips with drywall, etc.
(1c) Applies to overhead surfaces visible from normal pedestrian travel routes. (1d) At overhead slabs and beams, patch tie holes on sides of members.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03366 (BidSet) Table 03366-B: Concrete Finishes - Unformed Surfaces
Element Location Exposure Finish Notes
EX

TERIOR SURFACES
Footings Extensions Exposed S3
Covered by soil S2
Slabs and
beams -
Walking or
possible
Tops of treatment
structures
S5 2a, 2b, 2g
exposed walking paths Stairs & landings S5
Roofs Exposed S5
Covered by roofing S2
Slabs and
beams -
submerged
Unless
otherwise noted
All S3 2g
Walls, Top of wall or All S3 One troweling
Corbels corbel
Sidewalks All S5
Equipment All S5
Slabs

INTERIOR SURFACES
Floor slabs, Wet structure Exposed
includes flat
and sloping
surfaces
- Basins & channels S3
Covered
- To receive basin bottom
grout
S1 2e
- To receive concrete fill S1 2f
Dry structure Exposed
- Pipe galleries S4 2c
- Stairs & landings S4 2d
- Shops & garages S4
- Equipment rooms S4
Covered
- Tile on mortar bed S2
- Resilient flooring S3
- Carpet S3
Notes:
(2a) Includes slabs covering tanks, basins, channels and similar structures. (2b) Includes tops of walls or beams that serve as walkways. (2c) In galleries with slabs subject to wetting, provide broom finish (S5) where indicated on the Drawings. (2e) Finish for basin bottom grout.
(2f) Finish for concrete fill: See Floor slab, wet structure, exposed basins and channels. (2g) Slabs include flat and sloping surfaces.

END OF SECTION

Grouting
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03600 (BidSet) SECTION 03600

GROUTING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Cement grout.

2. Cement mortar.

3. Dry-pack mortar.

4. Epoxy grout.

5. Grout.

6. Non-shrink epoxy grout.

7. Non-shrink grout.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C109 - Standard Test Method for Compressive Strength of Hydraulic Cement Mortars (using 2-inch cube specimens).

2. C230 - Standard Specification for Flow Table for Use in Tests of Hydraulic Cement.

3. C531 - Standard Test Method for Liner Shrinkage and Coefficient of Thermal Expansion of Chemical-Resistant Mortars, Grouts, Monolithic Surfacings, and Polymer Concretes.

4. C579 - Standard Test Method for Compressive Strength of Chemical-Resistant Mortars, Grouts, and Monolithic Surfacings and Polymer Concretes.

5. C939 - Standard Test Method for Flow of Grout for Preplaced-Aggregate Concrete (Flow Cone Method).

6. C942 - Standard Test Method for Compressive Strength of Grouts for Preplaced-Aggregate Concrete in the Laboratory.

7. C1107 - Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).

8. C1181 - Standard Test Methods for Compressive Creep of Chemical-Resistant Polymer Machinery Grouts.

B. International Concrete Repair Institute (ICRI):

1. 310.2R - Selecting and specifying Concrete Surface Preparations for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

1.03 SUBMITTALS
A. Cement grout:

1. Mix design.

2. Material Submittals.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03600 (BidSet) B. Cement mortar:

1. Mix design.

2. Material Submittals.

C. Non-shrink epoxy grout:

1. Manufacturer's literature.

D. Non-shrink grout:

1. Manufacturer's literature.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to jobsite in their original, unopened packages or containers, clearly labeled with manufacturer's product identification and printed instructions.

B. Store materials in cool dry place and in accordance with manufacturer's recommendations.

C. Handle materials in accordance with the manufacturer's instructions.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Non-shrink epoxy grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Five Star DP Epoxy Grout.
b. Master Builder Solutions, MasterFlow 648.
c. L&M Construction Chemicals, Inc., EPOGROUT.

2. Non-shrink epoxy grout shall be 100 percent solid, premeasured, prepackaged system containing 2-component thermosetting epoxy resin and inert aggregate.

3. Maintain flowable consistency for at least 45 minutes at 70 degrees Fahrenheit.

4. Shrinkage or expansion: Less than 0.0006 inches per inch when tested in accordance with ASTM C531.

5. Minimum compressive strength: 10,000 pounds per square inch at 24 hours and 14,000 pounds per square inch at 7 days when tested in accordance with ASTM C579, Method B.

6. Compressive creep: Not exceed 0.0037 inches/per inch when tested under 400 pounds per square inch constant load at 140 degrees Fahrenheit in accordance with ASTM C1181.

7. Coefficient of thermal expansion: Not exceed 0.000018 inches per inch per degree Fahrenheit when tested in accordance with ASTM C531, Method B.

B. Non-shrink grout:

1. Manufacturers: One of the following or equal:
a. Five Star Products, Inc., Five Star Grout.
b. Master Builder Solutions, MasterFlow 928.
c. L&M Construction Chemicals, Inc., CRYSTEX.

2. In accordance with ASTM C1107.

3. Preportioned and prepackaged cement-based mixture.

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4. Contain no metallic particles such as aluminum powder and no metallic aggregate such as iron filings.

5. Require only addition of potable water.

6. Water for pre-soaking, mixing, and curing: Potable water.

7. Free from emergence of mixing water from within or presence of water on its surface.

8. Remain at minimum flowable consistency for at least 45 minutes after mixing at 45 degrees Fahrenheit to 90 degrees Fahrenheit when tested in accordance with ASTM C230.
a. If at fluid consistency, verify consistency in accordance with ASTM C939.

9. Dimensional stability (height change):
a. In accordance with ASTM C1107, volume-adjusting Grade B or C at 45 degrees Fahrenheit to 90 degrees Fahrenheit.
b. Have 90 percent or greater bearing area under bases.

10. Have minimum compressive strengths at 45 degrees Fahrenheit to 90 degrees Fahrenheit in accordance with ASTM C1107 for various periods from time of placement, including 5,000 pounds per square inch at 28 days when tested in accordance with ASTM C109 as modified by ASTM C1107.

2.02 MIXES
A. Cement grout:

1. Use same sand-to-cementitious materials ratio for cement grout mix that is used for concrete mix.

2. Use same materials for cement grout that are used for concrete.

3. Use water-to-cementitious materials ratio that is no more than that specified for concrete.

4. For spreading over surfaces of construction or cold joints.

B. Cement mortar:

1. Use same sand-to-cementitious materials ratio for cement mortar mix that is used for concrete mix.

2. Use same materials for cement mortar that are used for concrete.

3. Use water-to-cementitious materials ratio that is no more than that specified for concrete being repaired.

4. At exposed concrete surfaces not to be painted or submerged in water: Use sufficient white cement to make color of finished patch match that of surrounding concrete.

C. Dry-pack mortar:

1. Proportions by weight: 1 part Portland cement to 2 parts concrete sand. a. Portland cement: As specified in Section 03300 - Cast-in-Place Concrete. b. Concrete sand: As specified in Section 03300 - Cast-in-Place Concrete.

D. Epoxy grout:

1. Consist of mixture of epoxy or epoxy gel and sand.
a. Epoxy: As specified in Section 03071 - Epoxies.
b. Epoxy gel: As specified in Section 03071 - Epoxies.
c. Sand: Clean, bagged, graded, and kiln-dried silica sand.

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2. Proportioning:
a. For horizontal work: Consist of mixture of 1 part epoxy with not more than 2 parts sand.
b. For vertical or overhead work: Consist of 1 part epoxy gel with not more than 2 parts sand.

E. Grout:

1. Mix in proportions by weight: 1 part Portland cement to 4 parts concrete sand. a. Portland cement: As specified in Section 03300 - Cast-in-Place Concrete. b. Concrete sand: As specified in Section 03300 - Cast-in-Place Concrete.

F. Non-shrink epoxy grout:

1. Mix in accordance with manufacturer's installation instructions.

G. Non-shrink grout:

1. Mix in accordance with manufacturer's installation instructions such that resulting mix has flowable consistency and is suitable for placing by pouring.

PART 3 EXECUTION

3.01 EXAMINATION
A. Inspect concrete surfaces to receive grout or mortar and verify that they are free of ice, frost, dirt, grease, oil, curing compounds, paints, impregnations, and loose material or foreign matter likely to reduce bond or performance of grout or mortar.

3.02 PREPARATION
A. Surface preparation for grouting other baseplates:

1. Remove grease, oil, dirt, dust, curing compounds, laitance, and other deleterious materials that may affect bond to concrete and bottoms of baseplates.

2. Roughen concrete surfaces in contact with grout to ICRI CSP-6 surface profile or rougher.
a. Remove loose or broken concrete.

3. Metal surfaces in contact with grout: Grit blast to white metal surface.

3.03 INSTALLATION
A. Mixing:

1. Cement grout:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.

2. Cement mortar:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.

3. Dry-patch mortar:
a. Use only enough water so that resulting mortar will crumble to touch after being formed into ball by hand.

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4. Non-shrink epoxy grout:
a. Keep temperature of non-shrink epoxy grout from exceeding manufacturer's recommendations.

5. Non-shrink grout:
a. May be drypacked, flowed, or pumped into place. Do not overwork grout. b. Do not retemper by adding more water after grout stiffens.

B. Placement:

1. Cement grout:
a. Exercise care in placing cement grout because it is required to furnish structural strength, impermeable water seal, or both.
b. Do not use cement grout that has not been placed within 30 minutes after mixing.

2. Cement mortar:
a. Use mortar mixer with moving paddles.
b. Pre-wet mixer and empty out excess water before beginning mixing.

3. Epoxy grouts:
a. Wet surfaces with epoxy for horizontal work or epoxy gel for vertical or overhead work prior to placing epoxy grout.

4. Non-shrink epoxy grout:
a. Mix in complete units. Do not vary ratio of components or add solvent to change consistency of mix.
b. Pour hardener into resin and mix for at least 1 minute and until mixture is uniform in color. Pour epoxy into mortar mixer wheelbarrow and add aggregate. Mix until aggregate is uniformly wetted. Over mixing will cause air entrapment in mix.

5. Non-shrink grout:
a. Add non-shrink cement grout to premeasured amount of water that does not exceed the manufacturer's maximum recommended water content. b. Mix in accordance with manufacturer's instructions to uniform consistency.

C. Curing:

1. Cement based grouts and mortars:
a. Keep continuously wet for minimum of 7 days. Use wet burlap, soaker hose, sun shading, ponding, and in extreme conditions, combination of methods.
b. Maintain above 40 degrees Fahrenheit until it has attained compressive strength of 3,000 pounds per square inch, or above 70 degrees Fahrenheit for minimum of 24 hours to avoid damage from subsequent freezing.

2. Epoxy based grouts:
a. Cure grouts in accordance with manufacturers' recommendations. 1) Do not water cure epoxy grouts.
b. Do not allow any surface in contact with epoxy grout to fall below 50 degrees Fahrenheit for minimum of 48 hours after placement.

D. Grouting equipment bases, baseplates, soleplates, and skids: As specified in Section 15050 - Common Work Results for Mechanical Equipment.

E. Grouting other baseplates:

1. General:
a. Use non-shrink grout as specified in this Section.

Grouting
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03600 (BidSet) b. Baseplate grouting shall take place from 1 side of baseplate to other in continuous flow of grout to avoid trapping air in grout. c. Maintain hydrostatic head pressure by keeping level of grout in headbox above bottom of baseplate. Fill headbox to maximum level and work grout down.
d. Vibrate, rod, or chain non-shrink grout to facilitate grout flow, consolidate grout, and remove trapped air.

2. Forms and headboxes:
a. Build forms using material with adequate strength to withstand placement of grouts.
b. Use forms that are rigid and liquidtight. Caulk cracks and joints with elastomeric sealant.
c. Line forms with polyethylene for easy grout release. Coating forms with 2 coats of heavy-duty paste wax is also acceptable.
d. Headbox shall be 4 to 6 inches higher than baseplate and shall be located on 1 side of baseplate.
e. After grout sets, remove forms and trim back grout at 45 degree angle from bottom edges of baseplate.

3.04 FIELD QUALITY CONTROL
A. Non-shrink epoxy grout:

1. Test for 24-hour compressive strength in accordance with ASTM C579, Method B.

B. Non-shrink grout:

1. Test for 24-hour compressive strength in accordance with ASTM C942.

END OF SECTION

Epoxy Injection System
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EPOXY INJECTION SYSTEM
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Epoxy injection system.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C881 - Standard Test Method for Epoxy-Resin-Base Bonding Systems for Concrete.

2. C882 - Standard Test Method for Bond Strength of Epoxy-Resin Systems Used With Concrete by Slant Shear.

3. D638 - Standard Test Method for Tensile Properties of Plastics.

4. D648 - Standard Test Method for Deflection Temperature of Plastics Under Flexural Load in the Edgewise Position.

5. D695 - Standard Test Method for Compressive Properties of Rigid Plastics.

6. D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

B. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

1.03 SUBMITTALS
A. General: Submit as specified in Section 01330 - Submittal Procedures.

B. Product data:

1. Manufacturer's data completely describing epoxy injection system materials, and including test methods and results for strength in tension, flexure, compression and bond; flexural modulus of elasticity; coefficient of thermal expansion; and elongation.

2. Data demonstrating that products are listed under NSF-61 for use in direct contact with potable water.

C. Quality control submittals:

1. Certificates of Compliance.

2. Manufacturer's Instructions.

D. Special procedure submittals:

1. Protection plan for surrounding areas and non-cementitious surfaces.

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1.04 QUALITY ASSURANCE
A. Products:

1. Provide materials that are new and use them within shelf life limitations set forth by manufacturer.

B. Qualifications:

1. Installer:
a. Minimum 5 years' experience in concrete repair, with focus on application of similar systems and products to projects of similar size and scope.

C. Pre-installation meeting:

1. At least 1 week prior to commencing work of this Section, convene a meeting at the project site to review and discuss the following:
a. Surface preparation.
b. Substrate conditioning and pre-treatment.
c. Installation procedures.
d. Environmental conditions (including weather forecast) and curing requirements.
e. Testing and inspection procedures.
f. Protection of surrounding surfaces and equipment.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials in manufacturer's original, unopened, undamaged containers with identification labels intact. Labels shall include product identification, batch numbers, and shelf life information.

B. Store materials off the ground and away from moisture and direct sunlight, and at temperatures within manufacturer's recommended range.

C. Pre-condition materials to manufacturer's recommended temperatures before mixing and using.

1.06 PROJECT CONDITIONS
A. Take precautions to protect surfaces and equipment in the work area from damage and staining.

PART 2 PRODUCTS

2.01 MATERIALS
A. General:

1. Repair materials shall be free of chlorides or alkalis (except for those attributed to water).

2. To ensure compatibility of materials and methods, a single manufacturer shall produce and provide all products used together in a single area of concrete repair.

3. Listed under NSF-61 for use in direct contact with potable water.

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1. Sika Chemical Corp., Sikadur 35 Hi-Mod LV.

C. Epoxy:

1. In accordance with ASTM C881, Types I, II and IV, Grade 1, Class C.

2. Water-insensitive 2-component low viscosity, epoxy adhesive material containing 100 percent solids and meeting or exceeding following characteristics when tested in accordance with standards specified:

Table 1 - Epoxy, Physical Properties
Characteristic Test Method Required Results, minimum(1,2) Viscosity (mixed) -- 250 - 375 centipoise
Tensile Strength ASTM D638 7,500 pounds per square inch Tensile Elongation at
Break
ASTM D638 1 percent
Compressive Strength ASTM D695 11,000 pounds per square inch Compressive Modulus ASTM D695 2.5 x 105 pounds per square inch.

Bond Strength, slant
shear, hardened concrete
to hardened concrete
ASTM C882 1500 pounds per square inch at 2 days at
minimum 73 degrees Fahrenheit. Concrete
shall fail before failure of epoxy.

Heat Deflection
Temperature
ASTM D648 124 degrees Fahrenheit
Notes:
1) Properties for mixes with neat epoxy.
2) Results after 7-day cure at temperature between 72 and 78 degrees Fahrenheit, unless otherwise noted.

2.02 EQUIPMENT
A. Injection pump:

1. Use positive displacement injection pump with interlock to provide in-line mixing and metering system for 2 component epoxy.

2. Use pressure hoses and injection nozzle designed to properly mix of 2 components of epoxy.

3. Standby injection unit may be required.

PART 3 EXECUTION

3.01 PREPARATION
A. Surface preparation:

1. Confirm that surface temperature and moisture conditions are within manufacturer's recommended limits. Condition surfaces to within those limits before commencing epoxy injection.

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2. Sweep or clean area in vicinity of cracks that will be injected with epoxy. Leave area in generally clean condition after epoxy injection is complete.

3. Clean cracks so they are free from dirt, laitance, and other loose matter.

3.02 INSTALLATION
A. Install and cure epoxy materials in accordance with manufacturer's installation instructions.

B. Mixing:

1. Mix epoxy in accordance with manufacturer's installation instructions.

2. Do not use solvents to thin epoxy system materials introduced into cracks or joints.

C. Injection:

1. Apply adequate surface seal to crack to prevent leakage of epoxy.

2. Establish injection points at distance along crack not less than thickness of cracked member.

3. Crack injection sequence:
a. Inject epoxy into crack or joint at first port with sufficient pressure to advance epoxy to adjacent port. Start at lowest port along the injection line and work upwards.
b. Seal original port and shift injection to next adjacent port where epoxy appears.
c. Continue port-to-port injection until crack has been injected for its entire length.
d. For small amounts of epoxy, or where excessive pressure developed by injection pump might further damage structure, premixed epoxy and use hand caulking gun to inject epoxy if acceptable to the Engineer. e. Seal ports, including adjacent locations where epoxy seepage occurs, as necessary to prevent drips or run out.
f. After epoxy injection is complete, remove surface seal material, and refinish concrete in area where epoxy was injected to match existing concrete. Leave finished work and work area in a neat, clean condition.

3.03 FIELD QUALITY ASSURANCE
A. Provide Contractor quality control as specified in Section 01450 - Quality Control.

B. Field inspections and testing:

1. Submit records of inspections and tests to Engineer within 24 hours after completion.

C. Manufacturer's services.

1. Pre-installation meeting: Provide manufacturer's technical representative to attend pre-installation meeting specified in this Section.

3.04 FIELD QUALITY CONTROL
A. Provide quality assurance for the Work of this Section as specified in Section 01450 - Quality Control.

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1. Not required.

C. Field inspections:

1. Preparation.
a. Review manufacturer's product data and installation instructions.

2. Required inspections.
a. Observe surfaces to be injected for temperature and moisture conditions and for surface preparation.
b. Observe conditioning and mixing of epoxy resin components. c. Observe injection procedures for filling cracks.

3. Records of inspections:
a. Provide record of each inspection.
b. Submit to Engineer upon request.

3.05 NON-CONFORMING WORK
A. Rework surface finishes that do not match surrounding concrete to the satisfaction of Engineer at no additional cost to City.

END OF SECTION

Hydrophobic Foam Polyurethane Resin Injection System
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HYDROPHOBIC FOAM POLYURETHANE RESIN INJECTION SYSTEM
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Hydrophobic foam polyurethane resin injection system.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D638 - Standard Test Method for Tensile Properties of Plastic.

2. D3574 - Standard Test Methods for Flexible Cellular Materials-Slab, Bonded, and Molded Urethane Foams.

B. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

1.03 SUBMITTALS
A. Submit as specified in Section 01330 - Submittal Procedures.

B. Product data: Submit manufacturer’s data completely describing polyurethane resin injection system materials.

C. Quality control Submittals:

1. Certificates of Compliance.

2. Manufacturer’s instructions.

3. Protection plan for surrounding areas and non-cementitious surfaces.

1.04 QUALITY ASSURANCE
A. Products:

1. Provide materials that are new and use them within shelf life limitations set forth by the manufacturer.

B. Qualifications:

1. Installer:
a. Minimum 5 years’ experience in concrete repair with focus on application of similar systems and products to projects of similar size and scope.

C. Pre-installation meeting:

1. At least 1 week prior to commencing work of this Section, convene a meeting at the project site to review and discuss the following:
a. Surface preparation.
b. Substrate conditioning and pre-treatment.
c. Installation procedures.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03933 (BidSet) d. Environmental conditions (including weather forecast) and curing requirements.
e. Testing and inspection procedures.
f. Protection of surrounding surfaces and equipment.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials in manufacturer’s original, unopened, undamaged containers with identification labels intact. Labels shall indicate product identification, batch numbers, and shelf life.

B. Store materials off the ground, away from moisture and direct sunlight, and at temperatures within manufacturer’s recommended range.

C. Pre-condition materials to manufacturer’s recommended temperatures before using.

1.06 PROJECT CONDITIONS
A. Take precautions to protect surfaces and equipment in the work area from damage and staining.

PART 2 PRODUCTS

2.01 MATERIALS
A. General:

1. Polyurethane resin injection systems that will be in direct contact with water after the Work is completed shall comply with applicable federal, state, or local regulations.
a. Confirm compliance by submitting documentation that products have been tested and listed in accordance with NSF-61 requirements. Provide testing by a nationally-recognized agency acceptable to Engineer.

2. Repair materials shall be free of chlorides or alkalis (except for those attributed to water).

3. To ensure compatibility of materials and methods, a single manufacturer shall produce and provide all products used together in a single area of concrete repair.

B. Manufacturers: One of the following, or equal:

1. Master Builders Solutions/Sika, MasterInject 1230 IUG.

2. SealBoss Corp., 1510 Water Stop Foam.

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1. Water-insensitive 1-part low-viscosity polyurethane resin adhesive material containing 100-percent solids and meeting or exceeding following characteristics when tested in accordance with standards specified:

Physical Characteristic Required Results
Viscosity 400 to 600 CPS at 70 degrees Fahrenheit
Flash Point Greater than 200 degrees Fahrenheit
Corrosiveness Non-corrosive
Reaction Time 75 to 90 seconds at 80 degrees Fahrenheit Toxicity Non-toxic
a. Uncured.
b. Cured foam (1:1):

Physical Characteristic Test Method Required Results
Tensile Strength ASTM D638 29 pounds per square inch
Elongation ASTM D638 44 percent

2.02 EQUIPMENT
A. Pump unit:

1. Furnish unit to be used for injection that is positive displacement type with interlock to provide in-line mixing and metering system for 1 component polyurethane resin.

2. Furnish pressure hoses and injection nozzle of such design as to allow proper mixing of polyurethane resin.

3. Standby injection unit may be required.

B. Resin pump: Operating pressure in excess of 2,000 pounds per square inch with a variable pressure control trigger mechanism with attached pressure gauge, on the downstream end of the material supply hose.

C. Water pump: High-pressure water blaster capable of 1,000 pounds per square inch or higher pressure.

D. Incidentals: To be determined by site conditions and Contractor. See Installation Bulletin 6I12 - Urethane Injection, from Master Builders Solutions Construction Chemicals, LLC.

PART 3 EXECUTION

3.01 PREPARATION
A. Surface preparation:

1. Confirm that surface temperatures and moisture conditions are within manufacturer’s recommended limits. Condition surfaces to within those limits before commencing urethane injection.

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2. Sweep or clean area in vicinity of cracks and joints that will be injected with polyurethane resin.

3. Clean cracks and joints so they are free from dirt, laitance, and other loose matter.

3.02 INSTALLATION
A. Install and cure polyurethane resin materials in accordance with manufacturer’s installation instructions.

B. Mixing:

1. Mix urethane in accordance with manufacturer’s installation instructions.

C. Injection:

1. Apply adequate surface seal to crack or joint to prevent escape of polyurethane resin.

2. Establish injection ports along seal at a spacing not greater than the thickness of cracked member.

3. Inject polyurethane resin into crack or joint at first port with sufficient pressure to advance polyurethane resin to adjacent port. Start at lowest port along the injection line and work upwards.
a. Seal original port and shift injection to next adjacent port at which polyurethane resin appears.
b. Continue port-to-port injection until each crack or joint has been injected for its entire length.

4. For small amounts of polyurethane, or where excessive pressures developed by injection pump unit might further damage the structure, material mixed and installed with a hand caulking gun may be used if acceptable to the Engineer.

5. Seal ports, including adjacent locations where polyurethane resin seepage occurs, as necessary to prevent drips or run out.

6. After injection is complete, remove surface seal material and re-finish concrete in the area where the polyurethane was injected to match surrounding concrete. Leave finished work and work area in a neat and clean condition.

3.03 FIELD QUALITY CONTROL
A. Provide Contractor quality control as specified in Section 01450 - Quality Control.

B. Field inspections and tests:

1. Submit records of inspections and test to Engineer within 24 hours after completion.

C. Manufacturer’s services.

1. Pre-installation meeting: Provide manufacturer’s technical representative to attend pre-installation meeting specified in Section 01450 - Quality Control.

3.04 FIELD QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 01450 - Quality Control.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/03933 (BidSet) B. Special inspections, special tests, and structural observation:

1. Not required.

C. Field inspections:

1. Preparation.
a. Review manufacturer’s product data and installation instructions.

2. Required inspections:
a. Observe surfaces to be injected for temperature and moisture conditions. b. Observe conditioning and preparation of urethane resin. c. Observe injection procedures for filling cracks.

3. Records of inspections:
a. Provide record of each inspection.
b. Submit to Engineer upon request.

3.05 NON-CONFORMING WORK
A. Cracks, after injection, shall show no evidence of running or seeping water. Re-inject as necessary to provide watertight seal at no additional cost to City.

B. Rework surface finishes that do not match surrounding concrete to the satisfaction of the Engineer at no additional cost to City.

END OF SECTION

Structural Steel Framing
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05120 (BidSet) SECTION 05120

STRUCTURAL STEEL FRAMING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Structural steel shapes and plate.

2. Fasteners and structural hardware:
a. All thread rods.
b. High-strength bolts.

3. Welding.

4. Bolting.

1.02 REFERENCES
A. American Institute of Steel Construction (AISC):

1. 303 - Code of Standard Practice for Steel Buildings and Bridges.

2. 360 - Specification for Structural Steel Buildings.

B. American Iron and Steel Institute (AISI):

1. Steel and stainless steel alloys (“types”) as indicated.

C. American Welding Society (AWS):

1. A5.1 - Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding.

2. A5.17 - Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding.

3. A5.20 - Specification for Carbon Steel Electrodes for Flux Cored Arc Welding.

4. D1.1 - Structural Welding Code - Steel.

5. D1.6 - Structural Welding Code - Stainless Steel.

D. ASTM International (ASTM):

1. A6 - Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling.

2. A36 - Standard Specification for Carbon Structural Steel.

3. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

4. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

5. A194 - Standard Specification for Carbon and Alloy Steel Nuts for Bolts for High Pressure or High Temperature Service, or Both.

6. A240 - Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.

7. A276 - Standard Specification for Stainless Steel Bars and Shapes.

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8. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.

9. A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

10. A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

11. A563 - Standard Specification for Carbon and Alloy Steel Nuts.

12. A992 - Standard Specification for Structural Steel Shapes.

13. F436 - Standard Specification for Hardened Steel Washers.

14. F959 - Standard Specification for Compressible-Washer-Type Direct Tension Indicators for Use with Structural Fasteners.

15. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.

16. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.

E. Research Council on Structural Connections (RCSC):

1. Specification for Structural Joints Using High-Strength Bolts (RCSC Specification).

1.03 DEFINITIONS
A. Snugtight: At bolted joints, the tightness attained with a few impacts of an impact wrench, or by the full effort of an ironworker using a spud wrench to bring the connected plies into firm contact.

B. Stainless steel related terms:

1. Descaling: Removal of heavy, tightly adherent oxide films resulting from hot-forming, heat-treatment, welding, and other high-temperature operations.

2. Pickling: Chemical descaling of stainless steel using aqueous solutions of nitric and hydrofluoric acid, or various proprietary formulations as specified.

3. Passivation: Chemical treatment of stainless steel with a mild oxidant for the purpose of enhancing the spontaneous formation of the steel’s protective passive film.

1.04 SUBMITTALS
A. Product data:

1. Stainless steel: Fabricator name and qualifications, member dimensions and structural section properties, and specifications and procedures used for pickling and passivating members.

B. Shop drawings:

1. Fabrication and erection drawings.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05120 (BidSet) C. Quality control submittals:

1. Welding procedure specifications (WPS) in accordance with AWS D1.1 and D1.6.
a. Submit WPS for each type of welded joint used, whether prequalified or qualified by testing.
1) State electrode manufacturer and specific electrodes used. 2) Indicate required AWS qualification for joint.
b. Submit WPS with shop drawings that indicate those welds. c. Submit Procedure Qualification Record (PQR) in accordance with AWS D1.1 and D1.6 for welding procedures qualified by testing.

2. Welder qualifications: For each welding process and position:
a. Welder's qualification certificates.
b. Contractor's statement that certificate will be "in effect" at the time(s) welding will be performed based on the "Period of Effectiveness" provisions of AWS D1.1 and D1.6.

D. Test reports:

1. Certified copies of mill tests and analyses made in accordance with applicable ASTM standards, or reports from a recognized commercial laboratory, including chemical and tensile properties of each shipment of structural steel or part thereof having common properties.

1.05 QUALITY ASSURANCE
A. Welding:

1. Perform welding of structural metals in accordance with AWS D1.1 and D1.6 using welders who have current AWS qualification certificate for the process, position, and joint configuration to be welded.

2. Make Welding Procedure Specifications available at the locations where welding is performed.

3. Notify Engineer at least 24 hours before starting shop or field welding.

4. Engineer may check materials, equipment, and qualifications of welders.

5. Remove welders performing unsatisfactory Work, or require requalification.

6. Engineer may use gamma ray, magnetic particle, dye penetrant, trepanning, or other aids to visual inspection to examine any part of welds or all welds.

7. Contractor shall bear costs of retests on defective welds.

8. Contractor shall also bear costs in connection with qualifying welders.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Packing and shipping: Deliver structural steel free from mill scale, rust, and pitting.

B. Storage and protection: Until erection and painting, protect from weather items not galvanized or protected by a shop coat of paint.

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2.01 MATERIALS
A. Unless otherwise specified or indicated on the Drawings, materials shall conform to the following:

Item ASTM Standard
Class, Grade, Type,
or Alloy Number
Carbon Steel
Plate, bars, rolled shapes (except W and WT
shapes), and miscellaneous items
A36 --
Rolled W and WT shapes A992 Grade 50
Hollow structural sections/HSS: Round,
square, or rectangular
(including “pipe” where indicated for structural
members and supports)
A500 Grade C
Stainless Steel
Plate, sheet, and strip A240 Type 304* or 316**
Bars and shapes A276 Type 304* or 316**
* Use Type 304L (low-carbon stainless steel) if material will be welded. ** Use Type 316L (low carbon stainless steel) if material will be welded.

2.02 FASTENERS AND STRUCTURAL HARDWARE
A. General:

1. Materials: Of domestic manufacture.

2. Where fasteners and hardware are specified to be galvanized, hot-dip galvanize in accordance with ASTM A153 or ASTM F2329, unless otherwise specified.

B. All thread rods:

1. Carbon steel:
a. In accordance with ASTM A36 unless otherwise indicated on the Drawings.
b. Nuts: ASTM A194.
c. Washers: ASTM F436.

2. Galvanized carbon steel:
a. In accordance with ASTM A36 unless otherwise indicated on the Drawings, and hot dip galvanized in accordance with ASTM A153. b. Nuts: ASTM A194, hot-dip galvanized in accordance with ASTM A153. c. Washers: ASTM F436, hot-dip galvanized in accordance with ASTM A153.

3. Stainless steel:
a. Units descaled, pickled, and passivated as specified in “Fabrication” in this Section.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05120 (BidSet) b. Threaded rods and nuts to be the products of a single manufacturer/fabricator to ensure proper fit without galling. Ship all thread rods with properly fitting nuts attached.
c. Type 316:
1) Rod: ASTM F593, Group 2, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy of rod (group and UNS designation). 3) Washers: Type 316 stainless steel.

C. Anchor bolts, anchor rods, and post-installed steel anchors: As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

D. High-strength bolts:

1. Provide high-strength bolt assembly, with nuts, hardened flat washers, and compressible-washer-type direct tension indicators. Carbon steel - Uncoated:
a. Bolts: Plain heavy hex structural bolts in accordance with ASTM F3125, Grade A325, Type 1.
b. Nuts: Heavy hex nuts in accordance with ASTM A563, Grade C. c. Washers:
1) Adjacent to normal, oversized, and short-slotted holes: Circular, square, or rectangular beveled, clipped, or extra thick washers in accordance with ASTM F436, Type 1. Flat circular washers unless otherwise indicated on the Drawings.
2) Adjacent to long slotted holes: Fabricated from 5/16-inch thick plate conforming to ASTM A36.
d. Load indicator devices: At slip critical connections, provide one of the following devices at each bolt:
1) Compressible washer type direct tension indicators (“DTI”): In accordance with ASTM F959, Type 325-1.
2) Twist-off type tension-control bolt assemblies: ASTM F3125, Grade F1852.

2. Carbon steel - Galvanized:
a. Bolt and nut assemblies fabricated, galvanized, tested for rotational capacity, and shipped accordance with the provisions ASTM F3125, Grade A325, and the RCSC Specification.
b. Bolts, nuts, and washers: Hot-dip galvanized in accordance with ASTM F2329.
c. Bolts: Plain heavy hex structural bolts in accordance with ASTM F3125, Grade A325, Type 1 and galvanized as specified.
d. Nuts: Heavy hex nuts in accordance with ASTM A563, Grade DH, galvanized as specified, and lubricated in accordance with ASTM A563, Supplementary Requirement S1 to minimize galling.
e. Washers:
1) Adjacent to normal, oversized, and short-slotted holes: Circular, square, or rectangular beveled, clipped, or extra thick washers in accordance with ASTM F436, Type 1 and galvanized as specified.

Flat circular washers unless otherwise indicated on the Drawings. 2) Adjacent to long slotted holes: 5/16-inch thick plate washer fabricated from steel conforming to ASTM A36, and galvanized in accordance with ASTM A123.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05120 (BidSet) f. Load indicator devices: At slip critical connections, provide one of the following devices at each bolt:
1) Compressible washer type direct tension indicators (“DTI”): In accordance with ASTM F959, Type 325-1, with mechanically deposited zinc coating conforming to ASTM B695, Class 55. 2) Twist-off type tension-control bolt assemblies: ASTM F3125, Grade F1852 with mechanically deposited zinc coating conforming to ASTM B695, Class 55.

E. Stainless steel bolts (for use in stainless steel structures):

1. General:
a. Bolts and nuts shall be the products of a single manufacturer/fabricator to ensure proper fit without galling. Ship bolts with properly fitting nuts attached.
b. Units descaled, pickled and passivated as specified in “Fabrication."

2. Type 316:
a. Bolts: ASTM F593, Group 2, Condition CW, coarse threads. b. Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
c. Washers: Type 316 stainless steel.

2.03 ISOLATING SLEEVES AND WASHERS
A. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

2.04 GALVANIZED SURFACE REPAIR
A. Manufacturers: The following or equal:

1. Jelt, Galvinox.

2.05 THREAD COATING
A. Manufacturers: One of the following or equal:

1. Bostik, Never-Seez.

2. Oil Research, Inc., WLR No. 111.

2.06 SUPPLEMENTARY PARTS
A. Furnish as required for complete structural steel erection, whether or not such parts and Work are specified or indicated on the Drawings.

2.07 FABRICATION
A. Shop assembly:

1. Fabricate structural steel in accordance with AISC 360 and AISC 303 unless otherwise specified or modified by applicable regulatory requirements.

2. Where anchors, connections, or other details of structural steel are not specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.

3. Round off sharp and hazardous projections and grind smooth.

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4. Take measurements necessary to properly fit work in the field. Take responsibility for and be governed by the measurements and proper working out of all the details.

5. Take responsibility for correct fitting of metalwork.

6. Welded connections:
a. Comply with AWS requirements for the metals to be welded. b. Weld only in accordance with approved Welding Procedure Specifications.
c. Keep Welding Procedure Specifications readily available for welders and inspectors during fabrication processes.

B. Stainless steel shapes and assemblies:

1. For structural members such as W shapes, S shapes, channels, angles, and similar rolled shapes not available in quantity, size, and type of stainless steel specified or indicated on the Drawings:
a. Fabricate shapes using laser-fused, full penetration welds between pieces of plate to attain same or higher section modulus and moment of inertia as that of members indicated on the Drawings.
b. Fabricate shapes from dual grade stainless steel.
c. Fabricate beams and channels to ASTM A6 tolerances.
d. Manufacturers: The following or equal:
1) Stainless Structural, LLC.

2. Cleaning and passivation:
a. Following shop fabrication of stainless steel members and bolts, clean and passivate fabrications at point of manufacture.
b. Finish requirements: Remove free iron, heat tint oxides, weld scale and other impurities, and obtain a bright passive finished surface with no etching, pitting, frosting, or discoloration.
c. Provide quality control testing to verify effectiveness of cleaning agents and procedures and to confirm that finished surfaces are clean and passivated.
1) Conduct sample runs using test specimens with proposed cleaning agents and procedures as required to avoid adverse effects on surface finishes and base materials.
d. Pre-clean, chemically de-scale (“pickle”), passivate, and final-clean fabrications in accordance with the requirements of ASTM A380. 1) If degreasing is required before cleaning (pickling) to remove scale or iron oxide, cleaning with citric acid treatments is permissible; however, such treatments shall be followed inorganic cleaners. 2) Pickle and passivate stainless steel using a nitric acid solution in accordance with ASTM A380, Annex A2, Table A2.1, Part II. 3) Pickling by citric acid treatment or sulfuric acid treatment is not considered to satisfy the requirements of this Section. e. Inspect after cleaning using methods specified for “gross inspection” in ASTM A380.
f. Improperly or poorly cleaned and passivated materials shall not be shipped and will not be accepted at the site.

C. Galvanized carbon steel:

1. Where galvanizing is required, hot-dip structural steel after fabrication in accordance with ASTM A123:

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2. Do not electro-galvanize or mechanically-galvanize unless specified or accepted by Engineer.

3. Re-straighten galvanized items that bend or twist during galvanizing.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions: Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.

3.02 ERECTION
A. General:

1. Fabricate structural and foundry items to true dimensions without warp or twist.

2. Form welded closures neatly, and grind off smooth where weld material interferes with fit or is unsightly.

3. Install structural items accurately and securely, true to level, plumb, in correct alignment and grade, with all parts bearing or fitting structure or equipment for which intended.

4. Do not shift out of alignment, re-drill, re-shape, or force fit fabricated items.

5. Place anchor bolts or other anchoring devices accurately and make surfaces that bear against structural items smooth and level.

6. Rigidly support and brace structural items needing special alignment to preserve straight, level, even, and smooth lines. Keep structural items braced until concrete, grout, or dry pack mortar has hardened for 48 hours minimum.

7. Erect structural steel in accordance with AISC 303 unless otherwise specified or modified by applicable regulatory requirements.

8. Where anchors, connections, and other details of structural steel erection are not specifically indicated on the Drawings or specified, form, locate, and attach with equivalent in quality and workmanship to items specified.

9. Round off sharp or hazardous projections and grind smooth.

10. Paint or coat steel items as specified in Section 09960 - High-Performance Coatings.

B. Stainless steel. Take all necessary precautions to avoid iron contamination of stainless steel during delivery, storage, and handling.

1. Segregate stainless steel from iron.

2. Tools and handling devices.
a. Do not use iron tools clamps, chokes, working surfaces, or brushes when fabricating, handling, and erecting stainless steel.
b. Do not use tools that have been contaminated by contact with iron. c. Use stainless steel, polymer coated, or wood tools and handling equipment. Do not use tools that have been contaminated by contact with iron or steel.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05120 (BidSet) C. Welding: General:

1. Make welds full penetration type, unless otherwise indicated on the Drawings.

2. Remove backing bars and weld tabs after completion of weld. Repair defective welds observed after removal of backing bars and weld tabs.

D. Welding: Carbon steel:

1. General: In accordance with AWS D1.1:
a. Weld ASTM A36 and A992 structural steel, and ASTM A500 and A501 structural tubing with electrodes in accordance with AWS A5.1, using E70XX electrodes; AWS A5.17, using F7X-EXXX electrodes; or AWS A5.20, using E7XT-X electrodes:
b. Field repair cut or otherwise damaged galvanized surfaces to equivalent original condition using a galvanized surface repair.

E. Welding - stainless steel:

1. General: In accordance with AWS D1.6.

2. Field welding of stainless steel will not be permitted.

F. Interface with other products:

1. Where steel members and fasteners come in contact with dissimilar metals (aluminum, stainless steel, etc.), separate or isolate the dissimilar metals with isolating sleeves and washers as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

G. Fasteners: General:

1. Install bolts to project 2 threads minimum, but 1/2 inch maximum beyond nut.

2. Anchor bolts and anchor rods: Install as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry. a. Unless otherwise specified, tighten nuts on anchor bolts and anchor rods specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry to the "snugtight" condition.

H. Fasteners: High-strength carbon steel bolts:

1. Connections with high-strength bolts shall in accordance with RCSC Specification for Structural Joints Using High-Strength Bolts.

2. Provide pre-tensioned joints at bolted connections, except where slip critical connections are indicated on the Drawings.

3. Joints: Slip-critical.
a. Confirm that faying surfaces at connections are free of dirt and other foreign material, have been blast cleaned, and are free of coatings and inadvertent overspray in accordance with RCSC Specification. b. Furnish hardened flat washers in accordance with ASTM F436:
1) On outer plies with slotted holes.
2) When 1 or more plies of the connected material has a yield strength less than 40 ksi.
3) Under element, nut, or bolt head, turned in tightening. c. Install tension indicator washers, placed in accordance with ASTM F959 Figure X1, to confirm adequate tightening of bolts.
d. Tighten bolts to full pretension.

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4. Joints: Pre-tensioned.
a. Joint preparation, assembly, and tightening shall be as specified for slip-critical connections, except that the requirements for un-coated faying surfaces shall not apply.

I. Fasteners: Stainless steel bolts:

1. Connections shall be snugtight joints unless otherwise indicated on the Drawings.

2. Prior to installing nuts, coat threads of stainless steel fasteners with thread coating to prevent galling of threads.

3. Rotate nuts using a slow, smooth action without interruptions. Avoid over-tightening.

3.03 FIELD QUALITY CONTROL
A. Provide quality control as specified in Section 01450 - Quality Control.

3.04 FIELD QUALITY ASSURANCE
A. Provide quality assurance as specified in Section 01450 - Quality Control.

B. Special inspections, special tests, and structural observation:

1. Provide as specified in Section 01455 - Regulatory Quality Assurance.

END OF SECTION

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MECHANICAL ANCHORING AND FASTENING TO CONCRETE AND MASONRY PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Cast-in anchors and fasteners:
a. Anchor bolts.

2. Post-installed steel anchors and fasteners:
a. Concrete anchors.

3. Appurtenances for anchoring and fastening:
a. Anchor bolt sleeves.
b. Isolating sleeves and washers.
c. Thread coating for threaded stainless steel fasteners.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 355.2 - Qualification of Post-Installed Mechanical Anchors in Concrete & Commentary.

B. American National Standards Institute (ANSI):

1. B212.15 - Cutting Tools - Carbide-tipped Masonry Drills and Blanks for Carbide-tipped Masonry Drills.

C. American Welding Society (AWS):

1. D1.1 - Structural Welding Code - Steel.

2. D1.6 - Structural Welding Code - Stainless Steel.

D. ASTM International (ASTM):

1. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded and Seamless.

2. A108 - Standard Specification for Steel Bars, Carbon and Alloy, Cold Finished.

3. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

4. A153 - Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware.

5. A240 - Standard Specification for Chromium and Chromium Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications.

6. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.

7. A563 - Standard Specification for Carbon and Alloy Steel Nuts.

8. B633 - Standard Specification for Electrodeposited Coatings of Zinc on Iron and Steel.

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9. B695 - Standard Specification for Coatings of Zinc Mechanically Deposited on Iron and Steel.

10. E488 - Standard Test Methods for Strength of Anchors in Concrete Elements.

11. F436 - Standard Specification for Hardened Steel Washers.

12. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws and Studs.

13. F594 - Standard Specification for Stainless Steel Nuts.

14. F1554 - Standard Specification for Anchor Bolts, Steel, 36, 55 and 105-ksi Yield Strength.

15. F2329 - Standard Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners.

E. International Code Council Evaluation Service, Inc. (ICC-ES):

1. AC193 - Acceptance Criteria for Mechanical Anchors in Concrete Elements.

1.03 DEFINITIONS
A. Built-In Anchor: Headed bolt or assembly installed in position before filling surrounding masonry units with grout.

B. Cast-In Anchor: Headed bolt or assembly installed in position before placing plastic concrete around.

C. Overhead Installations: Fasteners installed on overhead surfaces where the longitudinal axis of the fastener is more than 60 degrees above a horizontal line so that the fastener resists sustained tension loads.

D. Passivation: Chemical treatment of stainless steel with a mild oxidant for the purpose of enhancing the spontaneous formation of the steel’s protective passive film.

E. Post-Installed Anchor: Fastener or assembly installed in hardened concrete or finished masonry construction, typically by drilling into the structure and inserting a steel anchor assembly.

F. Terms relating to structures or building environments as used with reference to anchors and fasteners:

1. Corrosive locations: Describes interior and exterior locations as follows:
a. Locations used for delivery, storage, transfer, or containment (including spill containment) of chemicals used for plant treatment processes.

2. Wet and moist locations: Describes locations, other than “corrosive locations,” that are submerged, are immediately above liquid containment structures, or are subject to frequent wetting, splashing, or wash down. Includes:
a. Exterior portions of buildings and structures.
b. Liquid-containing structures:
1) Locations at and below the maximum operating liquid surface elevation.
2) Locations above the maximum operating liquid surface elevation and:
a) Below the top of the walls containing the liquid.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05190 (BidSet) b) At the inside faces and underside surfaces of a structure enclosing or spanning over the liquid (including walls, roofs, slabs, beams, or walkways enclosing the open top of the structure).
c. Liquid handling equipment:
1) Bases of pumps and other equipment that handles liquids. d. Indoor locations exposed to moisture, splashing, or routine wash down during normal operations, including floors with slopes toward drains or gutters.
e. Other locations indicated on the Drawings.

3. Other locations:
a. Interior dry areas where the surfaces are not exposed to moisture or humidity in excess of typical local environmental conditions.

1.04 SUBMITTALS
A. General:

1. Submit as specified in Section 01330 - Submittal Procedures.

2. Submit information listed for each type of anchor or fastener to be used.

B. Action submittals:

1. Product data:
a. Cast-in anchors:
1) Manufacturer’s data including catalog cuts showing anchor sizes and configuration, materials, and finishes.
b. Post-installed anchors:
1) For each anchor type, manufacturer’s data including catalog cuts showing anchor sizes and construction, materials and finishes, and load ratings.

2. Samples:
a. Samples of each type of anchor, including representative diameters and lengths, if requested by the Engineer.

3. Certificates:
a. Cast-in anchors:
1) Mill certificates for steel anchors that will be supplied to the site. b. Post-installed anchors:
1) Manufacturer’s statement or certified test reports demonstrating that anchors that will be supplied to the site comply with the materials properties specified.

4. Test reports:
a. Post-installed anchors: For each anchor type used for the Work:
1) Current ICC-ES Report (ESR) demonstrating:
a) Acceptance of that anchor for use under the building code specified in Section 01410 - Regulatory Requirements.

5. Manufacturer’s instructions:
a. Requirements for storage and handling.
b. Recommended installation procedures including details on drilling, hole size (diameter and depth), hole cleaning and preparation procedures, anchor insertion, and anchor tightening.
c. Requirements for inspection or observation during installation.

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6. Qualification statements:
a. Post-installed anchors: Installer qualifications:
1) Submit list of personnel performing installations and include date of manufacturer’s training for each.

1.05 QUALITY ASSURANCE
A. Qualifications:

1. Post installed anchors shall be in accordance with building code specified in Section 01410 - Regulatory Requirements.

B. Special inspection:

1. Provide special inspection of post-installed anchors as specified in Section 01455 - Regulatory Quality Assurance and this Section.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver post-installed anchors in manufacturer’s standard packaging with labels visible and intact. Include manufacturer’s installation instructions.

B. Handle and store anchors and fasteners in accordance with manufacturer’s recommendations and as required to prevent damage.

C. Protect anchors from weather and moisture until installation.

1.07 PROJECT CONDITIONS
A. Seismic Design Category (SDC) for structures is indicated on the Drawings.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. General:

1. Furnish threaded fasteners with flat washers and hex nuts fabricated from materials corresponding to the material used for threaded portion of the anchor:
a. Cast-in anchors: Provide flat washers and nuts as listed in the ASTM standard for the anchor materials specified.
b. Post-installed anchors: Provide flat washers and nuts supplied for that product by the manufacturer of each anchor.

2. Size of anchors and fasteners, including diameter and length or minimum effective embedment depth: As indicated on the Drawings or as specified in this Section. In the event of conflicts, contact Engineer for clarification.

3. Where anchors and connections are not specifically indicated on the Drawings or specified, their material, size and form shall be equivalent in quality and workmanship to items specified.

B. Materials:

1. Provide and install anchors of materials as in this Section.

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2.02 CAST-IN ANCHORS AND FASTENERS
A. Anchor bolts:

1. Description:
a. Straight steel rod having one end with an integrally forged head, and one threaded end. Embedded into concrete with the headed end cast into concrete at the effective embedment depth indicated on the Drawings or specified, and with the threaded end left to project clear of concrete face as required for the connection to be made.
b. Furnish anchor bolts with heavy hex forged head or equivalent acceptable to Engineer.
1) Rods or bars with angle bend for embedment in concrete (i.e., “L” or “J” shaped anchor bolts) are not permitted in the Work.

2. Materials:
a. Type 316 stainless steel:
1) Bolts: ASTM F593, Group 2, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
3) Washers: Type 316 stainless steel.
b. Galvanized steel:
1) Hot-dip galvanized coating in accordance with ASTM F2329. 2) Bolt: ASTM F1554, Grade 36, heavy hex, coarse thread. 3) Nuts: ASTM A563, Grade A, heavy hex, threads to match bolt. 4) Washers: ASTM F436, Type 1.

2.03 POST-INSTALLED ANCHORS AND FASTENERS - ADHESIVE
A. Epoxy bonding of reinforcing bars, all thread rods, and threaded inserts in concrete:

As specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.

2.04 POST-INSTALLED ANCHORS AND FASTENERS - MECHANICAL
A. General:

1. Post-installed anchors used for the Work shall hold a current ICC Evaluation Service Report demonstrating acceptance for use under the building code specified in Section 01410 - Regulatory Requirements. Conditions of use: The acceptance report shall indicate acceptance of the product for use under the following conditions:
a. In regions of concrete where cracking has occurred or may occur. b. To resist short-term loads due to wind forces.
c. To resist short-term loading due to seismic forces for the Seismic Design Category of the structure where the product will be used.

2. Substitutions: When requesting product substitutions, submit calculations, indicating the diameter, effective embedment depth and spacing of the proposed anchors, and demonstrating that the substituted product will provide

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05190 (BidSet) load resistance that is equal to or greater than that provided by the anchors listed in this Section.
a. Calculations shall be prepared by and shall bear the signature and seal of a Professional Engineer licensed in the State of California. b. Decisions regarding the acceptability of proposed substitutions shall be at the discretion of the Engineer.

B. Concrete anchors:

1. Description. Post-installed anchor assembly consisting of a threaded stud and a surrounding wedge expansion sleeve that is forced outward by torquing the center stud to transfer loads from the stud to the concrete through bearing, friction, or both. (Sometimes referred to as “expansion anchors” or “wedge anchors.”)
a. Do not use slug-in, lead cinch, and similar systems relying on deformation of lead alloy or similar materials to develop holding power.

2. Concrete anchors for anchorage to concrete:
a. Acceptance criteria:
1) Concrete anchors shall have a current ICC-ES Report demonstrating that the anchors have been tested and qualified for performance in both cracked and un-cracked concrete, and for short-term loading due to wind and seismic forces for Seismic Design Categories A through F in accordance with ACI 355.2 and with ICC-ES AC193 (including all mandatory tests and optional tests for seismic tension and shear in cracked concrete).
2) Concrete anchor performance in the current ICC-ES Report shall be “Category 1” as defined in ACI 355.2.
b. Manufacturers: One of the following or equal:
1) Hilti, Kwik Bolt TZ2 Expansion Anchor.
2) DEWALT/Powers, PowerStud.
3) Simpson Strong-Tie, Strong Bolt 2 Wedge Anchor.
c. Materials. Integrally threaded stud, wedge, washer, and nut:
1) Stainless steel: Type 316.
2) Galvanized: Carbon steel, zinc plated in accordance with ASTM B633, minimum 5 microns (Fe/Zn 5).

2.05 APPURTENANCES FOR ANCHORING AND FASTENING
A. Anchor bolt sleeves:

1. Having inside diameter approximately 2 inches greater than bolt diameter and minimum 10-bolt diameters long.

2. Plastic sleeves:
a. High-density polyethylene, corrugated sleeve, threaded to provide adjustment of location on the anchor bolt.
b. Manufacturers: The following or equal:
1) Portland Bolt & Manufacturing Co.

B. Isolating sleeves and washers:

1. Manufacturers: One of the following or equal:
a. Central Plastics Co.
b. Allied Corrosion Industries.

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2. Sleeves: Mylar, 1/32-inch thick, 4,000 volts per mil dielectric strength, of proper size to fit bolts and extending half way into both steel washers.

3. One sleeve required for each bolt.

4. Washers: The inside diameter of all washers shall fit over the isolating sleeve, and both the steel and isolating washers shall have the same inside diameter and outside diameter:
a. Proper size to fit bolts.
b. Two 1/8-inch thick steel washers for each bolt.
c. G3 Phenolic: 2 insulating washers are required for each bolt:
1) Thickness: 1/8 inch.
2) Base material: Glass.
3) Resin: Phenolic.
4) Water absorption: 2 percent.
5) Hardness (Rockwell): 100.
6) Dielectric strength: 450 volts per mil.
7) Compression strength: 50,000 pounds per square inch. 8) Tensile strength: 20,000 pounds per square inch.
9) Maximum operating temperature: 350 degrees Fahrenheit.

C. Coating for repair of galvanized surfaces:

1. Manufacturers: The following or equal:
a. Jelt, Galvinox.

D. Thread coating: For use with threaded stainless steel fasteners:

1. Manufacturers: One of the following or equal:
a. Bostik, Never-Seez.
b. Oil Research, Inc., WLR No. 111.

PART 3 EXECUTION

3.01 EXAMINATION
A. Examine Work in place to verify that it is satisfactory to receive the Work of this Section. If unsatisfactory conditions exist, do not begin this Work until such conditions have been corrected.

3.02 INSTALLATION: GENERAL
A. Where anchors and fasteners are not specifically indicated on the Drawings or specified, make attachments with materials specified in this Section.

B. Substitution of anchor types:

1. Post-installed anchors may not be used as an alternative to cast-in/built-in anchors at locations where the latter are indicated on the Drawings.

2. Cast-in/built-in anchors may be used as an alternative to post-installed mechanical anchors at locations where the latter are indicated on the Drawings.

C. Protect products from damage during installation. Take special care to protect threads and threaded ends.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05190 (BidSet) D. Accurately locate and position anchors and fasteners:

1. Unless otherwise indicated on the Drawings, install anchors perpendicular to the surfaces from which they project.

2. Install anchors so that at least 2 threads, but not more than 1/2 inch of threaded rod, projects past the top nut.

E. Interface with other products:

1. Where steel anchors come in contact with dissimilar metals (aluminum, stainless steel, etc.), use stainless steel anchors and separate or isolate dissimilar metals using isolating sleeves and washers.

2. Prior to installing nuts, coat threads of stainless steel fasteners with thread coating to prevent galling of threads.

3.03 INSTALLATION: CAST-IN ANCHORS
A. General:

1. Accurately locate cast-in and built-in anchors.
a. Provide anchor setting templates to locate anchor bolts and anchor rods.

Secure templates to formwork.
b. Brace or tie off embedments as necessary to prevent displacement during placement of plastic concrete or of surrounding masonry construction. c. Position and tie cast-in and built-in anchors in place before beginning placement of concrete or grout. Do not “stab” anchors into plastic concrete, mortar, or grout.
d. Do not allow cast-in anchors to touch reinforcing steel. Where cast-in anchors are within 1/4 inch of reinforcing steel, isolate the metals by wrapping the anchors with a minimum of 4 wraps of 10-mil polyvinyl chloride tape in area adjacent to reinforcing steel.

2. For anchoring at machinery bases subject to vibration, use 2 nuts, with 1 serving as a locknut.

3. Where anchor bolts or anchor rods are indicated on the Drawings as being for future use, thoroughly coat exposed surfaces that project from concrete or masonry with non-oxidizing wax. Turn nuts down full length of the threads, and neatly wrap the exposed thread and nut with a minimum of 4 wraps of 10-mil waterproof polyvinyl tape.

B. Anchor bolts:

1. Minimum effective embedment: 10-bolt diameters, unless a longer embedment is indicated on the Drawings.

2. Where indicated on the Drawings, set anchor bolts in plastic, galvanized steel or stainless steel sleeves to allow for adjustment. Fill sleeves with grout when a machine or other equipment is grouted in place.

3.04 INSTALLATION: POST-INSTALLED ADHESIVE ANCHORS
A. Epoxy and acrylic adhesive bonding of reinforcing bars, all thread rods, and internally threaded inserts in concrete: As specified in Section 03055 - Adhesive-Bonded Reinforcing Bars and All Thread Rods in Concrete.

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3.05 INSTALLATION: POST-INSTALLED MECHANICAL ANCHORS
A. General:

1. Install anchors in accordance with the manufacturer’s instructions, ACI 355.2, the anchor’s ICC-ES Report. Where conflict exists between the ICC-ES Report and the requirements in this Section, the requirements of the ICC-ES Report shall control.

2. Where anchor manufacturer recommends the use of special tools and/or specific drill bits for installation, provide and use such tools.

3. After anchors have been positioned and inserted into concrete or masonry, do not:
a. Remove and reuse/reinstall anchors.
b. Loosen or remove bolts or studs.

B. Holes drilled into concrete and masonry:

1. Do not drill holes in concrete or masonry until the material has achieved its minimum specified compression strength (f’c or f’m).

2. Accurately locate holes:
a. Before drilling holes, use a reinforcing bar locator to identify the position of all reinforcing steel, conduit, and other embedded items within a 6-inch radius of each proposed hole.
b. If the hole depth exceeds the range of detection for the rebar locator, the Engineer may require radiographs of the area designated for investigation before drilling commences.

3. Exercise care to avoid damaging existing reinforcement and other items embedded in concrete and masonry.
a. If embedments are encountered during drilling, immediately stop work and notify the Engineer. Await Engineer’s instructions before proceeding.

4. Unless otherwise indicated on the Drawings, drill holes perpendicular to the concrete surface into which they are placed.

5. Drill using anchor manufacturer’s recommended equipment and procedures:
a. Unless otherwise recommended by the manufacturer, drill in accordance with the following:
1) Drilling equipment: Electric or pneumatic rotary type with light or medium impact. Where edge distances are less than 2 inches, use lighter impact equipment to prevent micro-cracking and concrete spalling during drilling process.
2) Drill bits: Carbide-tipped in accordance with ANSI B212-15. Hollow drills with flushing air systems are preferred.

6. Drill holes at manufacturer’s recommended diameter and to depth required to provide the effective embedment indicated.

7. Clean and prepare holes as recommended by the manufacturer and as required by the ICC-ES Report for that anchor.
a. Unless otherwise recommended by anchor manufacturer, remove dust and debris using brushes and clean compressed air.
b. Repeat cleaning process as required by the manufacturer’s installation instructions.
c. When cleaning holes for stainless steel anchors, use only stainless steel or non-metallic brushes.

Mechanical Anchoring and Fastening to Concrete and Masonry 05190-10 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05190 (BidSet) C. Insert and tighten (or torque) anchors in full compliance with the manufacturer’s installation instructions:

1. Once anchor is tightened (torque), do not attempt to loosen or remove its bolt or stud.

D. Concrete anchors: Minimum effective embedment lengths unless otherwise indicated on the Drawings:

Concrete Anchors
Nominal
Diameter
Minimum Effective Embedment Length Minimum Member
In Concrete In Grouted Masonry Thickness
3/8 inch 2 1/2 inch 2 5/8 inch 8 inch
1/2 inch 3 1/2 inch 3 1/2 inch 8 inch
5/8 inch 4 1/2 inch 4 1/2 inch 10 inch
3/4 inch 5 inch 5 1/4 inch 12 inch

3.06 FIELD QUALITY CONTROL
A. Contractor shall provide quality control over the Work of this Section as specified in Section 01450 - Quality Control:

1. Expenses associated with work described by the following paragraphs shall be paid by the Contractor.

B. Post-installed anchors:

1. Review anchor manufacturer’s installation instructions and requirements of the Evaluation Service Report (hereafter referred to as “installation documents”) for each anchor type and material.

2. Observe hole-drilling and cleaning operations for conformance with the installation documents.

3. Certify in writing to the Engineer that the depth and location of anchor holes, and the torque applied for setting the anchors conforms to the requirements of the installation documents.

3.07 FIELD QUALITY ASSURANCE
A. Construction Manager will provide on-site observation and field quality assurance for the Work of this Section:

1. Expenses associated with work described by the following paragraphs shall be paid by the City.

B. Field inspections and special inspections:

1. Required inspections: Observe construction for conformance to the approved Contract Documents, the accepted submittals, and manufacturer’s installation instructions for the products used.

2. Record of inspections:
a. Maintain record of each inspection.
b. Submit copies to Engineer upon request.

3. Statement of special inspections: At the end of the project, prepare and submit to the Engineer and the authority having jurisdiction inspector’s statement that

Mechanical Anchoring and Fastening to Concrete and Masonry 05190-11 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05190 (BidSet) the Work was constructed in general conformance with the approved Contract Documents, and that deficiencies observed during construction were resolved.

C. Special inspections: Anchors cast into concrete and built into masonry.

1. Provide special inspection during positioning of anchors and placement of concrete or masonry (including mortar and grout) around the following anchors:
a. Anchor bolts.

2. During placement, provide continuous special inspection at each anchor location to verify that the following elements of the installation conform to the requirements of the Contract Documents.
a. Anchor:
1) Type and dimensions.
2) Material: Galvanized steel, Type 304 stainless steel, or Type 316 stainless steel as specified in this Section or indicated on the Drawings.
3) Positioning: Spacing, edge distances, effective embedment, and projection beyond the surface of the construction.
4) Reinforcement at anchor: Presence, positioning, and size of additional reinforcement at anchors indicated on the Drawings.

3. Following hardening and curing of the concrete or masonry surrounding the anchors, provide periodic special inspection to observe and confirm the following:
a. Base material (concrete or grouted masonry):
1) Solid and dense concrete or grouted masonry material within required distances surrounding anchor.
2) Material encapsulating embedment is dense and well-consolidated.

D. Special Inspections: Post-installed mechanical anchors placed in hardened concrete and in grouted masonry.

1. Provide special inspection during installation of the following anchors:
a. Concrete anchors.

2. Unless otherwise noted, provide periodic special inspection during positioning, drilling, placing, and torquing of anchors.
a. Provide continuous special inspection for post-installed anchors in “overhead installations” as defined in this Section.

3. Requirements for periodic special inspection:
a. Verify items listed in the following paragraphs for conformance to the requirements of the Contract Documents and the Evaluation Report for the anchor being used. Observe the initial installation of each type and size of anchor, and subsequent installation of the same anchor at intervals of not more than 4 hours.
1) Any change in the anchors used, in the personnel performing the installation, or in procedures used to install a given type of anchor shall require a new “initial inspection.”
b. Substrate: Concrete or masonry surfaces receiving the anchor are sound and of a condition that will develop the anchor’s rated strength. c. Anchor:
1) Manufacturer, type, and dimensions (diameter and length). 2) Material (galvanized, Type 304 stainless steel, or Type 316 stainless steel).

Mechanical Anchoring and Fastening to Concrete and Masonry 05190-12 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05190 (BidSet) d. Hole:
1) Positioning: Spacing and edge distances.
2) Drill bit type and diameter.
3) Diameter, and depth.
4) Hole cleaned in accordance with manufacturer’s required procedures. Confirm multiple repetitions of cleaning when recommended by the manufacturer.
5) Anchor’s minimum effective embedment.
6) Anchor tightening/installation torque.

4. Requirements for continuous special inspection:
a. The special inspector shall observe all aspects of anchor installation, except that holes may be drilled in his/her absence provided that he/she confirms the use of acceptable drill bits before drilling, and later confirms the diameter, depth, and cleaning of drilled holes.

E. Field tests:

1. City or Construction Manager may, at any time, request testing to confirm that materials being delivered and installed conform to the requirements of the Specifications.
a. If such additional testing shows that the materials do not conform to the specified requirements, the Contractor shall pay the costs of these tests. b. If such additional testing shows that the materials do conform to the specified requirements, the City shall pay the costs of these tests.

3.08 NON-CONFORMING WORK
A. Remove misaligned or non-performing anchors.

B. Fill empty anchor holes and repair failed anchor locations as specified in Section 03600 – Grouting, using high-strength, non-shrink, non-metallic grout.

3.09 SCHEDULES
A. Stainless steel. Provide and install stainless steel anchors at the following locations:

1. “Corrosive locations” as defined in this Section: Type 316 stainless steel.

2. “Wet and moist locations” as defined in this Section: Type 316 stainless steel.

3. “Other locations:”
a. For connecting stainless steel members to concrete or masonry: Type 304 stainless steel.
b. For connecting aluminum members to concrete or masonry.

4. At locations indicated on the Drawings.

B. Galvanized: Provide and install galvanized carbon steel anchors at the following locations:

1. Locations not requiring stainless steel.

2. At locations indicated on the Drawings.

Mechanical Anchoring and Fastening to Concrete and Masonry 05190-13 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05190 (BidSet) C. Provide and install anchor materials as scheduled in the following Table.

Table - Required Anchoring Materials by Location
Location/Exposure Materials Notes

1. Anchors into concrete and grouted masonry for attachment of carbon steel, including structural steel and other steel fabrications:
a) Interior dry areas Carbon steel - galvanized
b) Locations with galvanized
steel structures or fabrications
Stainless steel - Type 304 or 316 1
c) Exterior and interior wet and
moist locations
Stainless steel - Type 316 1
d) Corrosive locations Stainless steel - Type 316 1

2. Anchors into concrete and grouted masonry for attachment of aluminum, stainless steel, or fiber-reinforced plastic (FRP) shapes and fabrications:
a) Interior dry areas Stainless steel - Type 304 or 316 1 b) Exterior and interior wet and
moist locations
Stainless steel - Type 316 1
c) Corrosive locations Stainless steel - Type 316 1

3. Anchors for attaching equipment and its appurtenances:
a) All locations Stainless steel - Type 316 (unless
Type 304 is specifically indicated in
the specifications for the equipment.)
1 Notes:
(1) Where anchors are in contact with a metal that differs from that of the anchor, provide isolation sleeves and washers.

END OF SECTION

Metal Fabrications
05500-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) SECTION 05500

METAL FABRICATIONS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Handrails and guardrails.

2. Ladders.

3. Manhole frames and covers.

4. Metal gratings.

5. Metal tread plate.

6. Miscellaneous metals.

7. Associated accessories to the above items.

1.02 REFERENCES
A. Aluminum Association (AA):

1. DAF-45: Designations from Start to Finish.
a. M12-C22-A41.

B. American Association of State Highway and Transportation Officials (AASHTO):

1. Standard Specifications for Highway Bridges.

C. ASTM International (ASTM):

1. A36 - Standard Specification for Carbon Structural Steel.

2. A48 - Standard Specification for Gray Iron Castings.

3. A53 - Standard Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated, Welded, and Seamless.

4. A123 - Standard Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel Products.

5. A240 - Standard Specification for Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels for General Applications.

6. A276 - Standard Specification for Stainless Steel Bars and Shapes.

7. A307 - Standard Specification for Carbon Steel Bolts and Studs, 60,000 PSI Tensile Strength.

8. A380 - Standard Practice for Cleaning, Descaling, and Passivation of Stainless Steel Parts, Equipment, and Systems.

9. A489 - Standard Specification for Carbon Steel Lifting Eyes.

10. A500 - Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes.

11. A501 - Standard Specification for Hot-Formed Welded and Seamless Carbon Steel Structural Tubing.

12. A635 - Standard Specification for Steel, Sheet and Strip, Heavy-Thickness Coils, Hot-Rolled, Alloy, Carbon, Structural, High-Strength Low-Alloy, and High-Strength Low-Alloy with Improved Formability, General Requirements for.

Metal Fabrications
05500-2 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet)

13. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

14. A992 - Standard Specification for Structural Steel Shapes.

15. B209 - Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate.

16. B221 - Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

17. B308 - Standard Specification for Aluminum-Alloy 6061-T6 Standard Structural Profiles.

18. B429 - Standard Specification for Aluminum-Alloy Extruded Structural Pipe and Tube.

19. F593 - Standard Specification for Stainless Steel Bolts, Hex Cap Screws and Studs.

20. F3125 - Standard Specification for High Strength Structural Bolts, Steel and Alloy Steel, Heat Treated, 120 ksi and 150 ksi Minimum Tensile Strength.

D. American Welding Society (AWS):

1. A2.4 - Standard Symbols for Welding, Brazing, and Nondestructive Examination.

E. Occupational Safety and Health Administration (OSHA).

1.03 DEFINITIONS
A. Passivation: Removal of exogenous iron or iron compounds from the surface of a stainless steel by means of chemical dissolution resulting from treatment with an acid solution that removes the surface contamination but does not significantly affect the stainless steel itself.

1.04 SUBMITTALS
A. Product Data:

1. Handrails and guardrails.

2. Manhole frames and covers.

3. Metal grating.

B. Shop drawings:

1. Handrails and guardrails:
a. Including details on connection attachments, gates, kick plates, ladders, and angles.
b. Indicate profiles, sizes, connection attachments, reinforcing, anchorage, size and type of fasteners, and accessories.
c. Include erection drawings, elevations, and details where applicable. d. Indicate welded connections using standard AWS A2.4 welding symbols.

Indicate net weld lengths.

2. Ladders.

3. Metal grating.

4. Metal tread plate.

5. Miscellaneous metals.

Metal Fabrications
05500-3 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) C. Samples:

1. Guardrails with specified finishes.

D. Quality control submittals:

1. Design data.

2. Test reports:
a. Guardrails: 3 copies of certified tests performed by an independent testing laboratory certifying that guardrails meet current State and OSHA strength requirements.
b. Gratings:
1) Grating manufacturers' calculations showing that gratings will meet specified design load, stress, and deflection requirements for each size grating for each span.
2) Reports of tests performed.

PART 2 PRODUCTS

2.01 MATERIALS
A. General: Unless otherwise specified or indicated on the Drawings, structural and miscellaneous metals in accordance with the standards of the ASTM, including the following:

Item
ASTM
Standard No.

Class, Grade
Type or Alloy No.

Cast Iron
Cast iron A48 Class 40B
Steel
Galvanized sheet iron or steel A653 Coating G90
Coil (plate) A635 --
Structural plate, bars, rolled shapes, and
miscellaneous items (except W shapes).

A36 --
Rolled W shapes A992 Grade 50
Standard bolts, nuts, and washers A307 --
High strength bolts, nuts, and hardened
flat washers
F3125, Grade A325 --
Eyebolts A489 Type 1
Tubing, cold-formed A500 --
Tubing, hot-formed A501 --
Steel pipe A53 Grade B

Metal Fabrications
05500-4 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) Item
ASTM
Standard No.

Class, Grade
Type or Alloy No.

Stainless Steel
Plate, sheet, and strip A240 Type 304* or 316**
Bars and shapes A276 Type 304* or 316**
Bolts (Type 304) F593 Group 1 Condition CW
Bolts (Type 316) F593 Group 2 Condition CW
Aluminum
Flashing sheet aluminum B209 Alloy 5005-H14,

0.032 inches minimum
thickness
Structural sheet aluminum B209 Alloy 6061-T6
Structural aluminum B209
B308
Alloy 6061-T6
Extruded aluminum B221 Alloy 6063-T42
* Use Type 304L if material will be welded.
** Use Type 316L if material will be welded.

1. Stainless steels are designated by type or series defined by ASTM.

2. Where stainless steel is welded, use low-carbon stainless steel.

2.02 MANUFACTURED UNITS
A. Handrails and guardrails:

1. General:
a. Design and fabricate assemblies to conform to current local, State, and OSHA standards and requirements.
b. Coordinate layout of assemblies and post spacings to avoid conflicts with equipment and equipment operators:
1) Indicate on the shop drawings locations of such equipment. 2) Highlight locations where railings cannot be made continuous, and obtain Engineer’s directions on how to proceed before fabricating or installing railings.

2. Aluminum handrails and guardrails (nonwelded pipe):
a. Rails, posts, and fitting-assembly spacers:
1) In accordance with ASTM B429, 6005, 6063 or 6105, minimum Schedule 40, extruded aluminum pipe of minimum 1.89-inch outside diameter and 0.14-inch wall thickness.
b. Kick plates: 6061 or 6105 aluminum alloy.
c. Fastenings and fasteners: As recommended or furnished by the manufacturer.
d. Other parts: 6063 extruded aluminum, or F214 or F514.0 aluminum castings:
1) Fabrications: In accordance with ASTM B209 or ASTM B221 extruded bars:
a) Bases: 6061 or 6063 extruded aluminum alloy.

Metal Fabrications
05500-5 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) 2) Plug screws or blind rivets: Type 305 stainless steel. a) Other parts: Type 300 series stainless steel.
e. Finish of aluminum components:
1) Anodized finish, 0.7 mil thick, applied to exposed surfaces after cutting. Aluminum Association Specification M12-C22-A41, mechanical finish non specular as fabricated, chemical finish-medium matte, anodic coating-clear Class I Architectural.
2) Pretreat aluminum for cleaning and removing markings before anodizing.
f. Fabrication and assembly:
1) Fabricate posts in single, unspliced pipe length.
2) Perform without welding.
3) Do not epoxy bond the parts.
4) Maximum clear opening between assembled railing components as indicated on the Drawings.
g. Manufacturers: One of the following or equal:
1) Moultrie Manufacturing Co., Wesrail.
2) Golden Railings, Riveted System.
3) Craneveyor Corp. Enerco Metals, C-V Rail.

3. Guardrail gates:
a. Supplied by guardrail manufacturer:
1) Of same material, quality, and workmanship as specified for guardrail system in which they will be installed.
2) Of design similar to that of handrail or railing system in which they will be installed.
b. Components: Gate frame, stainless steel self-closing device, hinges, gate stops, and durable self-locking type latch. Fabricate components in conformance with OSHA minimum strength requirements.

4. Fastenings and fasteners: As recommended or furnished by guardrail manufacturer for use with this system.

B. Ladders:

1. General:
a. Type: Safety type conforming to local, State, and OSHA standards as minimum. Furnish guards for ladder wells.
b. Size: 18 inches wide between side rails of length, size, shape, detail, and location indicated on the Drawings.

2. Aluminum ladders:
a. Materials: 6063-T5 aluminum alloy.
b. Rungs:
1) 1-inch minimum solid square bar with 1/8-inch grooves in top and deeply serrated on all sides.
2) Capable of withstanding 1,000 pound load without failure. c. Side rails: Minimum 4-inch by 1/2-inch flat bars.
d. Finish of aluminum components:
1) Anodized finish, 0.7 mil thick, applied to exposed surfaces after cutting. Aluminum Association Specification M12-C22-A41, mechanical finish non specular as fabricated, chemical finish-medium matte, anodic coating-clear Class I Architectural.
2) Pretreat aluminum for cleaning and removing markings before anodizing.

Metal Fabrications
05500-6 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) e. Fabrication:
1) Welded construction, of size, shape, location, and details indicated on the Drawings.
2) For ladders over 20 feet high, furnish standard ladder cages or fall prevention system designed in accordance with State and OSHA requirements.
f. Intrusion prevention:
1) Provide 8 foot tall locking security enclosure for the lower ladder section on the prestressed concrete reservoir exterior as indicated on the Drawings.
2) Provide position switch for intrusion detection as indicated on the Drawings.
g. Fall prevention system: Include but not limit to railing, brackets, clamps, 2 sleeves, and 2 belts, satisfying OSHA safe climbing requirements:
1) Manufacturers: One of the following or equal:
a) North Consumer Products, Saf-T-Climb.
b) Swager Communications, Climbers Buddy System.

C. Manhole frames and covers:

1. Material: Gray iron castings, in accordance with ASTM A48, Class 30-B.

2. Type: Heavy-duty traffic type, with combined minimum set weight of 265 pounds.

3. Machine horizontal and vertical bearing surfaces to fit neatly, with easily removable cover bearing firmly in frame without rocking.

4. Frame:
a. Bottom flange type.
b. Approximately 4-1/2 inches frame height.
c. Dimensions as indicated on the Drawings.
1) Minimum inside clear dimension may not be smaller than nominal diameter minus 2 inches.

5. Cover:
a. Skid-resistant grid pattern design stamped with name of utility service provided by manhole, such as "ELECTRICAL," "SEWER,"
"TELEPHONE," or "WATER."
b. Solid type without ventilation holes.

6. Finish: Unpainted.

D. Metal gratings:

1. General:
a. Fabricate grating to cover areas indicated on the Drawings. b. Unless otherwise indicated on the Drawings, grating over an opening shall cover entire opening.
c. Make cutouts in grating where required for equipment access or protrusion, including valve operators or stems, and gate frames. d. Band ends of grating and edges of cutouts in grating:
1) End banding: 1/4 inch less than height of grating, with top of grating and top edge of banding flush.
2) Cutout banding: Full-height of grating.
3) Use banding of same material as grating.
4) Panel layout: Enable installation and subsequent removal of grating around protrusions or piping.

Metal Fabrications
05500-7 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) 5) Openings 6 inches and larger: Lay out grating panels with edges of 2 adjacent panels located on centerline of opening.
6) Openings smaller than 6 inches: Locate opening at edge of single panel.
7) Where an area requires more than 1 grating section to cover area, clamp adjacent grating sections together at 1/4-points with fasteners acceptable to Engineer.
8) Fabricate steel grating sections in units weighing not more than 50 pounds each.
9) Fabricate aluminum grating sections in units of weighing not more than 50 pounds each.
10) Gaps between adjacent grating sections shall not be more than the clear spacing between bearing bars.
e. When requested by Engineer, test 1 section of each size grating for each span length involved on the job under full load:
1) Furnish a suitable dial gauge for measuring deflections. f. Grating shall be aluminum, unless otherwise specified or indicated on the Drawings.

2. Aluminum grating:
a. Material for gratings, shelf angles, and rebates: 6061-T6 or 6063-T6 aluminum alloy, except crossbars may be 6063-T5 aluminum alloy.
b. Shelf angle concrete anchors: Type 304 or Type 316 stainless steel. c. Grating rebate rod anchors: 6061-T6 or 6063-T6 aluminum alloy. d. Bar size and spacing: As determined by manufacturer to enable grating to support design load.
e. Design live load: A minimum of 100 pounds per square foot uniform live load on entire grating area, but not less than the live load indicated on the Drawings for the area where grating is located.
f. Maximum fiber stress for design load: 12,000 pounds per square inch. g. Maximum deflection due to design load: 1/240 of grating clear span. h. Maximum spacing of main grating bars: 1-1/8 inches clear between bars. i. Minimum grating height: 1-1/2 inches.
j. Manufacturers: The following or equal:
1) Harsco Industrial IKG, Swaged Aluminum I-Bar with striated finish.

E. Metal tread plate:

1. Plate having a raised figured pattern on 1 surface to provide improved traction.

F. Miscellaneous aluminum:

1. Preformed channel pipe supports for pipe supports and other applications are specified in Section 15062 - Preformed Channel Pipe Support System.

2. Fabricate aluminum products, not covered separately in this Section, in accordance with the best practices of the trade and field assemble by riveting or bolting.

3. Do not weld or flame cut.

G. Miscellaneous cast iron:

1. General:
a. Tough, gray iron, free from cracks, holes, swells, and cold shuts.

Metal Fabrications
05500-8 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) b. Quality such that hammer blow will produce indentation on rectangular edge of casting without flaking metal.
c. Before leaving the foundry, clean castings and apply 16-mil dry film thickness coating of coal-tar epoxy, unless otherwise specified or indicated on the Drawings.

H. Miscellaneous stainless steel:

1. Provide miscellaneous stainless steel items not specified in this Section as indicated on the Drawings or specified elsewhere.
a. Fabricate and install in accordance with the best practices of the trade.

2. Cleaning and passivation:
a. Following shop fabrication of stainless steel members, clean and passivate fabrications.
b. Finish requirements: Remove free iron, heat tint oxides, weld scale and other impurities, and obtain a passive finished surface. c. Provide quality control testing to verify effectiveness of cleaning agents and procedures and to confirm that finished surfaces are clean and passivated:
1) Conduct sample runs using test specimens with proposed cleaning agents and procedures as required to avoid adverse effects on surface finishes and base materials.
d. Pre-clean, chemically descale (pickle), and final clean fabrications in accordance with the requirements of ASTM A380 to remove deposited contaminants before shipping:
1) Passivation by citric acid treatment is not allowed:
a) If degreasing is required before cleaning to remove scale or iron oxide, cleaning (pickling) treatments with citric acid are permissible; however, these treatments shall be followed by inorganic cleaners such as nitric-hydrofluoric acid.
2) Provide acid descaling (pickling) in accordance with Table A1.1 of Annex A1 of ASTM A380.
3) After pickling, final cleaning of stainless steel shall conform to Part II of Table A2.1 of Annex A2 of ASTM A380.
e. After cleaning, inspect using methods specified for “gross inspection” in ASTM A380.
f. Improperly or poorly cleaned and passivated materials shall not be shipped and will not be accepted at the job site.

I. Miscellaneous structural steel:

1. Provide miscellaneous steel items not specified in this Section as indicated on the Drawings or specified elsewhere.
a. Fabricate and install in accordance with the best practices of the trade.

J. Isolating sleeves and washers:

1. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

Metal Fabrications
05500-9 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions:

1. Examine work in place to verify that it is satisfactory to receive the work of this Section.

2. If unsatisfactory conditions exist, do not begin this work until such conditions have been corrected.

3.02 INSTALLATION
A. General:

1. Install products as indicated on the Drawings, and in accordance with shop drawings and manufacturer's printed instructions, as applicable except where specified otherwise.

2. Interface between materials:
a. Dissimilar metals: Where steel comes in contact with dissimilar metals (aluminum, stainless steel, etc.), separate or isolate the dissimilar metals:
1) Make application so that the isolating or protective barrier is not visible in the completed construction.
2) Isolating sleeves and washers: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry. b. Aluminum in contact with concrete or masonry: Coat aluminum surfaces as specified in Section 09960 – High-Performance Coatings. c. Aluminum in contact with concrete or masonry.

B. Cast iron stop plank grooves:

1. Recess stop plank grooves with cast iron surfaces of groove set flush with concrete surface.

C. Handrails and guardrails:

1. General:
a. Fasten pipe rails to fittings with Series 300 stainless steel pop rivets or flush set screws.
b. Make pipe cuts clean and straight, free of burrs and nicks, and square and accurate for minimum joint-gap.
c. Drill and countersink holes to proper size, as required for a tight flush fit of screws and other component parts.
d. Space attachment brackets as indicated in the manufacturer's instructions.

2. Aluminum pipe handrails and guardrails:
a. During construction, keep exterior surfaces of handrails and guardrails covered with minimum 0.4 millimeters of heat shrink polyethylene film. b. Do not remove protective film before handrails and guardrails have been accepted by Engineer nor before other work in proximity of handrails and guardrails has been completed.
c. Discontinue handrails and guardrails at lighting fixtures. d. Provide 1/8-inch diameter weep hole at base of each post. e. Space posts as indicated on the Drawings.

Metal Fabrications
05500-10 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) f. Anchor posts into concrete by grouting posts into formed holes in concrete, into stainless steel sleeves cast in concrete; or bracket mount to face of concrete surfaces as specified and indicated on the Drawings. g. Space rails as indicated on the Drawings.
h. Make adequate provision for expansion and contraction of kick plates and rails:
1) Make provisions for removable sections where indicated on the Drawings.
i. Make lower rails a single, unspliced length between posts, or continuous. j. Make top rails continuous whenever possible, and attach single, unspliced lengths to 3 posts minimum.
k. Draw up fasteners tight with hand wrench or screw driver. l. Space attachment brackets as indicated on shop drawings or in manufacturer's installation instructions.
m. Completed installation shall have handrails and railings rigid and free of play at joints and attachments.
n. Protect handrail and guardrail finish from scratches, gouges, dents, stains, and other damage.
o. Replace damaged or disfigured handrails and guardrails with new. p. Shortly before final acceptance of the work, and after removal of protective polyethylene film, clean handrails and guardrails with mild detergent or with soap and water:
1) After cleaning, thoroughly rinse handrails and guardrails and wipe with soft cloth.
q. Erect guardrail straight, level, plumb, and true to the positions as indicated on the Drawings. Correct deviations from true line of grade, which are visible to the eye.

3. Guardrail gates:
a. Install gate to be a vertical plane with the guardrail when in the closed position.
b. Install hinges so that each gate can swing 180 degrees from the closed position to the fully open position.
c. Install so that the gates swing to the walkway side of the guardrail only:
1) Install gate stops on the stationary railing posts to prohibit gates from swinging in the wrong direction.
d. Install gate frames, hinges, stops, and latches in conformance with OSHA minimum strength requirements.

D. Ladders:

1. Secure to supporting surface with bent plate clips providing minimum 8 inches between supporting surface and center of rungs.

2. Where exit from ladder is forward over top rung, extend side rails 3 feet 3 inches minimum above landing, and return the rails with a radius bend to the landing.

3. Where exit from ladder is to side, extend ladder 5 feet 6 inches minimum above landing and rigidly secure at top.

4. Erect rail straight, level, plumb, and true to position indicated on the Drawings:
a. Correct deviations from true line or grade which are visible to the eye.

E. Manhole frames and covers:

1. Installation: As recommended by Manufacturer.

Metal Fabrications
05500-11 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/05500 (BidSet) F. Metal gratings:

1. General:
a. Allow 1/8-inch maximum clearance between ends of grating and inside face of vertical leg of shelf angles.
b. Horizontal bearing leg of shelf angles shall be 2 inches minimum. c. Install aluminum plate or angles where necessary to fill openings at changes in elevation and at openings between equipment and grating. d. Install angle stops at ends of grating.
e. Installed grating shall not slide out of rebate or off support. f. Weld stops in place, unless otherwise specified or indicated on the Drawings.
g. Top surfaces of grating sections adjacent to each other shall lie in same plane.

2. Aluminum grating:
a. Aluminum grating: Support on aluminum shelf angles or rebates.

G. Stainless Steel:

1. Welding:
a. Passivate field-welded surfaces:
1) Provide cleaning, pickling and passivating as specified in this Section.
2) Clean using Derustit Stainless Steel Cleaner, or equal.

END OF SECTION

Dampproofing
07110-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/07110 (BidSet) SECTION 07110

DAMPPROOFING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Dampproofing.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D1227 - Standard Specification for Emulsified Asphalt Used as a Protective Coating for Roofing.

B. California Air Resources Board (ARB):

1. Architectural Coatings Suggested Control Measure.

1.03 SUBMITTALS
A. Product data.

B. Shop drawings.

C. Manufacturer's Installation Instructions.

D. Warranty.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Store materials in original, unopened containers in compliance with manufacturer's printed instructions.

1.05 ENVIRONMENTAL REQUIREMENTS
A. Conform to volatile organic compound limits specified in Table 1 of the California ARB Architectural Coatings Suggested Control Measure.

B. Do not apply bituminous dampproofing when temperatures are 40 degrees Fahrenheit or lower or when rain is forecast for the 24 hours following application.

Dampproofing
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2.01 MATERIALS
A. Dampproofing: ASTM D1227, Asbestos Free, Emulsified Asphalt Coatings:

1. Manufacturers: One of the following or equal:
a. Karnak Corp., Karnak 220 AF.
b. W.R. Meadows, Inc., Sealmastic Type 2 Asphalt Emulsion Dampproofing.

B. Sealing mastic: Type compatible with dampproofing and free of toxic solvents with thick mastic consistency and smooth and uniform in composition product as recommended by dampproofing manufacturer.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verify that conditions are satisfactory for application of products in accordance with manufacturer's recommendations.

B. Verify that surfaces to receive dampproofing are clean, dry, reasonably smooth, free of dust, dirt, voids, cracks, or sharp projections.

3.02 APPLICATION
A. Completely cover surfaces to receive dampproofing with 2 coats:

1. Applied by brush or spray.

2. Apply dampproofing at manufacturer's recommended rate of application or minimum 2 gallons per 100 square feet, whichever is greater.

B. Extend dampproofing to 6 inches above finish grade.

C. Apply each coat evenly so surfaces have uniform black appearance.

D. Apply second coat at right angles to first, allowing not less than 24 hours between coats.

E. Seal around items and services projecting through dampproofing surfaces in accordance with manufacturer's recommendations.

F. Ensure sealed areas are moisture tight.

G. Backfill completely against dampproofing application within time recommended by manufacturer.

END OF SECTION

Joint Sealants
07900-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/07900 (BidSet) SECTION 07900

JOINT SEALANTS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Acrylic-Latex sealant.

2. Precast concrete joint sealant.

3. Silicone sealant.

4. Synthetic rubber sealing compound.

5. Synthetic sponge rubber filler.

6. Related materials.

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):

1. M198 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.

B. ASTM International (ASTM):

1. C920 - Standard Specification for Elastomeric Joint Sealants.

2. C990 - Standard Specification for Joints for Concrete Pipe, Manholes, and Precast Box Sections Using Preformed Flexible Joint Sealants.

3. C1330 - Standard Specification for Cylindrical Sealant Backing for Use with Cold Liquid-Applied Sealants.

4. C1521 - Standard Practice for Evaluating Adhesion of Installed Weatherproofing Sealant Joints.

5. D412 - Standard Test Methods for Vulcanized Rubber and Thermoplastic Elastomers - Tension.

6. D624 - Standard Test Method for Tear Strength of Conventional Vulcanized Rubber and Thermoplastic Elastomer.

1.03 SUBMITTALS
A. Product data.

B. Samples, include color selections.

C. Manufacturer's Installation Instructions.

D. Warranty.

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1.04 QUALITY ASSURANCE
A. Manufacturer qualifications: Manufacturer of proposed product for minimum 5 years with satisfactory performance record.

B. Installer qualifications: Manufacturer approved installer of products similar to specified products on minimum 5 projects of similar scope as Project with satisfactory performance record.

1.05 PROJECT/SITE CONDITIONS
A. Environmental requirements: Do not apply sealant on wet or frosty surfaces or when surface temperature is higher than 100 degrees Fahrenheit or lower than recommended by the manufacturer.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver, store, and handle products in accordance with manufacturer's recommendations.

B. Code date packages. Do not use material older than manufacturer’s published shelf life. Store materials at temperatures lower than 80 degrees Fahrenheit. Condition materials in accordance with manufacturer’s instructions prior to installation.

1.07 SEQUENCING AND SCHEDULING
A. Caulk joints prior to painting.

1.08 WARRANTY
A. Warrant to correct defective products for minimum 1 year in accordance with manufacturer's standard warranty.

PART 2 PRODUCTS

2.01 SEALANTS
A. General:

1. Provide colors matching materials being sealed.

2. Where compound is not exposed to view in finished work, provide manufacturer's color which has best performance.

3. Nonsagging sealant for vertical and overhead horizontal joints.

4. Sealants for horizontal joints: Self-leveling pedestrian/traffic grade.

5. Joint cleaner, primer, bond breaker: As recommended by sealant manufacturer.

6. Sealant backer rod and/or compressible filler made from closed cell polyethylene, polyethylene jacketed polyurethane foam, or other flexible, nonabsorbent, non-bituminous material recommended by sealant manufacturer to:
a. Control joint depth.

Joint Sealants
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/07900 (BidSet) b. Break bond of sealant at bottom of joint.
c. Provide proper shape of sealant bead.
d. Serve as expansion joint filler.

2.02 ACRYLIC-LATEX SEALANT
A. Permanently flexible, nonstaining, and nonbleeding latex modified acrylic sealant compound, colors as selected by Engineer from manufacturer's standard options:

1. Manufacturers: One of the following or equal:
a. Tremco, Tremflex 834.
b. Pecora Corp., Number AC-20.
c. Sonneborn, Sonolac.

2.03 PRECAST CONCRETE JOINT SEALANT
A. Preformed, cold-applied, ready-to-use, flexible joint sealant in accordance with ASTM C990 and AASHTO M 198:

1. Manufacturers: One of the following or equal:
a. Henry Corp., Ram-Nek.
b. Concrete Sealants Division, ConSeal.

2.04 SILICONE SEALANT
A. ASTM C920, Type S, Grade NS, Class 25, single component silicone sealant:

1. Manufacturers: One of the following or equal:
a. Tremco, Proglaze.
b. Pecora Corp., Number 864.
c. Dow Corning, Number 795.
d. General Electric, Number 1200 Series.

2.05 SYNTHETIC RUBBER SEALING COMPOUND
A. Manufacturer: One of the following or equal:

1. Sika Corporation, Sikaflex 2c NS EZ Mix.

B. Material: In accordance with ASTM C920 Type M, Grade P (pourable), Class 25 and Type M, Grade NS (non-sag), Class 25; multi-part polyurethane; able to cure at room temperature to firm, highly resilient polymer; able to perform satisfactory when continuously submerged in water or sewage and exposed to direct sunlight in dry condition; with the following properties determined at 75 degrees Fahrenheit and 50 percent relative humidity:

1. Base: Polyurethane rubber.

2. Application time: Minimum 2 hours.

3. Cure time: Maximum 3 days.

4. Tack free time: Maximum 24 hours.

5. Ultimate hardness: Non-sag 25, Pourable/SL 40, within 5 Shore A.

6. Tensile strength: Non-sag 95 pounds per square inch minimum and self-leveling minimum 170 pounds per square inch when tested in accordance with ASTM D412.

7. Ultimate elongation: Minimum 340 percent when tested in accordance with ASTM D412.

Joint Sealants
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8. Tear resistance: Non-sag 45 pounds per inch minimum and self-leveling minimum 85 pounds per inch when tested in accordance with ASTM D624, Die C.

9. Service temperature range: Minus 25 degrees to 158 degrees Fahrenheit.

C. Color: Gray to match concrete, unless indicated on the Drawings.

2.06 SYNTHETIC SPONGE RUBBER FILLER
A. Closed-cell expanded sponge rubber manufactured from synthetic polymer neoprene base, or resilient polyethylene foam backer rod. In accordance with ASTM C1330, Type C:

1. Manufacturers: The following or equal:
a. Presstite, No. 750.3 Ropax Rod Stock.

B. Characteristics:

1. Suitable for application intended.

2. Strength: As necessary for supporting sealing compound during application.

3. Resiliency: Resistance to environmental conditions of installation.

4. Bonding: No bonding to the sealing compound.

5. Structure: Cellular, prevents absorption of water.

6. Compatibility with other materials in joint and acceptance by manufacturer of sealing compound.

7. Size: Minimum 25 percent greater than nominal joint width.

2.07 RELATED MATERIALS
A. Primer: Nonstaining type, recommended by sealant manufacturer to suit application.

B. Joint cleaner: Noncorrosive, nonstaining, compatible with joint forming materials and as recommended by sealant manufacturer.

C. Bond breaker tape: Pressure-sensitive tape recommended by sealant manufacturer to suit application.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verify acceptability of joint dimensions, physical, and environmental conditions.

B. Verify that surfaces are dry, clean, and free of dirt, grease, curing compound, and other residue which might interfere with adhesion of sealants.

3.02 PREPARATION
A. Allow concrete to cure thoroughly before caulking.

Joint Sealants
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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/07900 (BidSet) B. Synthetic sponge rubber filler:

1. Prepare surfaces designated to receive filler in accordance with manufacturer's installation instructions.

2. Do not stretch filler beyond its normal length during installation.

C. Caulking:

1. Verify that surfaces are dry, clean, and free of dirt, grease, curing compounds, and other residue that might interfere with adhesion of sealant.

2. Concrete, masonry, wood, and steel surfaces: Clean and prime in accordance with manufacturer's instructions prior to caulking.

D. Synthetic rubber sealing compound:

1. Ensure surfaces to which synthetic rubber must bond are dry and free of dust, dirt, and other foreign residue.

2. Heavy sandblasted caulking groove to sound surface, and prime with manufacturer's recommended primer for particular surface.

E. For sidewalks, pavements, and similar joints sealed with elastomeric sealants and subject to traffic and other abrasion and indentation exposures, fill joints to depth equal to 75 percent of joint width, but neither more than 5/8 inches deep nor less than 3/8 inches deep.

F. For normal moving building joints sealed with elastomeric sealants not subject to traffic, fill joints to depth equal to 50 percent of joint width, but neither more than 1/2 inch deep nor less than 1/4 inch deep.

G. For joints sealed with acrylic-latex sealants, fill joints to depth in range of 75 percent to 125 percent of joint width.

H. Use joint filler to achieve required joint depths, to allow sealants to perform properly.

I. Prepare surfaces and install synthetic sponge rubber filler in accordance with manufacturer's recommendations.

J. Do not stretch filler beyond normal length during installation.

K. Apply bond breaker when recommended by joint sealer manufacturer.

3.03 INSTALLATION
A. Synthetic sponge rubber filler: Install filler in accordance with manufacturer's installation instructions.

B. Caulking, joints, and sealing:

1. Construct expansion, contraction, and construction joints as indicated on the Drawings.

2. Install pipe and conduit in structures as indicated on the Drawings.

3. Caulk doors, windows, louvers, and other items installed in or over concrete openings inside and out.

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4. Use synthetic rubber sealing compound for caulking where indicated on the Drawings or as specified, except for masonry construction and where specified otherwise.

5. Complete caulking prior to painting.

6. Verify that concrete is thoroughly cured prior to caulking.

7. When filler compressible material is used, use untreated type.

8. Apply caulking with pneumatic caulking gun.

9. Use nozzles of proper shape and size for application intended.

10. Maintain continuous bond between caulking and sides of joint to eliminate gaps, bubbles, or voids and fill joint in continuous operation without layering of compound.

11. Employ experienced applicators to caulk joints and seams in neat workmanlike manner.

12. To hasten curing of compound when used on wide joints subject to movement, apply heat with infrared lamps or other convenient means.

13. Apply synthetic rubber sealing compound with pneumatic caulking tool or other acceptable method.

3.04 CLEANING
A. Clean surfaces adjacent to sealant as work progresses.

B. Remove excess uncured sealant by soaking and scrubbing with sealant cleaning solvent.

C. Remove excess cured sealant by sanding with Number 80 grit sandpaper.

D. Leave finished work in neat, clean condition.

3.05 SCHEDULE
A. Acrylic latex:

1. Use where indicated on the Drawings.

2. Interior joints with movement less than 7.5 percent and not subject to wet conditions.

B. Silicone:

1. Use where indicated on the Drawings.

2. Joints and recesses formed where window, door, louver and vent frames, and sill adjoin masonry, concrete, stucco, or metal surfaces.

3. Door threshold bedding.

4. Moist or wet locations, including joints around plumbing fixtures.

5. Stainless steel doors and frames, including joints between applied stops and frames, and around anchor bolts.

6. Plenum joints.

C. Synthetic rubber sealing compound, non-sag Type II:

1. Use where indicated on the Drawings.

2. Water-bearing and earth-bearing concrete structures.

3. Joints in masonry, concrete vertical surfaces, and metal-faced panels in vertical surfaces.

Joint Sealants
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4. Joints between sheet metal flashing and trim.

5. Joints between sheet metal flashing and trim, and vertical wall surfaces.

6. Small voids between materials requiring filling for weathertight performance in vertical surfaces.

7. Perimeters of frames of doors, windows, louvers, and other openings where bonding is critical to airtight performance.

8. Expansion and control joints in masonry vertical surfaces.

D. Synthetic rubber sealing compound, self-leveling Type I:

1. Use where indicated on the Drawings.

2. Expansion and control joints in masonry, concrete horizontal surfaces, and metal panels in horizontal surfaces.

3. Small voids between materials requiring filling for weathertight performance in horizontal surfaces.

4. Pavement joints.

5. Perimeters of frames of doors, windows, louvers, and other openings in horizontal surfaces where bonding is critical to airtight performance.

3.06 FIELD QUALITY CONTROL
A. Adhesion testing:

1. Perform adhesion tests in accordance with ASTM C1521 per the following criteria:
a. Water bearing structures: 1 test per every 1,000 LF of joint sealed. b. Exterior precast concrete wall panels: 1 test per every 2,000 LF of joint sealed.
c. Chemical containment areas: 1 test per every 1,000 LF of joint sealed. d. Building expansion joints: 1 test per every 500 LF of joint sealed. e. All other type of joints except butt glazing joints: 1 test per every 3,000 LF of joint sealed.
f. Manufacturer's authorized factory representative provide written recommendations for remedial measures on failing tests.

END OF SECTION

Floor Access Doors
08320-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/08320 (BidSet) SECTION 08320

FLOOR ACCESS DOORS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Non-fire-rated floor access doors.

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO):

1. Standard Specifications for Highway Bridges.

B. Occupational Safety and Health Administration (OSHA):

1. 29 CFR 1910-Occupational Safety and Health Standards.

1.03 SUBMITTALS
A. Product data.

B. Shop drawings that include the following:

1. Floor access door installation recommendations.

2. Locations of floor access doors.

3. Door size and configuration.

4. Live load capacity.

5. Materials of construction and finishes provided.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Identify type and size of each floor access door in way not to damage finish prior to delivery.

B. Deliver products only after proper facilities are available.

C. Deliver and store packaged products in original containers with seals unbroken and labels intact until time of use.

D. Handle carefully to prevent damage and store on clean concrete surface or raised platform in safe, dry area.

1. Do not dump onto ground.

E. Protect floor access doors during shipment and storage to prevent warping, bending, and corrosion.

1.05 WARRANTY
A. Provide manufacturer’s warranty against defects in material and workmanship for a period of 5 years.

Floor Access Doors
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1.06 MAINTENANCE
A. Deliver 2 keys for each cylinder lock to City.

PART 2 PRODUCTS

2.01 MEDIUM-DUTY FLOOR ACCESS DOORS
A. Locations:

1. Skyview Reservoir 2 roof access hatches.

2. Other locations not subject to traffic loading.

B. Manufacturers: One of the following or equal:

1. The Bilco Co., Model J or JD (double leaf).

2. Babcock Davis Associates, Inc., Model BFDDPA-SFL, BFDDPA-DFL (double leaf), FDDPA-SFL, or FDDPA-DFL (double-leaf).

C. Style: Single leaf or double leaf as indicated on the Drawings, aluminum, capable of withstanding minimum live load of 300 pounds per square foot, channel frame, with drainage couplings.

D. Door leaf: Minimum 1/4-inch, diamond-pattern plate reinforced with stiffeners as required to meet specified live load.

E. Frame: 1/4-inch channel with anchor flange around perimeter.

F. Hardware:

1. Hinges: Each leaf equipped with a minimum of 2 heavy forged-brass hinges with stainless steel pins.

2. Lock: Snap lock with removable handle mounted on door leaf.

3. Grip handle: Provide vinyl grip handle designed to release cover for closing.

4. Operating mechanism: Spring operators designed for ease of operation and automatic hold-open arm with release handle.

5. Drainage assembly: Provide 1-1/2-inch drainage coupling located in corner of the channel frame.

G. Provide position switch to monitor door open/closed status as indicated on the Drawings.

2.02 HEAVY-DUTY OFF-STREET FLOOR ACCESS DOORS
A. Locations:

1. Reservoir Control Valve Vault access hatches.

2. Other locations subject to traffic loading.

B. Manufacturers: One of the following or equal:

1. The Bilco Co., Model JH-20 or JDH-20 (double leaf).

2. Babcock Davis Associates, Inc., Model BFDDHA-SFL, BFDDHA-DFL (double leaf), FDDHA-SFL, or FDDHA-DFL (double leaf).

Floor Access Doors
08320-3 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/08320 (BidSet) C. Style: Single leaf or double leaf as indicated on the Drawings, steel, capable of withstanding minimum Standard Specifications for Highway Bridges, H-20 wheel load with a maximum deflection of 1/150 of the span, live load channel frame, with drainage couplings.

D. Door leaf: Minimum 1/4-inch, diamond-pattern plate reinforced with stiffeners as required to meet specified live load.

E. Frame: 1/4-inch channel with anchor flange around perimeter.

F. Hardware:

1. Hinges: Each leaf equipped with a minimum of 2 heavy forged-brass hinges with stainless steel pins.

2. Lock: Snap lock with removable handle mounted on door leaf.

3. Grip handle: Provide vinyl grip handle designed to release cover for closing.

4. Operating mechanism: Spring operators designed for ease of operation and automatic hold-open arm with release handle.

5. Drainage assembly: Provide 1-1/2-inch drainage coupling located in corner of the channel frame.

G. Provide position switch to monitor door open/closed status as indicated on the Drawings.

2.03 HEAVY-DUTY IN-STREET ACCESS DOORS AND MANHOLE COVERS A. As specified in Section 05500 - Metal Fabrications.

2.04 FALL PROTECTION GRATING SYSTEM
A. Furnish and install on all medium duty and heavy duty floor access doors (Skyview Reservoir 2 and Reservoir Control Valve Vault).

1. Door manufacturer shall install the grating system when the door is fabricated or field installed (by others) on existing doors already in use.

2. If field installation is necessary grating system shall be installed per the manufacturer’s instructions.

B. Performance characteristics:

1. Grating panel(s) shall be high visibility safety yellow in color.

2. Grating panel(s) shall lock automatically in the full open position.

3. Grating system shall have a 25 year warranty.

4. Grating panel(s) shall have a provision for locking to prevent unauthorized opening.

C. Grating: Panels shall be aluminum with a powder coat paint finish and designed to meet OSHA 29 CFR 1910 requirements for fall protection.

D. Hold open feature: A Type 316 stainless steel hold open device shall be provided to lock the cover in the fully open 90 degree position.

E. Hardware: All hardware shall be Type 316 stainless steel.

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2.05 FINISHES
A. Floor access door finishes:

1. Aluminum: Manufacturer's standard mill finish.

2. Aluminum in contact with dissimilar metals and concrete: Manufacturer's standard bituminous coating.

3. Steel: Manufacturer's standard red oxide primer.

B. Hardware finishes:

1. Provide optional Type 316 stainless steel hardware throughout, including parts of the latch and lifting mechanism assemblies, hold-open arms, and all brackets, hinges, pins, and fasteners.

PART 3 EXECUTION

3.01 EXAMINATION
A. Examine construction to receive floor access door and verify correctness of dimensions and other supporting or adjoining conditions.

3.02 PREPARATION
A. Coordinate details with other work supporting, adjoining, or requiring floor access doors.

B. Verify dimensions and profiles for each opening.

C. Verify that location will serve portion of work to which access is required.

1. Where proposed functional location conflicts with other work, notify the Engineer before installation.

D. Apply coating to aluminum surfaces that will be in contact with dissimilar metals or concrete when there is none.

3.03 INSTALLATION
A. Install floor access doors in accordance with manufacturer's instructions.

B. Ensure correct types and adequate sizes at proper locations.

C. Securely attach frames to supporting work and ensure doors, frames, and hardware operate smoothly and are free from warp, twist, and distortion.

D. Attach drain pipe to coupling provided.

1. Unless noted or indicated on the Drawings, provide 1-inch PVC (Sch. 80) drain line for access door.

2. Provide necessary fittings to connect and route at least 5 feet away from door and vault perimeter.

3. Terminate drain line 1 foot below final grade with 3 cubic feet of drain rock beneath the termination point of the drain line.

4. Drainage shall be routed as indicated on the Drawings.

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3.04 ADJUSTING
A. Adjust doors, frames, and hardware to operate smoothly, freely, and properly without binding.

3.05 CLEANING
A. Thoroughly clean surfaces of grease, oil, or other impurities; touch up abraded prime coat where applicable.

END OF SECTION

Graffiti-Resistant Coating
09920-1 201631 September 2025
pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/09920 (BidSet) SECTION 09920

GRAFFITI-RESISTANT COATING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: All labor, materials, equipment, and services necessary for and incidental to satisfactory completion of high performance, water-borne graffiti-resistant coating for designated surfaces as indicated or specified.

B. Provide graffiti resistant coating on the following surfaces:

1. Exposed exterior concrete walls of the prestressed concrete water storage reservoir specified in Section 13207 - Strand-Wound Circular Prestressed Concrete Tank with a Type I Core Wall and Flat Roof.

1.02 SUBMITTALS
A. Submit 5 copies of Product Data Files, manufacturer's preparation and installation instructions.

B. Provide two 24-inch square field samples of the specified treatment on each material type of prepared substrate for the Engineer's Representatives to observe before the start of work specified in this Section:

1. Samples will be furnished at no cost to the City.

2. Finished surfaces will match acceptable samples.

C. Apply spray painted graffiti coating to samples, allow the specified treatment to cure, then remove according to manufacturer's instructions to demonstrate compatibility with various substrates.

1.03 QUALITY ASSURANCE
A. The application specified in this Section is a specially formulated clear, non-sacrificial, high performance, water-borne graffiti resistant coating with added chemical and abrasion resistance for painted surfaces, signs and extremely porous cementitious surfaces in areas susceptible to a high frequency of graffiti vandalism.

B. Proper preparation of the substrate scheduled to receive the graffiti resistant coating is critical for satisfactory work. Conform to the manufacturer's preparation requirements before starting application.

C. Graffiti resistant coating to be applied by manufacturer certified applicator.

Graffiti-Resistant Coating
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1.04 DELIVERY, STORAGE AND HANDLING
A. Deliver all required products in original, unbroken containers bearing labels that identify the container contents, manufacturer, and storage instructions.

B. If on-site, store specified materials in an enclosed, lockable, well-ventilated room or space providing protection against contamination from the elements, and adjacent construction and other sources.

1.05 WARRANTY
A. Provide manufacturer's 5 year limited warranty.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. The following or equal:

1. Sherwin Williams B97C00150 Clear Anti-Graffiti Coating.

2.02 GRAFFITI RESISTANT COATING
A. Conformal clear anti-graffiti (or approved equal), or clear, non-sacrificial, high performance, water-borne graffiti resistant coating. The clear coating is to have a matte finish.

PART 3 EXECUTION

3.01 PREPARATION
A. Thoroughly inspect all surfaces, substrates, and project conditions affecting the work specified in this Section:

1. Report any surface or condition discovered which may prohibit a satisfactory application to the City’s Representative.

2. Do not work on or about questionable surfaces or conditions until responsible trades’ complete satisfactory correction.

3. Start of application means the Contractor has accepted the existing substrate conditions.

3.02 APPLICATION
A. Surfaces to receive graffiti resistant coating will be clean of all dust, efflorescence, and any other foreign matter.

B. Allow new cementitious surfaces to cure for 28 days and painted surfaces to cure as specified by paint manufacturer before application. If pH test has been conducted and the substrate is neutral, application may be made.

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D. Coverage varies from 200 to 400 square feet per gallon. Depending on porosity of substrate and application method. Verify recommended coverage rate with manufacturer.

3.03 CLEANUP
A. Periodically during the application phases of the work, remove from the site excess materials, unused equipment, trash and debris. Maintain the work areas in a clean, safe working condition at all times.

B. Clean all drips, runs, and overspray residue while still wet. Protect all non-treated surfaces, including plant life.

C. At completion of the work specified in this Section, thoroughly clean all finished surfaces, floors, and walls and leave the affected areas ready for use by the City.

Leave no discernible marks or scars.

END OF SECTION

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HIGH-PERFORMANCE COATINGS

TABLE OF CONTENTS
PART 1 GENERAL.................................................................................................................2

1.01 SUMMARY ...................................................................................................................2

1.02 REFERENCES.............................................................................................................2

1.03 DEFINITIONS...............................................................................................................3

1.04 ABBREVIATIONS.........................................................................................................5

1.05 SUBMITTALS...............................................................................................................6

1.06 QUALITY ASSURANCE...............................................................................................7

1.07 PRODUCT DELIVERY, STORAGE, AND HANDLING ..............................................10

1.08 PROJECT CONDITIONS ...........................................................................................10

1.09 MAINTENANCE .........................................................................................................12

1.10 CTR RESPONSIBILITIES ..........................................................................................13 PART 2 PRODUCTS ............................................................................................................14

2.01 DESIGN AND PERFORMANCE CRITERIA ..............................................................14

2.02 MATERIALS ...............................................................................................................14

2.03 COATING SYSTEMS IDENTIFICATION ...................................................................15

2.04 PRODUCTS FOR COATING SYSTEMS ...................................................................15 PART 3 EXECUTION ...........................................................................................................16

3.01 GENERAL PROTECTION REQUIREMENTS............................................................16

3.02 GENERAL SURFACE PREPARATION REQUIREMENTS .......................................17

3.03 MECHANICAL AND ELECTRICAL EQUIPMENT PREPARATION ...........................17

3.04 CLEANING OF NEW AND PREVIOUSLY COATED OR NEW SURFACES.............18

3.05 BLAST CLEANING.....................................................................................................18

3.06 PREPARATION REQUIREMENTS FOR CONCRETE SURFACES .........................19

3.07 GENERAL PREPARATION REQUIREMENTS FOR METALLIC SURFACES..........21

3.08 PREPARATION REQUIREMENTS BY SURFACE TYPE .........................................22

3.09 APPLICATION REQUIREMENTS..............................................................................22

3.10 APPLICATION REQUIREMENTS FOR CONCRETE COATING SYSTEMS ............27

3.11 COATING SYSTEM SCHEDULE...............................................................................28

3.12 SURFACES NOT REQUIRING COATING.................................................................28

3.13 QUALITY CONTROL..................................................................................................28

3.14 CORRECTIVE MEASURES.......................................................................................29

3.15 CLEANUP...................................................................................................................30

3.16 FINAL INSPECTION ..................................................................................................30

ATTACHMENT A - SCHEDULE OF SURFACES TO BE COATED

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1.01 SUMMARY
A. Section includes: Coatings, including coating systems, surface preparation, application requirements, and quality control requirements.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D16 - Standard Terminology for Paint, Related Coatings, Materials, and Applications.

2. D2200 - Standard Practice for Use of Pictorial Surface Preparation Standards and Guides for Painting Steel Surfaces.

3. D3359 - Standard Test Methods for Rating Adhesion by Tape Test.

4. D3960 - Standard Practice for Determining Volatile Organic Compound (VOC) Content of Paints and Related Coatings.

5. D4262 - Standard Test Method for pH of Chemically Cleaned or Etched Concrete Surfaces.

6. D4263 - Standard Test Method for Indicating Moisture in Concrete by the Plastic Sheet Method.

7. D4285 - Standard Test Method for Indicating Oil or Water in Compressed Air.

8. D4414 - Standard Practice for Measurement of Wet Film Thickness by Notch Gages.

9. D4417 - Standard Test Methods for Field Measurement of Surface Profile of Blast-Cleaned Steel.

10. D4541 - Standard Test Methods for Pull-Off Strength of Coatings Using Portable Adhesion Testers.

11. D4787 - Standard Practice for Continuity Verification of Liquid or Sheet Linings Applied to Concrete Substrates.

12. D5162 - Standard Practice for Discontinuity (Holiday) Testing of Nonconductive Protective Coating on Metallic Substrates.

13. D7234 - Standard Test Method for Pull-Off Adhesion Strength of Coatings on Concrete Using Portable Pull-Off Adhesion Testers.

14. E337 - Standard Test Method for Measuring Humidity with a Psychrometer (the Measurement of Wet- and Dry-Bulb Temperatures).

15. F1869 - Standard Test Method for Measuring Moisture Vapor Emission Rate of Concrete Subfloor Using Anhydrous Calcium Chloride.

16. F2170 - Standard Test Method for Determining Relative Humidity in Concrete Floor Slabs Using In-situ Probes.

B. International Concrete Repair Institute (ICRI):

1. 310.2 - Guideline for Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

C. NACE International (NACE):

1. SP0178 - Design, Fabrication, and Surface Finish Practices for Tanks and Vessels to Be Lined for Immersion Service.

2. SP0188 - Discontinuity (Holiday) Testing of New Protective Coatings on Conductive Substrates.

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1. 500-03 - Surface Preparation Standard for Ductile Iron Pipe and Fittings in Exposed Locations Receiving Special External Coatings and/or Special Internal Linings.

E. NSF International (NSF):

1. 61 - Drinking Water System Components - Health Effects.

F. Occupational Safety and Health Administration (OSHA).

G. Society of Protective Coatings (SSPC):

1. Glossary - SSPC Protective Coatings Glossary.

2. Guide 6 - Guide for Containing Surface Preparation Debris Generated during Paint Removal Operations.

3. Guide 15 - Field Methods for Retrieval and Analysis of Soluble Salts on Steel and Other Nonporous Substrates.

4. PA 1 - Shop, Field, and Maintenance Painting of Steel.

5. PA 2 - Procedure for Determining Conformance to Dry Coating Thickness Requirements.

6. PA 9 - Measurement of Dry Coating Thickness Using Ultrasonic Gages.

7. QP 1 - Standard Procedure for Evaluating the Qualifications of Industrial/Marine Painting Contractors.

8. SP 1 - Solvent Cleaning.

9. SP 3 - Power Tool Cleaning.

10. SP 5 - White Metal Blast Cleaning.

11. SP 10 - Near-White Metal Blast Cleaning.

12. SP 11 - Power Tools Cleaning to Bare Metal.

13. SP 13 - Surface Preparation of Concrete.

14. SP 16 - Brush-Off Blast Cleaning of Coated and Uncoated Galvanized Steel, Stainless Steels, and Non-Ferrous Metals.

15. SP COM - Surface Preparation Commentary.

16. SP VIS 1 - Guide and Reference Photographs for Steel Surfaces Prepared by Dry Abrasive Blast Cleaning.

17. SP WJ-1 - Waterjet Cleaning of Metals -- Clean to Bare Substrate.

18. SP WJ-2 - Waterjet Cleaning of Metals -- Very Thorough Cleaning.

19. SP WJ-3 - Waterjet Cleaning of Metals -- Thorough Cleaning.

20. SP WJ-4 - Waterjet Cleaning of Metals -- Light Cleaning.

1.03 DEFINITIONS
A. Definitions used in this Section are in accordance with definitions referenced in ASTM D16, ASTM D3960, and SSPC Glossary of Definitions.

B. Specific definitions:

1. Abrasive: Material used for blast cleaning, such as sand, grit, or shot.

2. Abrasive Blast Cleaning: Cleaning/surface preparation by abrasive propelled at high speed.

3. Anchor Pattern: Profile or texture of prepared surface(s).

4. Biogenic Sulfide Corrosion: Corrosion caused by sulfuric acid formed when Thiobacillus bacteria metabolizes hydrogen sulfide.

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5. Bug Holes: Small cavities resulting when air bubbles are entrapped in the surface of formed concrete during placement and consolidation.

6. System: Protective film with 1 or more coats applied in a predetermined order, including surface preparation and quality control requirements.

7. Coating/Paint/Lining Thickness: Total thickness of primer, intermediate, and/or finish coats after drying or curing.

8. Dew point: Temperature a given air/water vapor mixture starts to condense.

9. Drying Time: Time interval between application and material curing.

10. Dry to Recoat: Time interval between material application and its ability to receive the next coat.

11. Dry to Touch: Time interval between material application and its ability to tolerate a light ouch without coating damage.

12. Exposed Surface: Any indoor or outdoor surface not buried or encased.

13. Feather Edging: Reducing coating thickness at its edge to blend with existing surrounding coating.

14. Feathering: Tapering off a wet edge with a comparatively dry brush.

15. Ferrous: Cast iron, ductile iron, wrought iron, and all steel alloys except stainless steel.

16. Field Coat: Application of a surface coating system at the work site.

17. Finish Coat: Final coat in a paint system, including texture, color, smoothness of surface, and other properties affecting appearance.

18. Hold Point: A defined point, specified in this Section, at which work shall be halted for inspection.

19. Holiday: A discontinuity, skip, void, or pinhole in coating or coating system film that exposes the substrate.

20. Honeycomb: Segregated and porous surface of hardened concrete due to insufficient consolidation.

21. Hydroblast: High or ultra-high-pressure water jet surface preparation.

22. Incompatibility: One coating's inability to overlay another coating or surface as evidenced by bleeding, poor bonding, or lifting of old coating; inability of a coating to bond to a substrate.

23. Immersed/Immersion: A service condition in which substrate is submerged, is immediately above liquids, or is subject to frequent wetting, splashing, or washdown.

24. Laitance: A thin, weak, brittle layer of cement and aggregate fines on a concrete surface.

25. Mil: 0.001 inch.

26. Overspray: Dry spray, particularly paint bonded to an unintended surface.

27. Pinhole: A small diameter discontinuity in a coating or coating system film, created by offgassing from a void in a concrete or masonry substrate causing a void between coats or exposing the substrate. Usually caused by coating application while temperature is rising.

28. Pot Life: Time interval after components are mixed and coating can be satisfactorily applied.

29. Prime Coat: First full paint coat applied to a surface when using a multicoat system. Primers adhere to a new substrate, protect the substrate, and promote adhesion of subsequent coats of paint. The prime coat on metal surfaces is the first full coat and does not include solvent wash, grease emulsifiers, or other pretreatment applications.

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30. Resurfacer/Resurfacing Material: A layer of cementitious and/or resin-based material used to fill or otherwise restore surface continuity to worn or damaged concrete surfaces.

31. Shelf Life: Maximum storage time a material may be stored without losing its usefulness.

32. Shop Coat: 1 or more coats applied in an off-site shop or plant before shipment to work site where field or finishing coat(s) are applied.

33. Spreading Rate: Area covered by a unit volume of paint at a specific thickness.

34. Stripe Coat: A separate brush coat of paint applied to all weld seams, pits, nuts/bolts/washers, and edges. This coat shall not be applied until previous coats have cured. Once applied, the coat shall be allowed to cure before subsequent coats are applied.

35. Tie Coat: An intermediate coat that bonds different types of paint material, improving succeeding coat adhesion.

36. Thick Film Coating System: A coating system applied with a minimum dry film thickness of 25 mils.

37. Touch-Up Painting: Application of paint on previously painted surfaces to repair marks, scratches, and deteriorated or damaged areas to restore the appearance and performance of the coating.

38. Water Blast: An alternative to air abrasive blast cleaning that can be used with or without abrasive injection. Water cleaning at pressures up to 5,000 pounds per square inch is called low-pressure water cleaning or power washing.

High-pressure water cleaning uses water pressures between 5,000 and 10,000 pounds per square inch. Water jetting is water blasting with added abrasive at pressures between 10,000 and 25,000 pounds per square inch.

Ultra-high-pressure water jetting is water blasting at pressures above 25,000 pounds per square inch.

39. Weld Splatter: Beads of non-structural weld metal that adhere to the surrounding surface, removed as part of surface preparation.

1.04 ABBREVIATIONS
A. CSM - Coating System Manufacturer.

B. CMU - Concrete Masonry Units.

C. CSA - Coating System Applicator. Specialty subcontractor retained by the Contractor to install the coating systems specified in this Section.

D. CTR - Coating System Manufacturer's Technical Representative.

E. DFT - Dry-Film Thickness. Thickness of cured film, usually expressed in mils (0.001 inch).

F. SSD - Surface Saturated Dry. Refers to concrete surface condition where the surface is saturated (damp) without the presence of standing water.

G. TPC - Technical Practice Committee.

H. VOC - Volatile Organic Compound. Portion of the coating that is a compound of carbon, is photochemically reactive, and evaporates during drying or curing;

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I. WFT - Wet Film Thickness. Coating thickness as measured immediately after application. Usually expressed in mils (0.001 inch).

1.05 SUBMITTALS
A. As specified in Section 01330 - Submittal Procedures, submit the following:

1. Schedule of proposed coating materials.

2. Schedule of surfaces to be coated with each coating material.

3. Dehumidification and heating plan.

4. Product data:
a. Physical properties of coatings, including the following:
1) Solids content.
2) Ingredient analysis.
3) VOC content.
4) Temperature resistance.
5) Typical exposures and limitations.
6) Manufacturer's standard color chips.
b. Compliance with regulatory requirements:
1) VOC limitations.
2) Lead compounds and polychlorinated biphenyls.
3) Abrasives and abrasive blast cleaning techniques and disposal. 4) Methods for tenting blasting areas and methods to protect existing equipment from dust and debris.
5) NSF certification of coatings for potable water supply systems. c. CSM's current printed recommendations and product data sheets for coating systems, including:
1) Surface preparation recommendations.
2) Primer type.
3) Maximum dry and wet-mil thickness per coat and number of coats:
a) Coating Coverage Worksheets.
4) Minimum and maximum curing time between coats, including atmospheric conditions for each.
5) Curing time before submergence in liquid.
6) Thinner to be used for each coating.
7) Ventilation requirements.
8) Minimum and maximum atmospheric conditions during which the paint shall be applied.
9) Allowable application methods.
10) Maximum allowable substrate moisture content.
11) Maximum shelf life.
12) Requirements for transportation and storage.
13) Mixing instructions.
14) Shelf life.
15) Material Pot life.
16) Precautions for applications free of defects.
17) Method of application.
18) Drying time of each coat, including prime coat.
19) Compatible prime coats.

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pw://Carollo/Documents/CA/Vallejo/201631-100000/04 Design/04 Specs/Carollo/09960 (BidSet) 20) Limits of ambient conditions during and after application. 21) Required protection from sun, wind, and other conditions. 22) Touch-up requirements and limitations.
23) Minimum adhesion of each system submitted in accordance with ASTM D4541 and ASTM D7234.
d. Samples: Include 8-inch square drawdowns or brushouts of topcoat finish when requested. Identify each sample as to finish, formula, color name and number, sheen name, and gloss units.
e. Affidavits signed by an officer of the CSM’s corporation attesting to full compliance of each coating system component with current federal, state, and local air pollution control regulations and requirements. f. List of cleaning and thinner solutions allowed by the CSMs. g. Storage requirements, including temperature, humidity, and ventilation for Coating System Materials as recommended by the CSMs.
h. Thick film coating systems (greater than 25 mils):
1) CSM's detailed written instructions for coating system treatment and graphic details for coating system terminations in coated structures, including pipe penetrations, metal embedments, gate frames, and other terminations encountered.
2) Include detail treatment for coating system at concrete joints. 3) Manufacturer's Representative’s (CTR) Field Reports.

5. Quality assurance submittals:
a. Quality assurance plan.
b. Qualifications of CSA, including:
1) List of Similar Projects:
a) Name and address of project.
b) Year of installation.
c) Year placed in operation.
d) Point of contact: Name and phone number.
2) Provide a minimum of 5 project references, each including contact name, address, and telephone number where similar coating work has been performed by their company in the past 5 years. c. CSA Reports:
1) Written daily quality control inspection reports.
d. CTR Reports:
1) Reports on visits to project site to view and approve surface preparation of structures to be coated.
2) Reports on visits to project site to observe and approve coating application procedures.
3) Reports on visits to coating plants to observe and approve surface preparation and coating application on shop-coated items.

1.06 QUALITY ASSURANCE
A. CSA qualifications:

1. Minimum of 5 years of experience applying specified type or types of coatings under conditions similar to those of the Work:
a. Provide qualifications of applicator and references listing 5 similar projects completed in the past 5 years.

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2. SSPC-QP 1 certified.

3. Manufacturer-approved applicator when manufacturer has approved applicator program or when required in these specifications.

B. CTR qualifications:

1. Certification, one of the following:
a. NACE Level 2 or 3 Certified Coating Inspector.
b. SSPC Level 3 Protective Coatings Inspector.

2. Minimum of 5 years of experience evaluating application of manufacturer's coatings under conditions similar to those of the Work:
a. Provide CTR qualifications and references listing 5 similar projects completed in the past 5 years.

C. Regulatory requirements: Comply with governing agencies' regulations by using coatings conforming to their VOC limits:

1. Lead-based coatings are not permitted.

2. Do not use coal-tar epoxy in contact with drinking water or exposed to ultraviolet radiation.

D. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings:

1. Coordinate Hold Point schedule.

E. Field samples:

1. Prepare and coat a minimum 100-square-foot area of each system between corners or limits such as control or construction joints.

2. Approved field sample may be part of the Work.

F. Obtain approval before coating other surfaces. Use products by same manufacturer for prime coats, intermediate coats, and finish coats on same surface, unless specified otherwise.

G. CSM services:

1. CSA shall arrange for CTR to attend pre-installation conferences.

2. Visit the project site periodically to consult on and inspect specified surface preparation and application Hold Points.

3. Visit coating plants to observe and approve surface preparation procedures and coating application of items to be shop primed and coated.

4. CTR shall provide written inspection reports.

H. Quality control requirements:

1. Contractor shall be responsible for the workmanship and quality of the coating system installation:
a. Inspections by City, Construction Manager, Engineer, CSA, or CTR will not relieve or limit Contractor’s responsibilities.

2. Conform to this specification's requirements and the standards referenced in this Section. Changes in the coating system application requirements will be allowed only with the Engineer's written acceptance.

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3. Specially trained crews with experience applying the specified coating system coating are required for:
a. Coating application using plural component spray equipment or other specialty equipment.
b. Coating with specialty linings for severe service conditions, including floor coatings, and with linings for corrosive headspaces or secondary containment areas.

4. CTR shall specially train personnel for coating systems as specified in Attachment B - Coating Detail Sheets:
a. CSM shall approve personnel in writing applying the coating system.

5. Do not use contaminated, outdated, diluted materials, and/or materials from previously opened containers.

6. Identify inspection access points used by City's or Engineer's personnel.

7. Provide ventilation, ingress, egress, or other means as necessary for City's or Engineer’s personnel to safely access the work areas.

8. Conduct and continually inspect work so the coating system is installed as specified. The CSM shall provide written directions to correct coating work not conforming to the specifications or is otherwise unacceptable.

9. Provide written daily reports summarizing test data, work progress, surfaces covered, ambient conditions, quality control inspection test findings, and other information pertinent to the coating system application:
a. Determine relative humidity in accordance with ASTM E337. Confirm other conditions, such as proper protective measures for surfaces not to be coated and safety requirements for personnel:
1) Measure daily at shift's beginning and end and at intervals not to exceed 4 hours during the shift.
2) Determine the acceptability of weather and/or environmental conditions within the structure in accordance with the CSM's requirements.
b. Monitoring surface preparation: Spot check cleanliness, surface profile, and surface pH testing at least 3 times daily. Check each surface at least once. In accordance with:
1) ASTM D4262.
2) ASTM D4263.
3) ASTM D4417.
4) ICRI 310.2 requirements.
5) SSPC Surface Preparation Standards.
c. Confirm that compressed air used for surface preparation or blow-down cleaning is free of oil and moisture.
d. Monitor surface preparation daily at shift's beginning and end and at intervals not to exceed 4 hours during the shift.
e. Do not apply coatings when environmental conditions are outside of the CSM's published limits.
f. Monitoring coatings application: Continuously inspect, measure, and record the wet film thickness and general film quality (visual inspection) for runs, sags, pinholes, holidays, etc. during coating:
1) Perform WFT measurements in accordance with ASTM D4414. g. Post cure evaluation: Measure and inspect the overall dry film thickness on all surfaces. Conduct a DFT survey and perform adhesion testing, holiday detection, or cure testing as required in this Section and/or the CSM’s written instructions. Perform all applicable tests in accordance with