Ukiah City Council
November 19, 2025

Cast-in-Place Concrete
03300-22 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 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” 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 Portland cement content above 564 pounds per cubic yard, increase workability factor by 2.5 units. c) For each 94 pounds of Portland 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.

Cast-in-Place Concrete
03300-23 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED)

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.

Cast-in-Place Concrete
03300-24 8660F10 July 12, 2023 - CONFORMEDpw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 Type
Maximum Chloride Content (percent
by weight of cement)
Maximum Size of Coarse Aggregate
(ASTM C33 )
Air Entrainment (percent),
(n/a : not applicable)
Admixtures required(4,5,6)
Slump Range
(inches)
A 4,500 0.40 to 0.42 535 to 575 II 0.30 #57 6+1.5 AEA
WRA
2 to 4
A-NA 4,500 0.40 to 0.45 535 to 575 II 0.30 #57 n/a WRA 2 to 4 C 2,500 0.62 max. min. 423 II No limit #57 6+1.5 AEA
WRA
3 to 6
CE 3,000 0.62 max. min 423 II No limit #8 5+1.5 AEA
WRA
3 to 6
PM 5,000 0.40 535 to 575 II 0.15 #57 5+1.5 AEA
WRA
3 to 6

Cast-in-Place Concrete
03300-25 8660F10 July 12, 2023 - CONFORMEDpw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) Notes: (1) Sub classes within major concrete classes are designated as follows: NA: Without air entrainment. (2) 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. (3) W/C Ratio = Ratio of water to cementitious materials (Portland cement plus supplemental cementitious material) 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. (4) Cementitious material includes Portland cement plus supplemental cementitious materials. If trial batch testing demonstrates that the required strength cannot be met at 28 or 56 days with the specified combined aggregate gradation and the paste content limits, cementitious material content may be increased with Engineer's approval if a shrinkage-reducing admixture (SRA) is included in the mix design.
(5) Admixtures are designated as follows: AEA: Air entraining admixture HRWR: High-range water-reducing admixture SRA: Shrinkage-reducing admixture.

SFR: Synthetic fiber reinforcement.

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

Cast-in-Place Concrete
03300-26 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 A-NA concrete: Structural concrete without air entrainment. a. Class A-NA concrete may be used in lieu of Class A at indoor slabs (not subject to freezing and thawing) where inclusion of an air-entraining admixture makes it difficult to achieve the specified concrete finish.

3. 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.

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

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

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.

Cast-in-Place Concrete
03300-27 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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. 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 318 and ACI 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, setting time, 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.

Cast-in-Place Concrete
03300-28 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED)

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 4 at 56 days.

Deliver 1 final cylinder to Engineer at 56 days.
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 318 and ACI 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.

Cast-in-Place Concrete
03300-29 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED)

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: One group including shrinkage-reducing admixture, and one group without shrinkage-reducing admixture.
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.

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.

Cast-in-Place Concrete
03300-30 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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.

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. Portland cement:
a. Sample and test Portland cement 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.

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.

Cast-in-Place Concrete
03300-31 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED)

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 all 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.

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.

Cast-in-Place Concrete
03300-32 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 nor 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.

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.

Cast-in-Place Concrete
03300-33 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 nor 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.

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.

Cast-in-Place Concrete
03300-34 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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. 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.

Cast-in-Place Concrete
03300-35 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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.

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, nor 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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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.

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 305R, 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).

C. Concrete sealer:

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

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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.

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 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.

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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.

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 the following paragraphs, 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. Form removal:

1. Do not remove forms from concrete which has been placed when outside ambient air temperature is below 50 degrees Fahrenheit until the following conditions are satisfied:
a. Concrete has sufficient strength to allow form removal without damage to surfaces.
b. At least 48 hours have elapsed since the end of concrete placement. c. Provisions are in place to maintain moisture for curing concrete, and temperature at or above the required minimum curing temperature specified.

2. Vertical forms:
a. Retain in place for a minimum of 24 hours after concrete is placed. b. If concrete has sufficient strength and hardness to resist surface or other damage after 24 hours, forms may be removed.

3. Other forms supporting concrete, and shoring: Retain in place as follows:
a. Formed sides of footings: 24 hours minimum.
b. Formed vertical sides of beams, girders, and similar members: 48 hours minimum.
c. Forms below slabs, beams, and girders: Until concrete strength reaches specified strength f’c or until shoring is installed.
1) Shoring for slabs, beams, and girders: Shore until concrete strength reaches minimum specified 28-day compressive strength.

4. Wall bracing: Brace walls until strength of concrete beams and slabs laterally supporting wall reaches minimum specified 28-day compressive strength.

C. 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 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 305R and this Section.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) B. If placements during hot weather are expected, and when requested by the Engineer, prepare a hot weather concreting plan. Maintain at least 1 copy on site. Provide plan for review if requested by the Engineer.

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

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

3. 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.

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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. 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.

3.10 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 Owner’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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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.

3.11 FIELD QUALITY CONTROL BY OWNER
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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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, Owner will pay the cost of these tests.

3.12 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 Owner.

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 Owner.

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 day and 28 day 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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 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; or 2) Epoxy resin/Portland cement bonding agent as specified in Section 03072 - Epoxy Resin/Portland Cement Bonding Agent.

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. 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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03300 (CONFORMED) 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 Substantial 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 Substantial 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 Substantial 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 350R

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ATTACHMENT B - COARSENESS FACTOR CHART

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

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ATTACHMENT C - COMBINED AGGREGATE GRADATION CHART

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COMBINED AGGREGATE GRADATION CHART

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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 RockABC/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:

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03366 (CONFORMED) SECTION 03366

TOOLED CONCRETE FINISHING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Tooled concrete finishes.

1.02 QUALITY ASSURANCE
A. Mock-ups:

1. Test panels for concrete finishes:
a. Prepare test panels for F4 and F5 finishes and tie-hole repairs for review by Engineer.
b. Accepted test panels serve as standard of quality and workmanship for project.

2. Prepare test panel showing horizontal and vertical joints proposed for project for review by the Engineer. Refer to finishes specified in this Section.

3. Test panels indicating methods for making concrete repairs: Prepare test panels for proposed repairs at beginning of project for review by Engineer:
a. Accepted test panels serve as standard for repairs during the project.

1.03 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 MIXES
A. Mortar mix for F4 finish: Consist 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.

B. Mortar mix for F5 finish: Consist of 1 part cement to 1-1/2 parts of sand which passes Number 16 screen.

2.02 CONCRETE SEALER
A. Manufacturers: One of the following or equal:

1. Euclid Chemical Company: Diamond Hard.

2. L&M Construction Chemicals: SealHard.

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3.01 CONCRETE FINISHES
A. Cement for finishes:

1. Addition of white cement may be required to produce finish which matches color of concrete to be finished.

B. Finish vertical concrete surfaces with one of the following finishes as indicated in the Finish Schedule:

1. F1 finish: No special treatment other than repair defective work and fill depressions 1 inch or deeper and tie holes with mortar after removal of curing compound.

2. F2 finish: No special treatment other than repair defective work, remove fins, fill depressions 1/2 inch or deeper and tie holes with mortar after removal of curing compound.

3. F3 finish: Repair defective work, remove fins, offsets, and grind projections smooth. Fill depressions 1/4 inch or larger in depth or width and tie holes with mortar after removal of curing compound.

4. F4 finish: Receive same finish as specified for F3 finish, and, in addition fill depressions and holes 1/16 inch or larger in width with mortar. a. "Brush-Off" sandblast surfaces prior to filling holes to expose all holes near surface of the concrete.
b. Thoroughly wet surfaces and commence filling of pits, holes, and depressions while surfaces are still damp.
c. Perform filling by rubbing mortar over entire area with clean burlap, sponge rubber floats, or trowels.
d. Do not let any material remain on surfaces, except that within pits and depressions.
e. Wipe surfaces clean and moist cure.

5. F5 finish: Receive same finish as specified for F3 finish, and, in addition, receive special stoned finish, in accordance with following requirements:
a. Remove forms and perform required repairs, patching, and pointing as specified in this Section.
b. Wet surfaces thoroughly with brush and rub with hard wood float dipped in water containing 2 pounds of portland cement per gallon. c. Rub surfaces until form marks and projections have been removed. d. Spread grindings from rubbing operations uniformly over surface with brush in such manner as to fill pits and small voids.
e. Moist cure brushed surfaces and allow to harden for 3 days:
1) After curing, obtain final finish by rubbing with carborundum stone of approximately Number 50 grit until entire surfaces have smooth texture and are uniform in color.
2) Continue curing for remainder of specified time.
f. If any concrete surface is allowed to become too hard to finish in above specified manner, sandblast and wash related surfaces exposed to view, whether finished or not.
1) While still damp, rub over surface, plastic mortar, as specified for brushed surfaces and handstoned with Number 60 grit carborundum stone, using additional mortar for brushed surfaces until surface is evenly filled without an excess of mortar.

Tooled Concrete Finishing
03366-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03366 (CONFORMED) 2) Continue stoning until surface is hard.
3) After moist curing for 3 days, make surface smooth in texture and uniform in color by use of Number 50 or Number 60 grit carborundum stone.
4) After stoning, continue curing until 7 day curing period is completed.

C. Finish horizontal concrete surfaces with one of the following finishes as indicated in the Finish Schedule after proper and adequate vibration and tamping:

1. S1 finish: Screeded to grade and leave without special finish.

2. S2 finish: Smooth steel trowel finish.

3. S3 finish: Steel trowel finish free from trowel marks. Provide smooth finish free of all irregularities.

4. S4 finish: Steel trowel finish, without local depressions or high points, followed by light hairbroom finish. Do not use stiff bristle brooms or brushes. Perform brooming parallel to slab-drainage. Provide resulting finish that is rough enough to provide nonskid finish. Finish is subject to review and acceptance by the Engineer.

5. S5 finish: Nonslip abrasive: After concrete has been screeded level and hardened enough to support man standing on a board, sprinkle abrasive from shake screen into surface at uniform rate of 25 pounds for each 100 square feet of surface area, wood float into finish, then trowel abrasive into surface with steel trowel properly exposing abrasive in surface as required to provide nonslip surface.

6. S6 finish: Roughened finish: After concrete has been screeded to grade, apply a roughened finish by use of a jitterbug roller or similar device.

D. Finish concrete floor surfaces to which surfacing material is applied: Finish smooth with tolerance within 1/8 inch in 10 feet in any direction from lines indicated on the Drawings.

3.02 CONCRETE FINISH SCHEDULE
A. Finish concrete surfaces as follows:

1. F4 finish for following vertical surfaces:
a. Concrete surfaces specified or indicated to be painted. b. Concrete surfaces, interior or exterior, exposed to view.

2. Surfaces in open channels, basins, and similar structures:
a. F3 finish for vertical surfaces which are normally below water surface. b. F4 finish for vertical surfaces located above normal water surface and exposed to view.
c. Remove fins and fill tie holes from concrete surfaces located in closed boxes or channels where there is normally no access or passageway.

3. S1 finish for following surfaces:
a. Projecting footings which are to be covered with dirt. b. Slab surfaces which are to be covered with concrete fill.

4. S2 finish for following surfaces:
a. Tops of corbels.
b. Tops of walls and beams not covered above in this Section. c. Tops of slabs not covered above in this Section.
d. All other surfaces not specified to be finished otherwise.

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5. S3 finish for following surfaces:
a. Building and machine room floors which are not covered with surfacing material: Provide floors that are free from trowel marks.

6. S4 finish for following surfaces:
a. Exterior walkways.
b. Tops of exterior walls or beams which are to serve as walkways. c. Tops of exterior walls or beams which are to support gratings. d. Top surface of slabs for basins, channels, digesters, and similar structures.

7. S6 finish for following surfaces:
a. Basin bottoms, or other similar slab surfaces, over which layer of basin bottom grout will be applied.

END OF SECTION

Shotcrete
03371-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03371 (CONFORMED) SECTION 03371

SHOTCRETE
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Application of shotcrete onto prepared substrate, formed surfaces, or against earth, including preparation of substrate.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 506R - Guide to Shotcrete.

2. 506.2 - Specification for Materials, Proportioning, and Application for Shotcrete.

B. ASTM International (ASTM):

1. C150 - Standard Specification for Portland Cement.

1.03 SUBMITTALS
A. Quality control submittals:

1. Certificate of Compliance for cement.

B. Test reports:

1. Copy of sieve analysis for aggregate.

1.04 QUALITY ASSURANCE
A. Mock-ups:

1. Preconstruction testing: Perform testing in accordance with ACI 506.2.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements:

1. Provide shotcrete in accordance with the requirements of ACI 506.2, except as modified by requirements of this Section.

2. Shotcrete shall be of either wet mix or dry mix type.

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2.02 MATERIALS
A. Formwork:

1. Provide formwork as specified in Section 03102 - Concrete Formwork and following:
a. Provide formwork in accordance with ACI 506.2, adequately stiffened and supported to withstand impact of shotcrete placement and permit escape of air and rebound.

B. Reinforcement: As specified in Section 03200 - Concrete Reinforcing.

C. Cement: ACI 506.2 and be portland cement in accordance with ASTM C150, Type II, low alkali.

D. Aggregate: In accordance with ACI 506R, normal weight conforming to Gradation Number 2 in Table 1.1.

E. Admixtures: In accordance with ACI 506.2 for wet mix shotcrete and as specified in Section 03300 - Cast-in-Place Concrete.

2.03 MIXES
A. Proportioning: Proportion shotcrete in accordance with ACI 506.2 having 28-day compressive strength f'c of 4,000 pounds per square inch.

PART 3 EXECUTION

3.01 PREPARATION
A. Surface preparation:

1. Prepare surfaces in accordance with ACI 506.2 to which shotcrete is to be applied.

2. Ensure that surfaces are original undisturbed soil unless otherwise indicated on the Drawings or permitted by the Engineer.

3. Where backfill is permitted, use aggregate base coarse as specified in Section 02050 - Soils and Aggregates for Earthwork compacted to 95 percent maximum density placed in horizontal lifts and trimmed where necessary.

3.02 PLACING
A. Cover on reinforcement:

1. General: In accordance with ACI 506.2.

2. Welded wire fabric: Kept within 1/2 inch of location indicated on the Drawings.

B. Control joints: Provide control joints in accordance with 506.2 and as indicated on the Drawings.

C. Curing:

1. Cure shotcrete immediately after finishing in accordance with ACI 506.2.

2. Natural curing as specified in ACI 506.2 shall not be permitted.

Shotcrete
03371-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03371 (CONFORMED) D. Finishing: Provide natural gun finish as specified ACI 506.2, except where otherwise indicated on the Drawings.

E. Tolerances:

1. Provide finished shotcrete surfaces as specified in ACI 506.2, having maximum deviation from true line and grade not exceeding following:
a. Side slopes: Not exceed 1 inch offset from true line in 12 feet of run along line.
b. Horizontal surfaces: Not exceed 1-inch deviation in 10 feet of run. Sloped surfaces shall be graded to drain.
c. Provide surfaces complying with following maximum tolerances:

Item Maximum Tolerance
inches
Reservoir Side Slopes Plus 1/2 Minus 1/2
Ditch and Reservoir Bottoms Plus 1/2 Minus 1/2
Ditch Side Slopes Plus 1/2 Minus 1
d. Thickness: Plus 1 inch or minus 1/4 inch of thickness values indicated on the Drawings.

3.03 FIELD QUALITY CONTROL
A. Tests:

1. Construction testing: Perform testing by test panel method in accordance with requirements of ACI 506.2.

END OF SECTION

Grouting
03600-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03600 (CONFORMED) 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.

Grouting
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03600 (CONFORMED) 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.

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2. In accordance with ASTM C1107.

3. Preportioned and prepackaged cement-based mixture.

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.

Grouting
03600-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03600 (CONFORMED) E. Grouting other baseplates:

1. General:
a. Use non-shrink grout as specified in this Section.
b. Baseplate grouting shall take place from one 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 one 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

Prepackaged Small Aggregate Repair Concrete
03922-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03922 (CONFORMED) SECTION 03922

PREPACKAGED SMALL AGGREGATE REPAIR CONCRETE
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Prepackaged concrete for the repair of concrete.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C33 - Standard Specification for Concrete Aggregates.

2. C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

3. C150 - Standard Specification for Portland Cement.

B. International Concrete Repair Institute (ICRI):

1. Guideline No. 310.2R - Selecting and Specifying Concrete Surface Preparation for Sealers, Coatings, Polymer Overlays, and Concrete Repair.

C. NSF International (NSF):

1. Standard 61 - Drinking Water System Components.

1.03 SUBMITTALS
A. Product Data.

B. Manufacturer’s Instructions.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Store in unopened containers in clean, dry area with temperature between 45 and 90 degrees Fahrenheit.

PART 2 PRODUCTS

2.01 PREPACKAGED CONCRETE
A. Coarse aggregate: Maximum 3/8-inch aggregate in accordance with ASTM C33.

B. Portland cement: Type I or II in accordance with ASTM C150.

C. Compressive strength: 5,000 pounds per square inch at 28 days minimum, in accordance with ASTM C39.

D. Packaged in multi-wall bags.

Prepackaged Small Aggregate Repair Concrete
03922-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03922 (CONFORMED) E. Manufacturers: One of the following or equal:

1. Master Builders Solutions, MasterEmaco S 440.

2. Sika, Sikacrete 211.

PART 3 EXECUTION

3.01 PREPARATION
A. In accordance with manufacturer's written instructions. If manufacturer's instructions are not available, prepare as indicated:

1. Clean entire slab surface as required to remove dirt, oil, curing compound, laitance, dust, and other matter that may prevent proper grout bonding.

2. Concrete substrate shall have rough texture, suitable for bonding repair concrete.

3. Roughen concrete substrate in contact with repair concrete to ICRI Guideline No. 310.2R, CSP-6 surface profile or rougher using method suitable to the Engineer.
a. Remove loose or broken concrete.

4. Saturate concrete substrate with potable water for minimum of 3 days just before placing repair concrete. At time repair concrete is placed, substrate shall be saturated and surface damp with no standing water.

3.02 INSTALLATION
A. Slump range: 4 to 6 inches.

B. Mix in accordance with manufacturer’s instructions.

C. Water for mixing: As specified in Section 03300 - Cast-in-Place Concrete.

D. Water cure concrete repair area as specified in Section 03300 - Cast-in-Place Concrete.

END OF SECTION

Epoxy Injection System
03931-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (CONFORMED) SECTION 03931

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.

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.

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.

1.04 QUALITY ASSURANCE
A. Products:

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

Epoxy Injection System
03931-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (CONFORMED) 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.

B. Manufacturers: One of the following or equal:

1. Master Builders Solutions, MasterInject 1500.

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

Epoxy Injection System
03931-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (CONFORMED) 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.

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.

Epoxy Injection System
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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 Owner's quality assurance for the Work of this Section as specified in Section 01450 - Quality Control.

B. Special inspections special tests, and structural observation:

1. Not required.

Epoxy Injection System
03931-5 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/03931 (CONFORMED) 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 Owner.

END OF SECTION

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (CONFORMED) SECTION 04055

ADHESIVE BONDING REINFORCING BARS AND ALL THREAD RODS IN MASONRY PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Bonding reinforcing bars and all thread rods in masonry using injectable, 2-component adhesive.

1.02 REFERENCES
A. American National Standards Institute (ANSI):

1. Standard B212.15 - Carbide Tipped Masonry Drills and Blanks for Carbide Tipped Masonry Drills.

B. ICC Evaluation Service, Inc. (ICC-ES):

1. AC58 - Acceptance Criteria for Adhesive Anchors in Masonry Elements.

C. Society for Protective Coatings (SSPC):

1. Surface Preparation Standards (SP).
a. SP-1 - Solvent Cleaning.

1.03 DEFINITIONS
A. Evaluation Report: Report prepared by ICC-ES, or by other testing agency acceptable to the Engineer and to the Authority Having Jurisdiction, that documents testing and review of the adhesive product to confirm that it conforms to the requirements of ICC-ES AC58.

1.04 SUBMITTALS
A. Product data: Furnish technical data for adhesives, including:

1. Independent testing laboratory results indicating allowable loads in tension and shear for masonry walls of the types included in the Work, with load modification factors for temperature, spacing, edge distance, and other installation variables.

2. Handling and storage instructions.

3. Installation instructions.

B. Quality control submittals:

1. Special inspection: Detailed instructions for special inspection to comply with the building code specified in Section 01410 - Regulatory Requirements.

2. Evaluation Report confirming that the product complies with the requirements of ICC-ES AC58.

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1.05 DELIVERY, STORAGE, AND HANDLING
A. Store and protect as follows, unless manufacturer has more stringent requirements:

1. Store adhesive components on pallets or shelving in a covered-storage area protected from weather.

2. Control temperature to maintain storage within manufacturer’s recommended temperature range.
a. If products are stored at temperatures outside manufacturer’s recommended range, test components prior to use by methods acceptable to the Engineer to determine if the products still meet specified requirements.

3. Dispose of products that have passed their expiration date.

1.06 PROJECT CONDITIONS
A. As specified in Section 01850 – Design Criteria.

B. Seismic design category (SDC) for structures: As specified in Section 01850 - Design Criteria.

PART 2 PRODUCTS

2.01 GENERAL
A. Like items of materials: Use end products of one manufacturer to achieve structural compatibility and single-source responsibility.

2.02 ADHESIVE FOR SELF-CONTAINED CARTRIDGE SYSTEM
A. Adhesive shall have a current Evaluation Report demonstrating compliance with the requirements of ICC-ES AC58.

B. Materials:

1. 2-component structural adhesive, insensitive to moisture, and gray in color.

2. Cure temperature, pot life, and workability: Compatible with intended use and environmental conditions.

C. Packaging:

1. Furnished in disposable, side-by-side cartridges with resin and hardener components isolated until mixing through manufacturer’s static mixing nozzle. a. Nozzle designed to thoroughly blend the components, in the proper mixing ratio, for injection from the nozzle directly into prepared hole. b. Provide nozzle extensions as required to allow full-depth insertion and filling from the bottom of the hole.

2. Container markings: Include manufacturer's name, product name, batch number, mix ratio by volume, product expiration date, ANSI hazard classification, and appropriate ANSI handling precautions.

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (CONFORMED) D. For installation in solid masonry and solid-grouted masonry (concrete or brick):

1. Manufacturers: One of the following or equal:
a. Hilti, Inc., HY-270 Adhesive Anchor System.
b. Simpson Strong-Tie Co., Inc., ET-HP Anchoring Adhesive. c. USP Structural Connectors, CIA-GEL 7000 Masonry Epoxy Adhesive.

2.03 ALL THREAD RODS
A. Materials: As specified in Section 05120 - Structural Steel Framing.

2.04 REINFORCING BARS
A. As specified in Section 04090 - Masonry Accessories.

PART 3 EXECUTION

3.01 GENERAL
A. Unless otherwise required for “conditions of use” in the Evaluation Report submitted, prepare and install holes, adhesive, and inserts (all thread rods or reinforcing bars) in accordance with the manufacturer’s recommendations and this Section.

1. In the event of conflicts, the more restrictive provisions shall govern.

B. Do not install adhesive-bonded all-thread rods or reinforcing bars in upwardly inclined and overhead applications.

3.02 PREPARATION
A. Prior to completing manufacturer’s on-site training specified in this Section, do not:

1. Drill holes for reinforcing bars or all thread rods.

2. Mix or install adhesive in holes.

B. Review manufacturer’s installation instructions and “conditions of use” stipulated in the Evaluation Report before beginning work.

C. Confirm that adhesive and substrate receiving adhesive are within manufacturer’s recommended temperature range and will remain so during the cure time for the product.

3.03 HOLE LAYOUT AND INSTALLATION
A. Drilling holes:

1. Determine location of reinforcing bars or other obstructions with a non-destructive indicator device. Mark locations with on the surface of the masonry using removable construction crayon, or other method acceptable to the Engineer.

2. Do not damage or cut existing reinforcing bars, electrical conduits, or other items embedded in the masonry without prior acceptance by Engineer.

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (CONFORMED) B. Hole drilling equipment:

1. Electric or pneumatic rotary impact type.
a. Set drill to “rotation only” mode, or to “rotation plus hammer” mode in accordance with manufacturer’s installation instructions and the requirements of the Evaluation Report.

2. Where edge distances are less than 2 inches and “rotation plus hammer” mode is permitted, use lighter impact equipment to prevent micro-cracking and spalling from drilling.

3. Drill bits: Carbide-tipped in accordance with ANSI B212-15.

4. Hollow drill bits with flushing air systems are preferred. Air supplied to hollow drill bits shall be free of oil, water, or other contaminants that will reduce bond.

C. Hole diameter: As recommend in the manufacturer’s installation instructions and the Evaluation Report.

D. Hole depth: As recommended by the manufacturer’s installation instructions to provide minimum effective embedment indicated on the Drawings.

E. Obstructions in drill path:

1. If an existing reinforcing bar or other obstruction is hit while drilling hole, stop drilling and fill the hole with dry-pack mortar. Relocate the hole to miss the obstruction and drill to the required depth.
a. Allow dry-pack mortar to cure to strength equal to that of the surrounding masonry before resuming drilling in that area.
b. Epoxy grout may be substituted for dry-pack mortar when acceptable to the Engineer.

2. Avoid drilling an excessive number of adjacent holes that would weaken the structural member and endanger the stability of the structure. Obtain Engineer’s acceptance of distance between abandoned and relocated holes.

3. When existing reinforcing steel is encountered during drilling and when acceptable to Engineer, enlarge the hole by 1/8 inch, core through the existing reinforcing steel at the larger diameter, and resume drilling at original hole diameter.

4. Bent bar reinforcing bars: Where edge distances are critical and interference with existing reinforcing steel is likely, and if acceptable to Engineer, drill hole at 10 degree angle (or less) from axis of reinforcing bar or all thread rod being installed.

F. Cleaning holes:

1. Insert air nozzle to bottom of hole and blow out loose dust. a. Use compressed air that is free of oil, water, or other contaminants. b. Provide minimum air pressure of 90 pounds per square inch for not less than 4 seconds.

2. Using a stiff bristle brush of diameter that provides contact around the full perimeter of the hole, vigorously brush the hole to dislodge compacted drilling dust.
a. Insert brush to the bottom of the hole and withdraw using a simultaneous twisting motion.
b. Repeat at least 4 times.

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3. Repeat the preceding steps as required to remove drilling dust or other material that will reduce bond, and as required by the manufacturer and the Evaluation Report.

4. Leave prepared hole clean and dry.

3.04 INSTALLATION OF ADHESIVE AND INSERTS
A. Clean and prepare inserts:

1. Prepare embedded length of reinforcing bars and all thread rods by cleaning to bare metal. The inserts shall be free of oil, grease, paint, dirt, mill scale, rust, or other coatings that will reduce bond.

2. Solvent-clean prepared reinforcing bars and all thread rods over their embedment length in accordance with SSPC SP-1. Provide an oil and grease-free surface for bonding of adhesive to steel.

B. Fill holes with adhesive: Solid or solid-grouted masonry:

1. Starting at the bottom of the hole, fill hole with adhesive before inserting the reinforcing bar or all thread rod.

2. Fill hole without creating air voids as nozzle is withdrawn.

3. Fill hole with sufficient adhesive so that excess is extruded out of the hole when the reinforcing bar or all thread rod is inserted into the hole.

4. Where metal or plastic screens are required for use in masonry (units with hollow cells or holes, and multi-wythe brick walls), fill screen with adhesive and insert into hole in accordance with manufacturer’s recommendations.

C. Fill holes with adhesive: Masonry with holes or un-grouted cells.

1. Provide manufacturer’s mesh screen tubes (steel or plastic mesh), fill with adhesive, and install in compliance with manufacturer’s instructions.

D. Install reinforcing bars and all thread rods:

1. Install to depth, spacing, and locations as indicated on the Drawings.

2. Insert bars and all thread rods into hole in accordance with manufacturer’s recommended procedures. Confirm that insert has reached the designated embedment in the hole and that adhesive completely surrounds the embedded portion.

3. Clean excess adhesive from the mouth of the hole.

E. Curing and loading:

1. Provide curing conditions recommended by the adhesive manufacturer for the period required to fully cure the adhesive at the actual temperature of the masonry.

2. Do not disturb or load anchors until manufacturer’s recommended cure time has elapsed.

Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry 04055-6 8660F10 July 12, 2023 - CONFORMED
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3.05 FIELD QUALITY CONTROL
A. Contractor shall provide field quality control as specified in Section 01450 - Quality Control.

B. Manufacturers' services:

1. Before beginning installation, furnish adhesive manufacturer's representative to conduct on-site training in proper storage and handling of adhesive, drilling and cleaning of holes, and preparation and installation of reinforcing bars and all thread rods.
a. Provide notice of training to Engineer and Special Inspector not less than 10 working days before training occurs. Engineer and Special Inspector may attend training sessions.

2. Submit record, signed by the Engineer, listing Contractor’s personnel who completed the training. Only qualified personnel who have completed manufacturer’s on-site training shall perform installations.

3. Do not install holes or adhesive until training is complete.

3.06 FIELD QUALITY ASSURANCE
A. Engineer will provide on-site inspection and field quality assurance.

B. Special inspection:

1. As specified in Section 01455 - Regulatory Quality Assurance.

2. Unless otherwise indicated on the Drawings or in this Section, provide periodic special inspection as required by the “Conditions of Use” in the Evaluation Report for the product installed.
a. Provide continuous inspection of placement of adhesive and insertion of reinforcing bars and all thread rods into adhesive.

3. Provide a written record of each inspection using form acceptable to the Engineer and the Authority Having Jurisdiction.

4. Preparation:
a. Review drawings and specifications for the Work being observed. b. Review adhesive manufacturer’s recommended installation and evaluation report’s special inspection procedures.

5. Provide an initial inspection by for each combination of masonry type and reinforcing bar or all thread rod being installed. During initial inspection, observe the following for compliance with installation requirements. Furnish report of inspection that includes the following items. a. Masonry construction: Type and thickness; whether fully or partially grouted; locations and types of voids and holes in units. b. Environment: Temperature and moisture conditions of masonry base material and work area.
c. Holes: Locations, spacing, edge distances; verification of drill bit compliance with ANSI B212.15; cleaning equipment and procedures; cleanliness of hole. Before placing adhesive, confirm that depth and preparation of holes conforms to requirements of the Contract Documents, installation recommendations of the manufacturer, and “conditions of use” specified in the Evaluation Report.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04055 (CONFORMED) d. Adhesive: Product manufacturer and name; lot number and expiration date; temperature of product at installation; installation procedures. Note initial set times observed during installation.
e. Embedded reinforcing bars and all thread rods: Material diameter and length; steel grade and/or strength; cleaning and preparation; cleanliness at insertion; minimum effective embedment.

6. Subsequent installations of the same reinforcing bars or threaded rods in the same masonry may be performed without the presence of the special inspector, provided that:
a. There is no change in the personnel performing the installation, the type or details of the masonry receiving the insert, the adhesive or the reinforcing bars and all thread rods being used. Changes in any of these items shall require a new initial inspection.
b. For ongoing installations over a period of time, the special inspector visits the site at least once per day during each day of installation to observe the work for compliance with material requirements and installation procedures.

END OF SECTION

Masonry Accessories
04090-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04090 (CONFORMED) SECTION 04090

MASONRY ACCESSORIES
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Adjustable veneer anchors.

2. Adjustable wall ties.

3. Control joint filler.

4. Foamed-in place insulation.

5. Loose fill insulation.

6. Reinforcing bars.

7. Sheet metal ties.

8. Wall tie screws.

9. Wire joint reinforcement, single Wythe type.

10. Weep holes.

1.02 REFERENCES
A. American Welding Society (AWS):

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

B. ASTM International (ASTM):

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

2. A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

3. A951 - Standard Specification for Masonry Joint Reinforcement.

4. A1064 - Standard Specification for Carbon-Steel Wire and Welded Wire Reinforcement, Plain and Deformed, for Concrete.

5. C549 - Standard Specification for Perlite Loose Fill Insulation.

6. D2000 - Standard Classification System for Rubber Products in Automotive Applications.

7. D2287 - Standard Specification for Nonrigid Vinyl Chloride Polymer and Copolymer Molding and Extrusion Compounds.

1.03 SUBMITTALS
A. Reinforcing bars:

1. Changes to reinforcing steel contract drawing requirements:
a. Indicate in separate letter submitted with shop drawings any changes of requirements indicated on the Drawings for reinforcing steel. b. Such changes will not be acceptable unless the Engineer has accepted such changes in writing.

Masonry Accessories
04090-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04090 (CONFORMED) c. Reinforcement detail drawings:
1) Review of reinforcement shop drawings by the Engineer will be limited to general compliance with the Contract Documents. d. Welding procedures.

B. Product data.

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

1. Deliver bars bundled and tagged with identifying tags.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. The Drawings contain general notes concerning amount of reinforcement and placing, details of reinforcement at wall corners and intersections, and details of extra reinforcement around openings in masonry.

2.02 MANUFACTURED UNITS
A. Adjustable veneer anchors: 2-piece zinc coated fabrications, minimum 12-gauge, 3/4-inch wide by minimum 6-inch long, hat channel shaped base, capable of being mechanically fastened or welded to stud framing, and receiving minimum 3/16-inch diameter triangular steel wire tie.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, 359-FH Weld-On Ties and VBT, Vee Byna Tie. b. Heckmann Building Products, No. 315-B: Weld-On Anchor Straps and No. 316: Triangle Ties.
c. Wire-Bond, Type II, 1001 and 1100.

B. Adjustable wall ties: 2-piece zinc coated fabrications, minimum 3/16-inch diameter steel wire formed into hook or pin and eye pieces, capable of restraining compression and tension forces from veneer.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, Adjustable Wall Ties.
b. Heckmann Building Products, No. 262 and 263.
c. Wire-Bond, 1800 Hook and 1801 Eye.

C. Anchor bolts:

1. Cast-in/built-in steel anchors: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
a. Includes: anchor bolts, anchor rods, deformed bar anchors, and welded studs).

2. Post-installed steel anchors: As specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.
a. Includes concrete anchors for concrete masonry, and screw anchors for concrete masonry.

Masonry Accessories
04090-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04090 (CONFORMED) D. Control joint filler: The key shall be of the width and shape as indicated on the Drawings. In accordance with ASTM D2000 or ASTM D2287.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, VS Standard.
b. Wire-Bond, No. 2901.
c. Southern Metals and Plastics, No. CJ1.

E. Dovetail anchors: As specified in Section 03102 - Concrete Formwork.

F. Loose fill insulation:

1. Perlite: In accordance with ASTM C549, Type IV, surface-treated for water repellency and to limit dust generation during installation.

G. Foamed-in-place masonry insulation:

1. Manufacturers: The following or equal:
a. Tailored Chemical Products: Core-Fill 500™.

H. Reinforcing bars:

1. Deformed bars in accordance with ASTM A615, Grade 60.

2. Provide reinforcing steel that is of quality specified, free from excessive rust or scale or any defects affecting its usefulness.

I. Sheet metal ties: Minimum 22 gauge corrosion resistant corrugated sheet metal, minimum 7/8 inch wide by 7 inches long, pre-punched for wire ties to wire joint reinforcement.

J. Wall tie screws.

K. Wire joint reinforcement, single Wythe type: In accordance with ASTM A951 with ASTM A1064, 3/16-inch wire side rails and 9-gauge cross ties, sized to suit application, and galvanized in accordance with ASTM A153, Class B (minimum

1.5 ounces zinc per square foot.

1. Manufacturers: One of the following or equal:
a. Heckmann Building Products, No. 1100 Ladder Type Wall Reinforcement (9 gauge standard, other diameters special order).
b. Hohmann & Barnard, 220 Ladder Mesh Reinforcement.
c. Wire-Bond, Ladder Type, Series 200.

L. Weep holes: 3/8 inch cellular drainage structure to fit in head joint of veneer units to promote drainage of the air space cavity.

1. Manufacturers: One of the following or equal:
a. Hohmann & Barnard, Quadro-Vent.
b. Wire-Bond, No. 3601 Cell-Vent.

2. Weep holes shall be manufactured of ultraviolet-light resistant polypropylene cellular 3/8 inch thick.

3. Color shall be selected from manufacturer’s standard colors to most closely match the selected mortar color.

4. Size shall match the depth and height of the veneer units selected.

Masonry Accessories
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2.03 FABRICATION
A. Reinforcing bars:

1. Cut and bend bars in accordance with building code as specified in Section 01410 - Regulatory Requirements.

2. Bend bars cold.

3. Provide bars free from defects and kinks and from bends not indicated on the Drawings.

PART 3 EXECUTION

3.01 EXAMINATION
A. Verification of conditions:

1. Reinforcing bars:
a. Verify that bars are new stock free from rust scale, loose mill scale, excessive rust, dirt, oil, and other coatings which adversely affect bonding capacity when placed in the work.

3.02 PREPARATION
A. Reinforcing bars:

1. Thin coating of red rust resulting from short exposure will not be considered objectionable. Thoroughly clean any bars that have rust scale, loose mill scale, or thick rust coat.

2. Remove concrete or other deleterious coatings from dowels and other projecting bars by wire brushing or sandblasting before bars are embedded in subsequent masonry placement.

3.03 INSTALLATION
A. Reinforcing bars:

1. No field bending of bars will be allowed.

2. Welding:
a. Weld reinforcing bars where indicated on the Drawings or acceptable to the Engineer.
b. Perform welding in accordance with AWS D1.4.
c. Submit welding procedures.
d. Do not tack weld reinforcing bars.

B. Placing reinforcing bars:

1. Accurately place bars and adequately secure them in position.

2. Overlap bars at splices as indicated on the Drawings or specified.

3. If not indicated on the Drawings, lap splice bars in masonry in accordance with the building code as specified in Section 01410 - Regulatory Requirements.

END OF SECTION

Mortar and Masonry Grout
04100-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04100 (CONFORMED) SECTION 04100

MORTAR AND MASONRY GROUT
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Mortar and grout for masonry construction.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C144 - Standard Specification for Aggregate for Masonry Mortar.

2. C150 - Standard Specification for Portland Cement.

3. C207 - Standard Specification for Hydrated Lime for Masonry Purposes.

4. C270 - Standard Specification for Mortar for Unit Masonry.

5. C404 - Standard Specification for Aggregates for Masonry Grout.

6. C476 - Standard Specification for Grout for Masonry.

7. C780 - Standard Test Method for Preconstruction and Construction Evaluation of Mortars for Plain and Reinforced Unit Masonry.

8. C1019 - Standard Test Method for Sampling and Testing Grout.

1.03 DEFINITIONS
A. Alkali: Sum of sodium oxide and potassium oxide calculated as sodium oxide.

1.04 SUBMITTALS
A. Product data.

B. Shop drawings.

C. Design Mixes for mortar and grout.

D. Test reports:

1. Mortar Strength Test Results.

2. Grout Strength Test Results.

1.05 QUALITY ASSURANCE
A. Materials for mortar and grout: Do not change source of materials which will affect the appearance of finished work after the work has started unless acceptable to Engineer.

Mortar and Masonry Grout
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1.06 PROJECT CONDITIONS
A. Environmental requirements:

1. Cold weather requirements:
a. Cold Weather Construction: In accordance with the building code as specified in Section 01410 - Regulatory Requirements.
b. Provide adequate equipment for heating mortar and grout materials when air temperature is below 40 degrees Fahrenheit.
1) Temperatures of separate materials, including water, shall not exceed 140 degrees Fahrenheit when placed in mixer.
2) Maintain mortar temperature on boards above freezing.

2. Hot weather requirements:
a. Wet mortar board before loading and cover mortar to retard drying when not being used.

PART 2 PRODUCTS

2.01 DESIGN AND PERFORMANCE CRITERIA
A. Compressive strength:

1. Mortar: Minimum 1,800 pounds per square inch at 28 days.

2. Grout: Minimum at 28 days.

2.02 MATERIALS
A. Portland cement:

1. Type II, low alkali, containing maximum 0.6 percent total alkali in accordance with ASTM C150.

B. Hydrated lime:

1. Type S in accordance with ASTM C207.

C. Aggregate for mortar:

1. Fine aggregate: Sand in accordance with ASTM C144.

D. Aggregate for grout:

1. Fine aggregate: Size Number 2 in accordance with ASTM C404.

2. Coarse aggregate: Size Number 8 in accordance with ASTM C404.

E. Admixtures:

1. Grout admixture:
a. Manufacturers: The following or equal:
1) Sika Corp., Sika Grout Aid, Type II.

2. Mortar water repellent admixture:
a. Manufacturers: One of the following or equal:
1) Sika Corp., Sikaproof A.
2) W.R. Grace, Dry Block Mortar.
3) Master Builder Solutions, MasterPel 240MA.

3. Other admixtures:
a. Prohibited, unless accepted by the Engineer.

Mortar and Masonry Grout
04100-3 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04100 (CONFORMED) F. Water: Clean, clear, potable, free of oil, soluble salts, chemicals, and other deleterious substances.

G. Other materials:

1. Prohibited, unless acceptable to Engineer.

2.03 MIXES
A. Mortar mix:

1. Portland cement-lime mortar.

2. Mortar mix proportions by volume: As indicated in the following table:

Mortar
Type
Parts by Volume of
Portland Cement
Parts by Volume of
Hydrated Lime
Aggregate Measured in a
Damp Loose Condition
S 1 Greater than 1/4 to 1/2 Not less than 2-1/4 and not more than 3 times the sum of the
separate volumes of
cementitious materials
N 1 Greater than 1/2 to 1
1/4
Not less than 2-1/4 and not more
than 3 times the sum of the
separate volumes of
cementitious materials

3. Mortar mixing:
a. Mix on jobsite in accordance with ASTM C270.
b. Mix in mechanical mixer and only in quantities needed for immediate use. c. Mix for minimum 3 minutes, and maximum of 5 minutes after materials have been added to mixer.

4. Measurement by volume: Measurement of constituents shall be accomplished by the use of a container of known capacity.

5. Water shall be mixed with the dry ingredients in sufficient amount to provide a workable mixture which will adhere to the vertical surfaces of masonry units. a. Use no mortar which has been standing for more than 1 hour after being mixed.

6. Whenever 90 minutes has elapsed since last batch was mixed, completely empty mixer drum of materials and wash down before placing next batch of materials.

Mortar and Masonry Grout
04100-4 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04100 (CONFORMED) B. Grout mix:

1. Grout mix proportions by volume: As indicated in the following table:

Type of
Grout
Parts by Volume of
Portland Cement
Parts by Volume of
Hydrated Lime
Aggregate Measured in a
Damp Loose Condition
Fine
Aggregate
Coarse
Aggregate
Fine
grout
1 0-1/10 2-1/4 to 3 times
the sum of the
volumes of the
cementitious
materials
-
Coarse
grout
1 0-1/10 2-1/4 to 3 times
the sum of the
volumes of the
cementitious
materials
1 to 2 times
the sum of the
volumes of the
cementitious
materials

2. Grout mixing:
a. Mix on jobsite or in a transit mix in accordance with ASTM C476 b. Slump: 8 to 11 inches, unless otherwise accepted by the Engineer. c. Use within 90 minutes after addition of mixing water. d. Mix for minimum of 5 minutes after ingredients are added and until uniform mix is attained. Grout shall have sufficient water added to produce pouring consistency without segregation.

3. Use coarse grout for hollow cell masonry units with minimum 4-inch cell dimensions in both horizontal directions.
a. Calculate cell dimension for this criterion by subtracting diameter(s) of any horizontal reinforcement crossing the cell from clear cell dimensions of the masonry unit.

PART 3 EXECUTION

3.01 FIELD QUALITY CONTROL
A. Testing of grout and mortar:

1. During progress of construction, the Owner will have tests made to determine whether the grout and mortar, as being produced, complies with Specifications.

2. Compressive strength test for grout: In accordance with ASTM C1019.

3. Owner’s Representative will make and deliver test specimens to the laboratory and testing expense will be boprne by the Owner.

4. Required number of tests:
a. At least 2 test specimens of grout and mortar will be made per week.

5. Do not use grout and mortar that does not meet specification. a. Remove such mortar and grout from Project site.

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6. Make provisions for and furnish grout and mortar for test specimens, and provide manual assistance to the Engineer in preparing test specimens.

7. Assume responsibility for care of and providing proper curing conditions for test specimens.

3.02 ADJUSTING
A. Repair of defective masonry:

1. Remove and replace or repair defective work.

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

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

END OF SECTION

Concrete Unit Masonry
04220-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (CONFORMED) SECTION 04220

CONCRETE UNIT MASONRY
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Concrete masonry units and accessories.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C90 - Standard Specification for Loadbearing Concrete Masonry Units.

2. C140 - Standard Test Methods for Sampling and Testing Concrete Masonry Units and Related Units.

3. C426 - Standard Test Method for Linear Drying Shrinkage of Concrete Masonry Units.

B. The Masonry Society (TMS):

1. TMS 602 - Specification for Masonry Structures.

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. Grout Lift Height: The height of grout placed in a single continuous operation within the grout pour height.

2. Grout Pour Height: Entire height of the masonry to be grouted prior to the construction of additional masonry.

3. Mortar Smears: Mortar paste smeared across the permanent masonry construction during construction and absorbed into the masonry pores.

4. Mortar Splash: Mortar dropped splashed onto the permanent masonry construction at the base of the wall or off the scaffolding.

5. Mortar Stains: Mortar paste left after mortar tags are removed.

6. Mortar Tag: Excess mortar between masonry units worked out of the joints during tooling or striking.

1.04 SUBMITTALS
A. Product data:

1. Submit manufacturer’s product data for proposed cleaning agent.

B. Shop drawings: Include elevations of each wall indicating type and layout of units, including type of mortar joints, bond pattern, reinforcing steel, connecting dowels, joint reinforcement, grouted cells, and control joints.

Concrete Unit Masonry
04220-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (CONFORMED) C. Samples: Include samples of stretcher units in sufficient quantity to illustrate color range.

D. Test reports:

1. Compressive strength.

2. Linear shrinkage.

3. Moisture content as a percentage of total absorption.

4. Total absorption.

5. Unit weight.

E. Manufacturer’s instructions:

1. Submit printed or written recommendations from the masonry unit manufacturer of the cleaning procedures and cleaning agents appropriate for each type of masonry unit included in the work.

F. Quality assurance submittals:

1. If requested by the Engineer, submit a record of the Installer’s evidence of qualifications.

2. If requested by the Engineer, submit a record of the Masonry Cleaner’s evidence of qualifications.

1.05 QUALITY ASSURANCE
A. Qualifications:

1. Installer qualifications:
a. The mason shall hold an appropriate contractor’s license in the State where the work will be constructed.
b. The mason shall have not less than 5 years’ experience and completed a minimum of 20 projects and at least 5 of which included the type of masonry units specified for this Work.

2. Masonry cleaner qualifications:
a. The masonry cleaner shall have not less than 5 years’ experience and completed a minimum of 20 projects and at least 5 of which included the type of masonry units specified for this Work.

B. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Transport and handle concrete masonry units as required to prevent discoloration, chipping, and breakage.

B. Store masonry units off the ground in a dry location, covered and protected from absorbing moisture.

1. Locate storage piles, stacks, and bins to protect materials from heavy traffic.

2. If masonry units are delivered in shrink-wrapped packaging and condensation develops, remove shrink-wrap packaging.

C. Remove chipped, cracked, and otherwise defective units from jobsite upon discovery.

Concrete Unit Masonry
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1.07 ENVIRONMENTAL REQUIREMENTS
A. Cold weather requirements:

1. In accordance with building code as specified in Section 01410 - Regulatory Requirements, provide adequate equipment for heating masonry materials when air temperature is below 40 degrees Fahrenheit.

B. Hot weather requirements:

1. In accordance with building code as specified in Section 01410 - Regulatory Requirements, when ambient air temperature exceeds 100 degrees Fahrenheit, or when ambient air temperature exceeds 90 degrees Fahrenheit and wind velocity is greater than 8 miles per hour, implement hot weather protection procedures.

2. Wet mortarboard before loading and cover mortar to retard drying when not being used.

3. Do not spread mortar beds more than 48 inches ahead of placing masonry units.

4. Place masonry units within one minute of spreading mortar.

1.08 SEQUENCING AND SCHEDULING
A. Order concrete masonry units well before start of installation to ensure adequate time for manufacturing and minimum 28 days for curing and drying before start of installation. Protect from weather after curing period to avoid moisture increase.

PART 2 PRODUCTS

2.01 MANUFACTURED UNITS
A. Hollow load bearing concrete masonry units:

1. Class: In accordance with ASTM C90, Standard Level of Quality with minimum compressive strength of 2000 pounds per square inch.

2. Surface texture: Standard and split face.

3. Color: Integral, Natural gray of concrete.

4. Typical size: 8 inches wide by 8 inches high by 16 inches long, unless otherwise indicated on the Drawings, or other sizes as needed to minimize cutting.

5. Special sizes and shapes: As required for window and door openings, bond beams, piers, lintels, control joints, and other special applications to minimize cutting.

B. Anchor bolts: As specified in Section 05120 - Structural Steel Framing.

C. Steel reinforcement: As specified in Section 04090 - Masonry Accessories.

D. Wall ties: As specified in Section 04090 - Masonry Accessories.

E. Wire joint reinforcement: As specified in Section 04090 - Masonry Accessories.

F. Loose fill insulation: As specified in Section 04090 - Masonry Accessories.

Concrete Unit Masonry
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (CONFORMED) PART 3 EXECUTION

3.01 PREPARATION
A. Protection:

1. Protect adjacent construction with appropriate means from mortar droppings and other effects of laying of concrete masonry units.

B. Surface preparation:

1. Thoroughly clean foundations of laitance, grease, oil, mud, dirt, mortar droppings, and other matter that will reduce bond.

3.02 INSTALLATION
A. Forms and shores:

1. Where required, construct forms to the shapes indicated on the Drawings:
a. Construct forms sufficiently rigid to prevent deflection which may result in cracking or other damage to supported masonry and sufficiently tight to prevent leakage of mortar and grout.
b. Do not remove supporting forms or shores until the supported masonry has acquired sufficient strength to support safely its weight and any construction loads to which it may be subjected.
1) Wait at least 24 hours after grouting masonry columns or walls before applying uniform loads.

2. Wait at least 72 hours before applying concentrated loads.

B. Concrete masonry units:

1. Lay concrete masonry units dry.

2. Lay units in uniform and true courses, level, plumb, and without projections or offset of adjacent units.

3. Lay units to preserve unobstructed vertical continuity of cells to be filled with grout or insulation.

4. Align vertical cells to be filled with grout to maintain clear, unobstructed continuous vertical cell measuring not less than 2.5 inches by 3 inches.

5. Place mortar with full coverage of joints at webs of all cells and face shells.

6. Butter vertical head joints for thickness equal to face shell thickness of units, and shove joints tightly together so that mortar bonds to both masonry units.

7. Solidly fill joints from face of units to inside face of cells.

8. Lay units to desired height with joints of uniform thickness.

9. Bond shall be plumb throughout.

10. Lay units to avoid formation of cracks when units are placed.

11. Keep cells of units as free of mortar as possible as masonry wall height increases.

12. When positions of units shift after mortar has stiffened, bond is broken, or cracks are formed, relay units in new mortar.

13. Remove mortar, mortar droppings, debris, and other obstructions and materials from inside of cell walls.

14. Remove mortar tags and smears daily with a non-metallic tool. a. Mortar tags and smears shall be removed after they initially set but shall not be permitted to remain more than 24 hours.

Concrete Unit Masonry
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15. Where practical, protect completed work from mortar splash by placing thin plastic sheeting around the base of walls.
a. Place sand, straw, sawdust or other similar material on the floor around the base of walls to protect floors and walls.

16. Turn scaffold planks over at the end of the workday to avoid mortar splashes from wet weather.
a. Cover tops of walls at the end of the workday and other work stoppages to prevent entry of water into the partially completed masonry.

17. Seal cleanouts after inspection and before grouting or placing insulation.

C. Bond pattern:

1. Lay concrete masonry units in running bond pattern, unless otherwise indicated on the Drawings.

D. Mortar joints:

1. Make joints straight, clean, smooth, and uniform in thickness.

2. Tool exposed joints, slightly concave. Strike concealed joints flush.

3. Make vertical and horizontal joints 3/8-inch thick.

4. Where fresh masonry joins totally or partially set masonry, clean, and roughen set masonry before laying new units.

E. Wire joint reinforcement:

1. Lap splice longitudinal wire joint reinforcement minimum 75 wire diameters.

2. Place longitudinal wires in approximate centers of mortar beds with minimum 5/8-inch mortar cover on exposed faces.

3. Provide intersecting masonry walls with prefabricated wire joint reinforcement tees.

4. Rake intersecting joints 1/2 inch and caulk joints.

F. Grouting and reinforcement:

1. Where horizontal and vertical bars are spliced and adjacent lap splices are separated by more than 3 inches, the lap splice length shall be 72 bar diameters.
a. Where adjacent lap splices are separated by 3 inches or less, the lap splice length shall be increased by 1.3 times or the lap splices shall be staggered at least 24 bar diameters with no increase in length.

2. Hold vertical reinforcing bars in position at top and bottom and at intervals not exceeding 200 bar diameters.
a. Use steel wire bar positioners to position bars.
b. Tie reinforcing bars to dowels with wire ties.

3. Obtain acceptance of reinforcement placement before grouting. a. Grouting:
1) Grout pour height shall be limited to a maximum of 5.33 feet, unless the Contractor submits sufficient evidence to the Engineer for review and acceptance that the requirements of TMS 602 as it relates to grout pour height can be met.
2) Grout lift height shall be limited to a maximum of 5.33 feet, unless the Contractor submits sufficient evidence to the Engineer for review and acceptance that the requirements of TMS 602 as it relates to grout lift height can be met.
3) Slushing with mortar will not be permitted.

Concrete Unit Masonry
04220-6 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (CONFORMED) 4) Allow hollow unit masonry to cure at least 24 hours prior to grouting. 5) Each lift shall be allowed to set for 10 minutes after initial consolidation of grout before successive lift is placed. 6) The full height of each section of wall shall be grouted in 1 day.

4. Placement:
a. Use a hand bucket, concrete hopper, or grout pump.
b. Place grout so as to completely fill the grout spaces without segregation of the aggregates.
c. Remove grout spills immediately by hand washing with a bucket and brush.
d. Fill all spaces and cells solidly with grout. Grout in cells shall have full contact with surface of concrete footings.
e. Time constraints:
1) When grouting stops for 1 hour or longer, form horizontal construction joints by stopping grout placement 1-1/2 inches below top of uppermost unit containing grout.
2) Place grout in final position within 1-1/2 hours after mixing. Place grout so as to completely fill the grout spaces without segregation of the aggregates.
f. Consolidation:
1) Do not insert vibrators into lower grout placements that are in a semi-solidified state.
2) After placement, consolidate grout using mechanical immersion vibrators designed for consolidating grout.

G. Bond beams:

1. Starting courses at bottom of walls shall be bond beams.

2. Place horizontal reinforcement and solidly grout bond beam units in place.

3. Provide wire mesh at openings in bottom of bond beams to support grout where walls are not grouted solid.

H. Cutting concrete masonry units:

1. When possible, use full units of the proper size in lieu of cut units. Cut units as required to form chases, openings, for anchorage, and for other appurtenances.

2. Cut and fit units with power-driven carborundum or diamond disc blade saw.

I. Control joints:

1. Provide in masonry walls at locations indicated on the Drawings.

2. Make full height and continuous in appearance.

3. Run bond beams and bond beam reinforcing bars continuously through control joints.

4. Insert control joint filler in joints as wall is constructed.

5. Apply sealant as specified in Section 07900 - Joint Sealants.

J. Openings and lintels:

1. Place horizontal reinforcement in fully grouted bond beam units.

2. Use lintel block units where underside of lintel will be exposed.

3. Provide minimum of 8-inch bearing at each end of lintel.

Concrete Unit Masonry
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4. Embed reinforcing bars minimum 24 inches or 48 bar diameters, whichever is longer, into wall past edges of openings or as indicated on the Drawings:
a. At corners, provide 90-degree bend with equivalent total embedment.

K. Steel door frames:

1. Anchor and fully grout jambs and head of steel doorframes connected to concrete unit masonry.

2. Fill frames with grout as each 2 feet of concrete unit masonry is laid.

L. Bearing plates:

1. Provide minimum of 12 inches of grouted concrete unit masonry below steel bearing plates and beams bearing on masonry walls.

M. Anchor bolts:

1. Hold anchor bolts in place with template during grouting to ensure precise alignment.

2. Do not cut or ream members being anchored or use other means to accommodate misaligned anchor bolts in roof deck support angles.

3. Provide minimum 6-inch wide grouted concrete unit masonry entirely around anchor bolts and other attachment devices.

N. Enclosures:

1. Where concrete masonry units enclose conduit, pipes, stacks, ducts, and similar items, construct chases, cavities, and similar spaces as required, whether or not such spaces are indicated on the Drawings.

2. Point openings around flush mounted electrical outlet boxes with mortar, including flush joints above boxes.

3. Do not cover enclosures until inspected and when appropriate, tested.

O. Other embedded items:

1. Build in wall plugs, accessories, flashings, pipe sleeves, and other items required to be built-in as the masonry work progresses.

P. Patching:

1. Patch exposed concrete masonry units at completion of the Work and in such manner that patching will be indistinguishable from similar surroundings and adjoining construction.

Q. Water curing:

1. Protect concrete masonry units from drying too rapidly by frequently fogging or sprinkling so walls will always be visibly damp for minimum 3 days.

R. Miscellaneous:

1. Build in required items, such as anchors, flashings, sleeves, frames, structural steel, lintels, anchor bolts, and metal fabrications, as required for complete installation.

S. Water repellent:

1. Apply water repellent as specified in Section 07190 - Water Repellents.

Concrete Unit Masonry
04220-8 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04220 (CONFORMED) T. Anti-graffiti coating:

1. Apply anti-graffiti coating as specified in Section 07190 - Water Repellents.

U. Grouting equipment:

1. Grout pumps:
a. Do not pump grout through aluminum tubes.
b. Operate pumps to produce a continuous stream of grout without air pockets.
c. Upon completion of each days pumping, eject grout from pipeline without contamination or segregation of the grout:
1) Remove waste materials and debris from the equipment. 2) Dispose of waste materials, debris, and all flushing water outside the masonry.

2. Vibrators:
a. Internal vibrators shall maintain a speed of not less than 5,000 impulses per minute when submerged in the grout.
b. Maintain at least 1 spare vibrator, at the site at all times. c. Apply vibrators at uniformly spaced points not further apart than the visible effectiveness of the machine.
d. Limit duration of vibration to time necessary to produce satisfactory consolidation without causing segregation.

3.03 CONSTRUCTION
A. Site tolerances: Lay masonry plumb, true to line, and with courses level. Keep bond pattern plumb throughout. Lay masonry within the following tolerances:

1. Maximum variation from the plumb in the lines and surfaces of columns, walls, and in the flutes and surfaces of fluted or split faced blocks:
a. In adjacent masonry units: 1/8 inch.
b. In 10 feet: 1/4 inch.
c. In any story or 20 feet maximum: 3/8 inch.
d. In 40 feet or more: 1/2 inch.

2. Maximum variations from the plumb for external corners, expansion joints, and other conspicuous lines:
a. In any story or 20 feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.

3. Maximum variations from the level or grades indicated on the Drawings for exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines:
a. In any bay or 20 feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.

4. Maximum variations of the linear building lines from established position in plan and related portion of columns, walls, and partitions:
a. In any bay or 20 feet maximum: 1/2 inch.
b. In 40 feet or more: 3/4 inch.

5. Maximum variation in cross sectional dimensions of columns and in thickness of walls:
a. Minus: 1/4 inch.
b. Plus: 1/2 inch.

Concrete Unit Masonry
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3.04 FIELD QUALITY CONTROL
A. Site tests:

1. Owner will have tests performed by an independent laboratory.

2. Have minimum 3 concrete masonry units of each type proposed for Project tested in accordance with ASTM C90, C140, and C426 to verify conformance to Specifications.

3. Tests shall include compressive strength, linear shrinkage, moisture content as percent of total absorption, total absorption, and unit weight.

B. Special inspection:

1. Special inspection shall be as specified in Section 01455 - Regulatory Quality Assurance.

2. Owner will employ a qualified masonry special inspector for continuous special inspection of the masonry work. Acceptance by a state or municipality having a program of examining and certifying masonry inspectors will be considered adequate qualifications. The masonry inspector shall be at the site during all masonry construction and perform the following duties:
a. Review Drawings and Specifications and meet with the Contractor to discuss requirements before work commences.
b. Before masonry work commences, Contractor and the Contractor's Quality Control Representative shall attend meeting with Engineer to review the requirements for surveillance and quality control of the masonry work.
c. Check brand and type of cement, lime (if used), and source of sand. d. Verify that foundation is clean, rough, and ready to receive units. e. Check reinforcing steel dowels for correct location, straightness, proper alignment, spacing, size, and length.
f. Observe field proportioning of mortar. Visually check aggregate to determine uniformity of grading, cleanliness, and moisture. g. Verify that joints are full of mortar and kept tight during work. Inspect grout cells to verify that fins will not interfere with grouting. Verify that masons keep grout cells clean of mortar droppings and inspect to determine compliance.
h. Continuously observe placing of grout.
i. Perform or supervise performance of required sampling and testing.

3. Keep complete record of inspections. Report daily to the Building Official, Contractor's Quality Control Representative, Engineer, and Owner the progress of the masonry inspection.

3.05 FINAL CLEANING
A. General:

1. Final cleaning shall be performed within 7 to 14 days after construction of masonry work.

2. Protect adjacent materials and equipment that may be damaged by cleaning.

3. Pre-wet masonry before applying cleaning agent, but do not saturate masonry.

4. Remove mortar stains, smears, and splash, efflorescence, and grout stains on exposed surfaces with the submitted cleaning agent as directed by the masonry unit manufacturer’s recommendations.

5. Do not use muriatic acid as cleaning agent.

Concrete Unit Masonry
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6. Cleaning agents shall be applied when the masonry surface and air temperatures are at least 50 degrees Fahrenheit.
a. Dilute cleaning agents in accordance with manufacturer’s recommendations.
b. Do not allow cleaning agents to dry on the masonry.

7. Clean wall from the top to the bottom, without overlapping areas being cleaned for consistency.

8. If pressure cleaning equipment is used, the following limitations shall be observed:
a. Apply cleaning agent to pre-wetted wall with low pressure (less than 50 pounds per square inch).
b. Use a 25° to 50° flared-tip nozzle (not a pointed tip). c. Maintain a consistent distance from the spray nozzle to the masonry surface no closer than 12 inches.
1) Masonry cleaner shall use a combination of pressure, nozzle, and distance from tip to masonry that does not damage the masonry surface.

9. Rinse cleaning agents off the wall with potable water.

10. Dispose of debris, refuse, and surplus material offsite legally.

3.06 PROTECTION
A. Provide temporary protection for exposed masonry corners subject to damage.

B. Bracing:

1. Unless wall is adequately supported by permanent supporting elements so wall will not overturn or collapse, adequately brace masonry walls over 8 feet in height to prevent overturning and to prevent collapse.

2. Keep bracing in place until permanent supporting elements of structure are in place.

C. Limited access zone:

1. Establish limited access zone prior to start of masonry wall construction.

2. Zone shall be immediately adjacent to wall and equal to height of wall to be constructed plus 4 feet by entire length of wall on unscaffolded side of wall.

3. Limit access to zone to workers actively engaged in constructing wall. Do not permit other persons to enter zone.

4. Keep zone in place until wall is adequately supported or braced by permanent supporting elements to prevent overturning and collapse.

END OF SECTION

Brick Masonry
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04221 (CONFORMED) SECTION 04221

BRICK MASONRY
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Brick masonry units.

1.02 REFERENCES
A. ASTM International (ASTM):

1. C62 - Standard Specification for Building Brick (Solid Masonry Units Made from Clay or Shale).

2. C67 - Standard Test Methods of Sampling and Testing Brick and Structural Clay Tile.

3. C216 - Standard Specification for Facing Brick (Solid Masonry Units Made from Clay or Shale).

4. C652 - Standard specification for Hollow Brick (Hollow Masonry Units Made from Clay or Shale).

1.03 SUBMITTALS
A. Product data.

B. Shop drawings: Include elevations of each wall indicating type and layout of units.

C. Samples: Include samples of stretcher units in sufficient quantity to illustrate color range.

D. Test reports.

1.04 QUALITY ASSURANCE
A. Continuous inspection:

1. Employ a qualified masonry inspector for continuous inspection of the masonry work.
a. Acceptance by a state or municipality having a program of examining and certifying masonry inspectors will be considered adequate qualifications. b. The masonry inspector shall be at the site during all masonry construction and perform the following duties:
1) Review drawings and specifications and meet with the Contractor to discuss requirements before work commences.
2) Before masonry work commences, Contractor and the Contractor's Quality Control Representative shall attend meeting with Engineer to review the requirements for surveillance and quality control of the masonry work.
3) Check brand and type of cement, lime (if used), and source of sand.

Brick Masonry
04221-2 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04221 (CONFORMED) 4) Ensure that foundation is clean, rough, and ready to receive units. 5) Check reinforcing steel dowels for straightness, proper alignment, spacing, size, and length.
6) Observe field proportioning of mortar. Visually check aggregate to determine uniformity of grading, cleanliness, and moisture. 7) Ensure that joints are full of mortar and kept tight during work. a) Inspect grout cells to ensure that fins will not interfere with grouting.
b) Ensure that masons keep grout cells clean of mortar droppings and inspect to determine compliance.
8) Continuously observe placing of grout.
9) Perform or supervise performance of required sampling and testing.

2. Keep complete record of inspections. Report daily to the Contractor's Quality Control Representative the progress of the masonry inspection.

B. Mock-up:

1. Prior to starting construction of masonry, construct minimum 4-foot square mock-up.

2. Use accepted materials, containing each different kind and color of brick masonry units to illustrate wall design.

3. When not accepted, construct another mock-up.

4. When accepted, mock-up will be standard of comparison for remainder of masonry work.

5. Upon completion of Project, dispose of mock-ups in legal manner at offsite location.

C. Pre-installation conference: Conduct as specified in Section 01312 - Project Meetings.

D. Masonry prism testing: Perform masonry prism testing in accordance with building code.

E. A letter of certification from the supplier of the materials used to verify in accordance with building code, shall be provided at the time of, or prior to, delivery of the materials to the jobsite.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Transport and handle brick masonry units as required to prevent discoloration, chipping, and breakage.

B. Locate storage piles, stacks, and bins to protect materials from heavy traffic.

C. Remove chipped, cracked, and otherwise defective units from jobsite upon discovery.

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1.06 PROJECT CONDITIONS
A. Cold weather requirements:

1. In accordance with the building code as specified in Section 01410 - Regulatory Requirements.

2. Provide adequate equipment for heating masonry materials when air temperature is below 40 degrees Fahrenheit.

B. Hot weather requirements:

1. When ambient air temperature exceeds 100 degrees Fahrenheit, or when ambient air temperature exceeds 90 degrees Fahrenheit and wind velocity is greater than 8 miles per hour, implement hot weather protection procedures.

2. Wet mortarboard before loading and cover mortar to retard drying when not being used.

3. Do not spread mortar beds more than 48 inches ahead of placing masonry units.

4. Place masonry units within 1 minute of spreading mortar.

1.07 SEQUENCING AND SCHEDULING
A. Order brick masonry units (8 weeks minimum) well before start of installation to ensure adequate time for manufacturing.

PART 2 PRODUCTS

2.01 HOLLOW LOAD BEARING BRICK MASONRY UNITS
A. Manufacturers: One of the following or equal:

1. Interstate Brick Co.

2. General Shale Brick Co.

B. Type: ASTM C652, Grade SW, Type HBS with minimum compressive strength of 2,500 pounds per square inch.

C. Surface texture: To be selected by Engineer from manufacturer’s full range of available textures.

D. Colors:

1. Soldier coursing: “Copperstone,” soldier coursing over windows and doors to be contrasting color as selected by Engineer from standard colors.

E. Size: 8 inches wide, by 4 inches high, by 12 inches long, unless otherwise indicated on the Drawings.

F. Coursing: 4 inches wide, by 8 inches high, by 8 inches deep.

G. Special sizes and shapes: As required for window and door soldier coursing and custom sills where indicated; bond beams, piers, lintels, control joints, and other special applications to minimize cutting.

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3.01 PREPARATION
A. Protect adjacent construction with appropriate means from mortar droppings and other effects of laying of brick masonry units.

B. Thoroughly clean foundations of laitance, grease, oil, mud, dirt, mortar droppings, and other objectionable matter.

3.02 BRICK MASONRY UNITS
A. Provide custom level of quality in accordance with ASTM C62 and C 216.

B. Lay masonry units damp. (Wet bricks with fine spray about 4 hours prior to their use).

C. Lay units in uniform and true courses, level, plumb, and without projections or offset of adjacent units.

D. Lay units to preserve unobstructed vertical continuity of cells to be filled with grout or insulation.

E. Align vertical cells to be filled with grout to maintain clear, unobstructed continuous vertical cell measuring not less than 2 by 3 inches.

F. Place mortar with full coverage of joints at webs of all cells and face shells.

G. Butter vertical head joints for thickness equal to face shell thickness of units, and shove joints tightly together so that mortar bonds to both masonry units.

H. Solidly fill joints from face of units to inside face of cells.

I. Lay units to desired height with joints of uniform thickness.

J. Bond shall be plumb throughout.

K. Lay units to avoid formation of cracks when units are placed. Keep cells of units as free of mortar as possible as masonry wall height increases.

L. Lay masonry plumb, true to line, with courses level. Keep bond pattern plumb throughout. Lay masonry within the following tolerances:

1. Maximum variation from the plumb in the lines and surfaces of columns, walls, and in the flutes and surfaces of fluted or split faced blocks:
a. In adjacent masonry units: 1/8 inch.
b. In 10 feet: 1/4 inch.
c. In any story or 20 feet maximum: 3/8 inch.
d. In 40 feet or more: 1/2 inch.

2. Maximum variations from the plumb for external corners, expansion joints, and other conspicuous lines:
a. In any story or 20 feet maximum: 1/4 inch.
b. In 40 Feet or More: 1/2 inch.

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3. Maximum variations form the level or grades indicated on the Drawings for exposed lintels, sills, parapets, horizontal grooves, and other conspicuous lines:
a. In any bay or 20 feet maximum: 1/4 inch.
b. In 40 feet or more: 1/2 inch.

4. Maximum variations of the linear building lines from established position in plan and related portion of columns, walls, and partitions:
a. In any bay or 20 feet maximum: 1/2 inch.
b. In 40 feet or more: 3/4 inch.

5. Maximum variation in cross sectional dimensions of columns and in thickness of walls:
a. Minus: 1/4 inch.
b. Plus: 1/2 inch.

6. When positions of units shift after mortar has stiffened, bond is broken, or cracks are formed, relay units in new mortar.

M. Remove mortar, mortar droppings, debris, and other obstructions and materials from inside of cell walls.

N. Seal cleanouts after inspection and before grouting or placing insulation.

3.03 LOOSE FILL INSULATION
A. Fill all brick masonry unit cells solidly with grout.

B. Place in lifts of 4 feet maximum when filling brick masonry unit cells.

C. Do not lay units more than 4 feet vertically ahead of units filled with loose insulation.

D. Ensure that no insulation gets into cells which are to be filled with grout.

3.04 MORTAR JOINTS
A. Make joints straight, clean, smooth, and uniform in thickness.

B. Pointing: Tool exposed joints, slightly concave. Strike concealed joints flush.

C. Joint thickness: Make vertical and horizontal joints 3/8-inch thick.

D. Where fresh masonry joins totally or partially set masonry, clean and roughen set masonry before laying new units.

3.05 BOND PATTERN
A. Lay brick masonry units in running bond pattern, unless otherwise indicated on the Drawings.

3.06 GROUTING AND REINFORCEMENT
A. Where horizontal and vertical bars are spliced and adjacent lap splices are separated by more than 3 inches, the lap splice length shall be 72 bar diameters.

Brick Masonry
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04221 (CONFORMED) B. Where adjacent lap splices are separated by 3 inches or less, the lap splice length shall be increased by 1.3 times or the lap splices shall be staggered at least 24 bar diameters with no increase in length.

C. Hold vertical reinforcing bars in position at top and bottom and at intervals not exceeding 200 bar diameters. Use steel wire bar positioners to position bars and tie reinforcing bars to dowels with wire ties.

D. Obtain acceptance of reinforcement placement before grouting.

E. Fill all spaces and cells solidly with grout.

F. Low-lift grouting:

1. Hollow unit masonry to be grouted by the low lift method shall be constructed and grouted in lifts not exceeding 4 feet.
a. Double wythe masonry which will be grouted by the low-lift method shall be constructed and grouted in lifts not exceeding 8 inches. b. Slushing with mortar will not be permitted.

G. High-lift grouting:

1. If grouting is accomplished by the high-lift method, double wythe masonry shall be allowed to cure at least 72 hours and hollow unit masonry shall be allowed to cure at least 24 hours before grouting.

2. In double wythe construction, vertical grout barriers shall be built across the grout space to the height of the grout lift.

3. Grout barriers shall not be spaced more than 30 feet apart. a. Grout shall be placed in lifts not to exceed 5 feet in depth.

4. Each lift shall be allowed to set for 10 minutes after initial consolidation of grout before successive lift is placed.

5. The full height of each section of wall shall be grouted in 1 day.

H. Grout in cells shall have full contact with surface of concrete footings.

I. When grouting stops for 1 hour or longer, form horizontal construction joints by stopping grout placement 1-1/2 inches below top of uppermost unit containing grout.

J. After placement, consolidate grout using mechanical immersion vibrators designed for consolidating grout.

K. Placement:

1. Use a hand bucket, concrete hopper, or grout pump.

2. Place grout in final position within 1-1/2 hours after mixing.

3. Place grout so as to completely fill the grout spaces without segregation of the aggregates.

4. Do not insert vibrators into lower grout placements that are in a semi-solidified state.

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3.07 BOND BEAMS
A. Place horizontal reinforcement and solidly grout bond beam units in place.

B. Provide wire mesh at openings in bottom of bond beams to support grout where walls are not grouted solid.

3.08 CUTTING BRICK MASONRY UNITS
A. When possible, use full units of the proper size in-lieu of cut units. Cut units as required to form chases, openings, for anchorage, and for other appurtenances.

B. Cut and fit units with power-driven carborundum or diamond disc blade saw.

3.09 CONTROL JOINTS
A. Provide in masonry walls where indicated on the Drawings.

B. Make full height and continuous in appearance.

C. Run bond beams and bond beam-reinforcing bars continuously through control joints.

D. Insert control joint filler in joints as wall is constructed.

E. Apply sealant as specified in Section 07900 - Joint Sealants.

3.10 OPENINGS AND LINTELS
A. Place horizontal reinforcement in fully grouted bond beam units.

B. Use lintel block units where underside of lintel will be exposed.

C. Provide minimum of 8-inch bearing at each end of lintel.

D. Embed reinforcing bars minimum 24 inches or 40 bar diameters, whichever is longer, into wall past edges of openings or as indicated on the Drawings:

1. At corners, provide 90-degree bend with equivalent total embedment.

3.11 STEEL DOOR FRAMES
A. Anchor and fully grout jambs and head of steel doorframes connected to brick unit masonry.

B. Fill frames with grout as each 2 feet of brick unit masonry is laid.

3.12 BEARING PLATES
A. Provide minimum of 12 inches of grouted brick unit masonry below steel bearing plates and beams bearing on masonry walls.

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3.13 ANCHOR BOLTS
A. Hold anchor bolts in place with template during grouting to ensure precise alignment.

B. Do not cut or ream members being anchored or use other means to accommodate misaligned anchor bolts in roof deck support angles.

C. Provide minimum 6-inch wide grouted brick unit masonry entirely around anchor bolts and other attachment devices.

3.14 ENCLOSURES
A. Where brick masonry units enclose conduit, pipes, stacks, ducts, and similar items, construct chases, cavities, and similar spaces as required, whether or not such spaces are indicated on the Drawings.

B. Point openings around flush mounted electrical outlet boxes with mortar, including flush joints above boxes.

C. Do not cover enclosures until inspected and when appropriate, tested.

3.15 OTHER EMBEDDED ITEMS
A. Build in wall plugs, accessories, flashings, pipe sleeves, and other items required to be built-in as the masonry work progresses.

3.16 PATCHING
A. Patch exposed brick masonry units at completion of the Work and in such manner that patching will be indistinguishable from similar surroundings and adjoining construction.

3.17 WATER CURING
A. Protect brick masonry units from drying too rapidly by frequently fogging or sprinkling for minimum 3 days.

3.18 MISCELLANEOUS
A. Build in required items such as anchors, flashings, sleeves, frames, structural steel, lintels, anchor bolts, and metal fabrications as required for complete installation.

3.19 WATER REPELLENT
A. Apply water repellent as specified in Section 07190 - Water Repellents.

3.20 FIELD QUALITY CONTROL
A. Have minimum 3 masonry units of each type proposed for Project tested in accordance with ASTM C67 to verify conformance to specifications.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04221 (CONFORMED) B. Tests shall include compressive strength, linear shrinkage, total absorption, moisture content as percent of total absorption, and unit weight.

C. Employ and pay acceptable independent testing laboratory to perform testing.

3.21 CLEANING
A. Exercise extreme care to prevent mortar splotches.

B. Do not attach construction supports to masonry walls.

C. Wash off brick scum and grout spills before scum and grout set.

D. Remove grout stains from walls.

E. Clean exposed masonry. Remove scaffolding and equipment. Dispose of debris, refuse, and surplus material offsite legally.

F. Correct efflorescence on exposed surfaces with commercially-prepared cleaning solution acceptable to masonry unit manufacturer:

1. Apply cleaning solution in accordance with cleaning solution manufacturer's printed instructions.

2. Do not use muriatic acid as cleaning solution.

3. Do not use sandblast cleaning equipment.

3.22 FORMS AND SHORES
A. Where required, construct forms to the shapes indicated on the Drawings:

1. Construct forms sufficiently rigid to prevent deflection which may result in cracking or other damage to supported masonry and sufficiently tight to prevent leakage of mortar and grout.

2. Do not remove supporting forms or shores until the supported masonry has acquired sufficient strength to support safely its weight and any construction loads to which it may be subjected:
a. Wait at least 16 hours after grouting masonry columns or walls before applying uniform loads.
b. Wait at least 64 hours before applying concentrated loads.

3.23 PROTECTION
A. Provide temporary protection for exposed masonry corners subject to damage.

B. Bracing:

1. Adequately brace masonry walls over 8 feet in height to prevent overturning and to prevent collapse unless wall is adequately supported by permanent supporting elements so wall will not overturn or collapse.

2. Keep bracing in place until permanent supporting elements of structure are in place.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/04221 (CONFORMED) C. Limited access zone:

1. Establish limited access zone prior to start of masonry wall construction.

2. Zone shall be immediately adjacent to wall and equal to height of wall to be constructed plus 4 feet by entire length of wall on unscaffolded side of wall.

3. Limit access to zone to workers actively engaged in constructing wall. Do not permit other persons to enter zone.

4. Keep zone in place until wall is adequately supported or braced by permanent supporting elements to prevent overturning and collapse.

3.24 GROUTING EQUIPMENT
A. Grout pumps:

1. Do not pump grout through aluminum tubes.

2. Operate pumps to produce a continuous stream of grout without air pockets.

3. Upon completion of each day's pumping, eject grout from pipeline without contamination or segregation of the grout:
a. Remove waste materials and debris from the equipment. b. Dispose of waste materials, debris, and all flushing water outside the masonry.

B. Vibrators:

1. Internal vibrators shall maintain a speed of not less than 5,000 impulses per minute when submerged in the grout.

2. Maintain at least 1 spare vibrator, at the site at all times.

3. Apply vibrators at uniformly spaced points no further apart than the visible effectiveness of the machine.

4. Limit duration of vibration to time necessary to produce satisfactory consolidation without causing segregation.

3.25 EFFLORESCENCE TESTS
A. Perform efflorescence tests on mortar which will be exposed to weathering. Tests shall be scheduled far enough in advance of starting masonry work to permit retesting if necessary.

END OF SECTION

Structural Steel Framing
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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. 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. A563 - Standard Specification for Carbon and Alloy Steel Nuts.

13. A992 - Standard Specification for Structural Steel Shapes.

14. F436 - Standard Specification for Hardened Steel Washers.

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

16. F594 - Standard Specification for Stainless Steel Nuts.

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

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

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

20. 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. Snug-tight: 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/Client/CA/Ukiah/8660F10/Specifications/New Scope/05120 (CONFORMED) 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.

3. Steel fabricator's AISC certification.

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. Certification:

1. Steel fabricators shall be certified by the AISC or other certification acceptable to the Engineer and the building official having jurisdiction.

B. 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.

Structural Steel Framing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05120 (CONFORMED) 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. Alloy Type 304 or Type 316 as indicated on the Drawings. d. Type 304:
1) Rod: ASTM F593, Group 1, Condition CW, coarse threads. 2) Nuts: ASTM F594. Match alloy of rod (group and UNS designation). 3) Washers: Type 304 stainless steel.
e. 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. Forged steel structural hardware - carbon steel:

1. Clevises and turnbuckles: Forged steel in accordance with AISI C-1035.

2. Eye nuts / Eye bolts: Forged steel in accordance with AISI C-1030. a. Having geometric and strength characteristics (including proof load, breaking strength, tensile strength, bend test, and impact strength) of eyebolts in accordance with ASTM A489, Type 1.

E. High-strength bolts:

1. Provide high-strength bolt assembly, with nuts, hardened flat washers, and compressible-washer-type direct tension indicators. Provide uncoated components unless galvanized coating is indicated on the Drawings.

2. 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.

3. Carbon steel - Galvanized:
a. Bolt and nut assemblies fabricated, galvanized, tested for rotational capacity, and shipped accordance with the provisions ASTM F3125, Grade A325and 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.

Structural Steel Framing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05120 (CONFORMED) 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.
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.

F. 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. Alloy: Type 304 or Type 316 to match alloy of structural members being connected.

3. Type 304:
a. Bolts: ASTM F593, Group 1, Condition CW, coarse threads. b. Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
c. Washers: Type 304 stainless steel.

4. 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.

5. Welded studs: As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

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.

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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.

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.

Structural Steel Framing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05120 (CONFORMED) 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:

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.

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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 Sections 09910 - Painting and 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.

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.

3. Passivation of field-welded surfaces:
a. Provide cleaning, pickling, and passivating as specified under “Fabrications” of this Section. Clean using Derustit Stainless Steel Cleaner, or equal.

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.

Structural Steel Framing
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05120 (CONFORMED) 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 "snug-tight" 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 or snug-tight connections are indicated on the Drawings.

3. Joints: Snug-tight:
a. Install bolts with washers where required in accordance with RCSC Specification.
b. Tighten bolts to bring the connected plies into firm contact. Tightening shall progress systematically beginning with the most rigid part of the joint.

More than 1 cycle through the bolt pattern may be required to achieve this condition.
c. Verify adequate tightening of bolts by visual observation to confirm that washers have been installed at locations required in accordance with RCSC Specification, and that the plies of the connected parts have been brought into firm contact.

I. 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 or snug-tight 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.

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.

5. Joints: Snug-tight:
a. Install bolts with washers where required in accordance with RCSC Specification.
b. Tighten bolts to bring the connected plies into firm contact. Tightening shall progress systematically beginning with the most rigid part of the joint.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05120 (CONFORMED) More than 1 cycle through the bolt pattern may be required to achieve this condition.
c. Verify adequate tightening of bolts by visual observation to confirm that washers have been installed at locations required in accordance with RCSC Specification, and that the plies of the connected parts have been brought into firm contact.

J. Fasteners: Stainless steel bolts:

1. Connections shall be snug-tight 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

Structural Aluminum
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STRUCTURAL ALUMINUM
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Structural aluminum products, including sheet, pipe, extrusions, and associated accessories.

1.02 REFERENCES
A. ASTM International (ASTM):

1. B209 - Standard Specification for Aluminum and Aluminum-Alloy Sheet and Plate.

2. B221 - Standard Specification for Aluminum and Aluminum-Alloy Extruded Bars, Rods, Wire, Profiles, and Tubes.

3. B308 - Standard Specification for Aluminum-Alloy 6061-T6 Standard Structural Profiles.

B. American Welding Society (AWS):

1. A5.10 - Specification for Bare Aluminum and Aluminum-Alloy Welding Electrodes and Rods.

2. D1.2 - Structural Welding Code - Aluminum.

1.03 SUBMITTALS
A. Quality control submittals:

1. Test Reports: Certified copies of mill tests or reports from a recognized commercial laboratory including chemical and tensile properties of each shipment of structural metal or part thereof having common properties. Tests and analyses shall be made in accordance with applicable ASTM Standards.

2. Welder’s certificates.

1.04 QUALITY ASSURANCE
A. Qualifications:

1. Perform welding of structural metals with welders who have current AWS certificate for the type of welding to be performed.

2. Notify Engineer 24 hours minimum before starting shop or field welding.

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

4. Remove welders performing unsatisfactory work, or require to requalify.

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

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

7. Contractor shall bear costs in connection with qualifying welders.

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2.01 MATERIALS
A. Structural sheet aluminum: ASTM B209, Alloy 6061-T6.

B. Structural aluminum: ASTM B308, Alloy 6061-T6.

C. Extruded aluminum: ASTM B221, Alloy 6063-T42.

D. Isolating sleeves and washers:

1. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

E. Miscellaneous materials:

1. Furnish supplementary parts necessary to complete each item even where such work is neither definitely indicated on the Drawings nor specified.

2. Size, form, attachment, and location shall conform to the best of current practice.

3. Conform to applicable ASTM Standards for materials not otherwise specified.

2.02 FABRICATION
A. Aluminum layout:

1. Center punch hole centers, and punch or scribe cutoff lines, except where marks would remain on fabricated material.

2. Apply temperature correction where necessary in layout of critical dimensions.

Use a coefficient of expansion of 0.000013 per degree of Fahrenheit.

B. Cutting aluminum:

1. Material 1/2-inch thick or less: Shear, saw, or cut with a router.

2. Material more than 1/2-inch thick: Saw or rout.

3. Make cut edges true and smooth, free from excessive burrs or ragged breaks.

4. Avoid reentrant cuts wherever possible. Where used, fillet by drilling prior to cutting.

5. Do not flame cut aluminum alloys.

6. Punch or drill rivet or bolt holes to finished size before assembly:
a. Make finished diameter of holes for bolts 1/16-inch maximum larger than nominal bolt diameter.
b. Make holes cylindrical and perpendicular to principal surface. c. Do not permit holes to drift in a manner to distort metal.

C. Aluminum forming and assembly:

1. Do not heat structural aluminum, except as follows:
a. Heat aluminum to 400 degrees Fahrenheit for 30 minutes maximum, to facilitate bending or welding.
b. Heat only when proper temperature controls and supervision can ensure that limitations on temperature and time are observed.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05140 (CONFORMED) D. Before assembly, remove chips lodged between contacting surfaces.

E. Welding aluminum:

1. Perform welding of aluminum in accordance with AWS D1.2.

2. Weld aluminum in accordance with the following:
a. Preparation:
1) Remove dirt, grease, forming or machining lubricants, and organic materials from areas to be welded by cleaning with a suitable solvent or by vapor degreasing.
2) Additionally, etch or scratch brush to remove oxide coating just prior to welding when inert gas tungsten arc welding method is used. 3) Oxide coating may not need to be removed if welding is performed by automatic or semi-automatic inert gas shielded metal arc. 4) Suitably prepare edges to ensure 100 percent penetration in butt welds by sawing, chipping, machining, or shearing. Do not cut with oxygen.
b. Filler metal: Aluminum alloys conforming to the requirements of AWS A5.10 and AWS classification ER 4043, ER 5654, ER 5554, ER 5183, ER 5356, or ER 5556.
c. Perform welding of structures which are to be anodized using filler alloys which will not discolor when anodized, AWS ER 5654, ER 5554, ER 5183, ER 5356, or ER 5556.
d. Perform welding by using a non-consumable tungsten electrode with filler metal in an inert gas atmosphere (TIG) or using a consumable filler metal electrode in an inert gas atmosphere (MIG).
e. Do not use welding process that requires use of a welding flux. f. Neatly make welded closures.
g. Where weld material interferes with fit or is unsightly in appearance, grind it smooth.
h. Make welds full penetration welds unless otherwise indicated on the Drawings.

2.03 FINISHES
A. Coating for Aluminum in contact with concrete or masonry:

1. Epoxy mastic.
a. Manufacturers: One of the following or equal:
1) Carboline, Carbomastic 15.
2) International Paint, Bar-Rust 231.
3) Tnemec, Series 135.

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.

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3.02 INSTALLATION
A. Install structural aluminum products as indicated on the Drawings and specified.

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

C. Do not cock out of alignment, redrill, reshape, or force fit fabricated items.

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

E. Rigidly support and brace structural products needing special alignment to preserve straight, level, even, smooth lines, and keep braced until concrete, grout, or dry pack mortar has hardened for a minimum 48-hour period.

F. Interface with other products:

1. Where aluminum comes in contact with dissimilar metals, use stainless steel bolts or anchors and separate or isolate the dissimilar metals with isolating sleeves and washers as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

2. Coat those parts of aluminum that will be cast into concrete or that will be in contact with concrete, grout, masonry, wood, or other materials that will cause the aluminum to corrode, as specified in Section 09960 - High-Performance Coatings.

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.
b. Anchor rods.
c. Concrete inserts.
d. Welded studs.

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

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. 355.2 - Qualification of Post-Installed Mechanical Anchors in Concrete and 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. A36 - Standard Specification for Carbon Structural Steel.

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

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

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

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

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

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

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

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

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

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

12. F436 - Standard Specification for Hardened Steel Washers.

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

14. F594 - Standard Specification for Stainless Steel Nuts.

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

16. 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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) 2) Locations above the maximum operating liquid surface elevation and:
a) Below the top of the walls containing the liquid.
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.
b) That testing of the concrete anchor included the simulated seismic tension and shear tests of AC193, and that the anchor is accepted for use in Seismic Design Categories C, D, E, or F and with cracked concrete.
b. Concrete anchor pre-installation test report.

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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.

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.

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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.

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. Ship anchor bolts with properly fitting nuts attached. b. Type 316 stainless steel:
1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.
2) Bolts: ASTM F593, Group 2, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of bolts.
4) Washers: Type 316 stainless steel.
c. 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.

B. Anchor rods:

1. Description: Straight steel rod having threads on each end. One threaded end is fitted with nuts or plates and embedded in concrete to the effective depth indicated on the Drawings, leaving the opposite threaded end to project clear of the concrete face as required for the connection to be made at that location.

2. Materials:
a. Stainless steel: Type 316:
1) Surfaces descaled, pickled, and passivated in accordance with ASTM A380.
2) Rod: ASTM F593, Group 2, Condition CW, coarse threads. 3) Nuts: ASTM F594. Match alloy (group and UNS designation) and threads of rods.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) 4) Washers: Type 316 stainless steel.
5) Plates (embedded): ASTM A240.
b. Galvanized: steel:
1) Hot-dip galvanized with coating in accordance with ASTM F2329. 2) Rod: ASTM F1554, Grade 36, coarse thread.
3) Nuts: ASTM A563, Grade A, threads to match rod.
4) Washers: ASTM F436, Type 1.
5) Plates (embedded): ASTM A36.

C. Welded studs:

1. Description: Anchor with forged head for embedment into concrete on one end, and welding ferrule for attachment to steel on the other. Welded to steel members or plates to provide anchorage for steel connections to concrete.

2. Acceptance criteria:
a. Welded studs in accordance with AWS D1.1, Type B.

3. Manufacturers: One of the following or equal:
a. Nelson Stud Welding Co., H4L Concrete Anchors or S3L Shear Connectors as indicated on the Drawings.
b. Stud Welding Products, Headed Concrete Anchors (HCA) or Headed Shear Connectors (HSC) as indicated on the Drawings.

4. Materials:
a. Galvanized steel:
1) Hot-dip galvanized after fabrication with coating in accordance with ASTM A123.
2) Steel: Carbon steel in accordance with ASTM A108 with 50,000 pounds per square inch minimum yield strength, and 60,000 pounds per square inch minimum tensile strength.

D. Steel plates or shapes for fabrications including assemblies with welded studs or deformed bar anchors:

1. Stainless steel: Type 316L or Type 304L:
a. Plates (embedded): ASTM A240.

2. Galvanized steel:
a. Hot dip galvanized in accordance with ASTM A123.
b. Steel: ASTM A36.

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.

B. Epoxy bonding of reinforcing bars, all thread rods, and threaded inserts in masonry:

As specified in Section 04055 - Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry.

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

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) specified in Section 01410 - Regulatory Requirements. Reports prepared by other recognized evaluation agencies may be submitted for consideration if acceptable to the Engineer and to the authority having jurisdiction. a. Conditions of use: The acceptance report shall indicate acceptance of the product for use under the following conditions:
1) In regions of concrete where cracking has occurred or may occur. 2) To resist short-term loads due to wind forces.
3) 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 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 TZ 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).

3. Concrete anchors for anchorage to concrete masonry (fully grouted cells):
a. Acceptance criteria: Concrete anchors shall have a current ICC-ES Report demonstrating that the anchors have been tested and qualified in accordance with ICC-ES AC01, including all mandatory tests and optional seismic tests.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) b. Manufacturers: One of the following or equal:
1) Hilti, Kwik Bolt 3 Expansion Anchor.
2) DEWALT/Powers, Power-Stud+ SD1.
3) Simpson Strong-Tie, Wedge-All 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) or mechanically
galvanized in accordance with ASTM B695, Class 55, Type 1.

C. Flush shells:

1. Description: Post-installed anchor assembly consisting of an internally threaded mandrel that is forced into a pre-drilled concrete hole with a setting tool until the top of the anchor is flush with the face of the concrete. Once installed, a removable threaded bolt is installed in the mandrel.

2. Flush shell anchors are not permitted in the Work.

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.

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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) 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.

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.

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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.

C. Welded studs:

1. Butt weld to steel fabrications with automatic stud welding gun as recommended by the manufacturer.

2. Ensure that butt weld develops full strength of the stud.

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.

B. Epoxy and acrylic adhesive bonding of reinforcing bars, all thread rods, and internally threaded inserts in masonry: As specified in Section 04055 - Adhesive Bonding Reinforcing Bars and All Thread Rods in Masonry.

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.

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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.

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.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) 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
E. Flush shell anchors:

1. Flush shell anchors are not permitted in the Work.

2. If equipment manufacturer’s installation instructions recommend the use of flush shell anchors, contact Engineer for instructions before proceeding.

F. Sleeve anchors:

1. Minimum effective embedment lengths unless otherwise indicated on the Drawings:

Sleeve Anchors
Nominal Diameter
Minimum Effective
Embedment Length Minimum Member
In Concrete In Grouted Masonry Thickness
M8 (1/2 inch) 70 mm (2 3/4 inch) Not accepted 100 mm (8 inch) M10 (5/8 inch) 76 mm (3 inch) Not accepted 250 mm (10 inch) M12 (3/4 inch) 80 mm (3 1/4 inch) Not accepted 300 mm (12 inch)

2. Install with the sleeve fully engaged in the base material.

G. Screw anchors:

1. Minimum effective embedment lengths unless otherwise indicated on the Drawings:

Screw Anchors
Nominal Diameter
Minimum Effective
Embedment Length Minimum Member
In Concrete In Grouted Masonry Thickness
3/8 inch 2 1/2 inch 3 1/4 inch 8 inch
1/2 inch 3 1/4 inch 4 1/2 inch 8 inch
5/8 inch 4 inch 5 inch 10 inch
3/4 inch 5 1/2 inch 6 1/4 inch 12 inch

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2. Install screw anchors using equipment and methods recommended by the manufacturer. Continue driving into hole until the washer head is flush against the item being fastened.

H. Undercut concrete anchors:

1. Minimum effective embedment lengths unless otherwise indicated on the Drawings:

Undercut Anchors
Nominal
Diameter
(bolt)
Minimum Effective
Embedment Length Minimum Member
Thickness(1) In Concrete In Grouted Masonry
M10 (3/8 inch) 100 mm (4 inch) Not accepted 200 mm (8 inch) M12 (1/2 inch) 125 mm (5 inch) Not accepted 350 mm (14 inch) M16 (5/8 inch) 190 mm (7 1/2 inch) Not accepted 460 mm (18 inch) M20 (7/8 inch) 250 mm (10 inch) Not accepted 510 mm (20 inch) Notes:
(1) Thickness indicated is for pre-set units. If through-set units are accepted, obtain minimum member thickness requirements from the Engineer.

2. Installations of undercut anchors shall not be allowed where edge distances are less than 12 times the nominal diameter of the anchor stud.

3. Undercut bottom of hole using cutting tools manufactured for this purpose by the manufacturer of the undercut anchors being placed.

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. Owner’s Representative 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 Owner.

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) 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 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

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05190 (CONFORMED) 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).
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. Engineer 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 Owner 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 using high-strength, non-shrink, non-metallic grout.

C. If more than 10 percent of all tested anchors of a given diameter and type fail to achieve their specified torque or proof load, the Engineer will provide directions for required modifications. Make such modifications, up to and including replacement of all anchors, at no additional cost to the Owner.

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.

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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. c. For connecting fiber-reinforced plastic (FRP) 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.

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

Steel Decking
05310-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05310 (CONFORMED) SECTION 05310

STEEL DECKING
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Steel deck for floors and roofs, and associated accessories.

1.02 REFERENCES
A. ASTM International (ASTM):

1. A653 - Standard Specification for Steel Sheet, Zinc-Coated (Galvanized) or Zinc-Iron Alloy-Coated (Galvannealed) by the Hot-Dip Process.

B. American Welding Society (AWS):

1. D1.3 - Structural Welding Code - Sheet Steel.

1.03 SUBMITTALS
A. Product data.

B. Shop drawings.

1.04 DELIVERY, STORAGE, AND HANDLING
A. Storage and protection:

1. Store steel deck at the site stacked on platforms or pallets and covered with tarpaulins or other suitable weathertight covering.

2. Do not use steel deck for storage or working platform.

3. Remove damaged, unlabeled, untagged, rusty, and deteriorated steel deck material from the job site.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. One of the following or equal:

1. ASC Profiles.

2. Verco Manufacturing Co.

3. Canam Steel Corp.

2.02 MATERIALS
A. Sheet steel: ASTM A653, G 90 minimum coating designation.

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2.03 FABRICATION
A. Steel deck shall be formed:

1. So every sheet is identical and will register perfectly with adjacent sheets.

2. In accordance with building code as specified in Section 01410- Regulatory Requirements.

B. Decking used with concrete fill shall be deformed to develop composite action between the deck and the concrete.

C. Furnish minimum gauge, deck thickness, section modulus, moment of inertia, and allowable diaphragm shear per foot of deck width that is not less than for type deck sections indicated on the Drawings.

D. Treat exposed roof deck with phosphate.

E. Furnish roof deck ready to receive field painting without further pretreatment. Paint exposed roof deck in accordance with Contract Documents.

F. Accessories:

1. Furnish all accessories indicated on the Drawings or needed to completed work.

2. Minimum required gauges:
a. Sump pans: 14 gauge.
b. All other accessories: 20 gauge unless otherwise indicated on the Drawings.

G. Welding and electrodes: In accordance with AWS D1.3.

H. Furnish roof decking in lengths to minimize number of splices.

I. Furnish steel deck complete, including cutting, shaping, fitting, drilling, welding, ridge plates, valley plates, reinforcing plates for openings, and miscellaneous pieces necessary for proper installation.

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 INSTALLATION
A. Decking shall span over at least 3 spans wherever possible.

B. Do not damage or overload roof deck during installation.

C. Do not use steel deck for storage or as a working platform until sheets have been welded in position.

Steel Decking
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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05310 (CONFORMED) D. Do not exceed maximum uniformly distributed load of 20 pounds per square foot.

E. Install decking in straight and continuous rows as far as practicable, with ribs at right angles to supporting members.

F. For each end of deck section, provide 3 inches minimum bearing on supports. For sections that abut each other, each piece shall bear a minimum of 3 inches on the support. This requires a 6 inch minimum flange width. For cases where the minimum bearing cannot be obtained, notify the Engineer.

G. Electric arc weld deck sections to bearing plates, supports at butt joints, at intermediate supports, side supports, and at end supports as indicated on the Drawings. Do not burn through the deck. Remove all slag.

H. Fasten the longitudinal joints between deck sections together by the method indicated on the Drawings.

I. Neatly cut and fit openings in roof deck, and reinforce with structural steel members as indicated on the Drawings.

J. Paint welds as specified.

K. Install roof deck free of dents and bent members.

L. Reinforce all holes and openings in steel deck as indicated on the Drawings.

M. Piping, conduit, equipment, and other services: Do not hang from decking.

N. Install all accessories required to complete work.

O. Suspended items:

1. Ceilings and ductwork:
a. Do not attach hangers to deck within the center 1/3 of span. b. Only 1 hanger may be attached to any 1 rib within 1 span. c. Attach wire hangers to decking with clips through hanger tabs.

3.03 REPAIR OF GALVANIZING AND COATING
A. Touch-up damage to galvanized surfaces, including cut edges and holes, with zinc rich primer.

B. Repair damage to factory-applied coating system in accordance with the manufacturer's printed recommendations.

3.04 CLEANUP
A. After erection, remove weld spatter, grease, and oil from decking.

END OF SECTION

Metal Fabrications
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METAL FABRICATIONS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes:

1. Ladders.

2. Manhole frames and covers.

3. Miscellaneous metals.

4. 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.

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.

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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. Shop drawings:

1. Ladders.

2. Manhole frames and covers.

3. Miscellaneous metals.

4. Associated accessories to the above items.

B. Quality control submittals:

1. Design data.

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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
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

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ASTM
Standard No.

Class, Grade
Type or Alloy No.

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. 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.
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. 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.

B. 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.

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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.

C. Miscellaneous aluminum:

1. 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.

2. Do not weld or flame cut.

D. Miscellaneous cast iron:

1. General:
a. Tough, gray iron, free from cracks, holes, swells, and cold shuts. 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.

E. 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

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pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/05500 (CONFORMED) 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.

F. 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.

G. Isolating sleeves and washers:

1. As indicated on the Drawings and as specified in Section 05190 - Mechanical Anchoring and Fastening to Concrete and Masonry.

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. Ladders:

1. Secure to supporting surface with bent plate clips providing minimum 8 inches between supporting surface and center of rungs.

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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.

C. 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 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/07110 (CONFORMED) 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

Water Repellents
07190-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/07190 (CONFORMED) SECTION 07190

WATER REPELLENTS
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Water repellent for concrete masonry.

1.02 REFERENCES
A. International Union of Testing and Research Laboratories for Materials and Structures:

1. RILEM Test Method No. 11.4 - Measurement of Water Absorption Under Low Pressure.

B. South Coast Air Quality Management District (SCAQMD):

1. Rule 1168 - Adhesive and Sealant Applications.

1.03 DEFINITIONS
A. Water Repellent: Resistance to penetration of water from rainfall.

1.04 SUBMITTALS
A. Product Data.

B. Samples: Water repellent applied on 8-inch by 8-inch substrates to receive water repellent, marked with application date and application rate.

C. Manufacturer's Application Instructions.

1.05 QUALITY ASSURANCE
A. Manufacturer qualifications: Manufacturer of water repellents for minimum of 5 years with satisfactory performance record.

B. Applicator qualifications: Trained, approved, and accepted by water repellent manufacturer.

C. Spray personnel qualifications: Minimum 2 years of experience spraying exotic coatings.

D. Regulatory requirements: Comply with volatile organic compound regulations.

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1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to site in manufacturer's original containers with seals unbroken and labeled with manufacturer's batch number.

B. Store materials in original, unopened containers in compliance with manufacturer's printed instructions.

1.07 ENVIRONMENTAL REQUIREMENTS
A. Sealants in compliance with SCAQMD Rule 1168.

B. Apply water repellent under temperature and relative humidity conditions before, during, and after application in accordance with manufacturer's instructions.

C. Allow surfaces to dry for minimum 5 days after rains.

1.08 PROJECT CONDITIONS
A. Make proper material allowance based upon substrate material and surface configuration when determining quantities of material.

1.09 WARRANTY
A. Warrant to furnish and apply water repellent on walls that experience water penetration because of failure of water repellent for minimum 5 years.

1.10 MAINTENANCE
A. Extra materials: Deliver water repellent in manufacturer's original unopened containers to Owner that equals minimum 1 percent of material supplied.

PART 2 PRODUCTS

2.01 MANUFACTURERS
A. Water repellent sealer:

1. One of the following or equal:
a. Rainguard Products.
b. ProSoCo, Inc.

2.02 DESIGN AND PERFORMANCE CRITERIA
A. Performance requirements: Surfaces with water repellent shall be uniform in color with unaltered texture.

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2.03 MATERIALS
A. Water repellent sealer for concrete and concrete masonry: Silane/siloxane; volatile organic compound compliant; free of silicone oils, paraffin wax, or urethanes.

1. Manufacturers: The following or equal:
a. Rainguard, Blok-Lok™.

2.04 EQUIPMENT
A. Spray equipment: High-volume, low-pressure, airless, with maximum 60 pounds per square inch pressure:

1. Pump: Non-atomizing, able to flow material on walls at minimum 1 to 1-1/2 gallons per minute.

2. Orifice size for concrete, slump block, exposed concrete aggregate, and cement plaster: 0.060 to 0.110 inches.

3. Orifice size for brick, clay brick tile, brick veneer, stone, and wood:

0.060 inches.

PART 3 EXECUTION

3.01 EXAMINATION
A. Carefully inspect installed construction. Verify that construction is ready for repellent application.

B. Require manufacturer's representative to verify that water repellent may be installed.

3.02 PREPARATION
A. Allow concrete or masonry walls to cure at least 30 days before applying water repellent.

B. Clean wall surfaces of soil, mud, efflorescence, or other detrimental materials.

C. Tuck-point or caulk cracks, other than hairline cracks.

D. Route out defective mortar joints, point with mortar and tool.

E. Moisture content: Apply water repellent sealer when moisture content of substrate is 15 percent or less.

3.03 APPLICATION ON CONCRETE, CONCRETE MASONRY, EXPOSED CONCRETE

AGGREGATE, AND CEMENT PLASTER
A. Apply water repellent in accordance with manufacturer's printed instructions.

B. Apply flood coat using low-pressure spray equipment.

C. Start at top of wall and work down using overlapping horizontal passes.

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E. Spray by traveling horizontally to ensure uniform coverage.

F. Overlap each following pass by centering spray head on bottom line of the previous pass.

G. Trigger gun off at end of each pass to avoid applying excessive amount of material.

Do not over apply.

H. Avoid application in hot or windy weather as premature drying can cause whitish residue on walls.

3.04 APPLICATION ON BRICK, CLAY BRICK TILE, BRICK VENEER, STONE, AND WOOD
A. Apply water repellent in accordance with manufacturer's printed instructions.

B. Apply wet coat in horizontal passes using low-pressure spray equipment with or without rundown.

C. Overlap each following pass by approximately 50 percent.

D. Trigger gun off at the end of each pass to avoid an excessive amount of material being applied.

E. Keep surface wet for 5 to 10 minutes and damp for over 1 hour.

F. Do not apply in hot or windy weather. Over-application can result in whitish residue on surface.

3.05 FIELD QUALITY CONTROL
A. 20 days after application, test water repellent on CMU surfaces using RILEM Test Method No. 11.4:

1. Contractor shall perform a 20-minute RILEM baseline test on dry untreated CMU units of each type to receive water repellent. Test results (water loss in milliliter) shall be compared to CMU units in walls after water repellent application.

2. On water repellant coated CMU, a RILEM tube test resulting in 5 milliliter or less after 20 minutes is necessary to qualify for 5-year warranty.

B. Notify the Engineer and manufacturer at least 72 hours in advance of test.

C. Where tested wall areas fail to pass RILEM tube test, apply additional coat of water repellent on entire wall from corner to corner.

D. Test all locations where directed by the Engineer.

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3.06 CLEANING
A. Concrete, concrete masonry, exposed concrete aggregate, and cement plaster:

Clean drips, runs, and overspray residue while still wet, using detergent and water.

Clean application and spray equipment with detergent and water immediately following use.

B. Brick, clay brick tile, brick veneer, stone, and wood: Clean drips, runs, and overspray residue with petroleum type thinner following application.

C. Clean application and spray equipment according to the manufacturer's recommendations.

D. Remove excess materials, equipment, and debris incidental to water repellent application upon completion.

3.07 PROTECTION
A. During application, protect water repellent treated and adjacent surfaces from damage.

B. Protect glass, aluminum, and other surfaces from overspray.

C. Protect concrete sidewalks from runoff. Soak with water immediately prior to application on adjacent walls.

D. Repair damaged areas promptly.

END OF SECTION

Roof and Deck Insulation
07220-1 8660F10 July 12, 2023 - CONFORMED
pw://Carollo/Documents/Client/CA/Ukiah/8660F10/Specifications/New Scope/07220 (CONFORMED) SECTION 07220

ROOF AND DECK INSULATION
PART 1 GENERAL

1.01 SUMMARY
A. Section includes: Roof and deck insulation and associated accessories.

1.02 REFERENCES
A. ASTM International (ASTM):

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

2. D41- Standard Specification for Asphalt Primer Used in Roofing, Dampproofing, and Waterproofing.

3. D312 - Standard Specification for Asphalt Used in Roofing.

B. National Roofing Contractors Association (NRCA).

C. Underwriters Laboratories, Inc. (UL).

1.03 SUBMITTALS
A. Product data.

B. Samples. Include 6-inch square samples of each type and thickness of insulation required.

C. State thickness and R-value of insulation to be provided at each building.

D. Manufacturer's installation instructions: Include the following:

1. Indicate special environmental conditions required for installation.

2. Indicate adhesive recommendations.

3. Indicate fastener recommendations and attachment pattern to meet specified FM 1-90 requirements.

4. Indicate installation techniques.

E. Certificates:

1. Certify that products meet or exceed specified requirements.

2. Certify that insulation is approved by manufacturer for use with specified roofing materials.

F. Manufacturer's field reports.

G. Warranty.