Dallas County Community College District Purchasing Department 4343 IH-30 Mesquite, Texas 75150-2018 August 27, 2019 ADDENDUM NO. 1 Request For Bid Construction No. 12573 Baseball Dugouts Upgrade and Tennis Courts Refurbishment at North Lake College Opening Date: September 4, 2019 2:00 p.m. Please take note that the above referenced Request for Bid is amended as follows: 1. Opening Date: August 27, 2019, 2:00 p.m. is now changed to Opening Date: September 4, 2019, 2:00 p.m. 2. Questions & Answers and Geotechnical information are attached below. END OF ADDENDUM
Transcript
Dallas County Community College District Purchasing Department 4343 IH-30 Mesquite, Texas 75150-2018
August 27, 2019
ADDENDUM NO. 1
Request For Bid Construction No. 12573
Baseball Dugouts Upgrade and Tennis Courts Refurbishment at North Lake College
Opening Date: September 4, 20192:00 p.m.
Please take note that the above referenced Request for Bid is amended as follows:
1. Opening Date: August 27, 2019, 2:00 p.m. is now changed to Opening Date: September 4,2019, 2:00 p.m.
2. Questions & Answers and Geotechnical information are attached below.
END OF ADDENDUM
ADDENDUM NO.1
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Addendum No. 1 NORTH LAKE COLLEGE DUGOUT & TENNIS COURT IMPROVEMENTS 08/23/19 To: All Plan Holders of Record This addendum forms part of the Contract Documents and modifies the Contract Documents and Specifications as noted below. Acknowledge receipt of the Addendum in the space provided on the Proposal Form and on the outer envelope of the Bid Proposal. Failure to acknowledge receipt of this Addendum may subject the Bidder to disqualification. This addendum consists of 4 pages and one attachment. Landscape Architectural Elements of this addendum are issued under the authority of:
Engineering Elements of this addendum are issued under the authority of:
ADDENDUM NO.1
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1. Base Bid is to repair one tennis area and resurface all the tennis courts.
- Base Bid Includes the filling/sealing of the cracks and resurfacing on court #1, and resurfacing of the court #2 through #7
- Alternate Bid Includes the removal of 6 tennis courts
2. Sprinkler work shown on Sheet 6.1 is in Base Bid - Base bid includes the irrigation shown on Sheet 6.1 - Alternate bid includes the installation of permanent irrigation at the removed tennis court
areas, to provide head-to-head coverage from the existing sidewalk located south of the tennis courts to the existing sidewalk located north of the tennis courts. Reference notes on Sheet 6.1
3. Alternate #1 is to remove the courts and fencing-- grade site
- Alternate 1 includes the removal and site grading for the 6 tennis eastern tennis courts. - Contractor shall also include Alternate #3 to include the cost deduction for court resurfacing
at the court #2 through #7, which will be removed by Alternate #1. Sheet 3.1 has been revised for clarification.
4. Alternate #2 is to solid sod and sprinkle the entire tennis courts area
- Alternate 2 includes the sod and irrigation installation for the tennis court removal areas.
5. Note on Sheet 6.1 says “if water pressure too low contractor has to furnish a booster pump—how do we bid this? - The system was designed to operate with a 65-psi static pressure at 75gpm. The existing
irrigation system meets these requirements, and a booster pump is not anticipated.
6. Sheet 3.0, why is the long 10’-0 wide strip of sod needed? - This is the estimated limits of disturbance. The contractor will be required to re-sod all
disturbed areas.
7. At baseball, is the temp fence only for the work being done at the dug outs? If so, why so much? - This is the recommended temporary fence layout to provide a closed and secured site. - The temporary fence detail on Sheet 5.1 has been revised to show temporary fence with
weighted base plates in lieu of embedded posts. See Attachment A of this addendum.
8. Sheet 5.1, detail B shows with, and, without screening; which is required? - This detail is for the proposed temporary construction fencing, and screening is not required
for the temporary fencing. The fence with screening shows the existing fence w/ screening, located at the ballfield.
9. Please provide Geotechnical Report as there was none submitted with the documents.
- The Geotechnical Report has been included Attachment A of this addendum.
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10. Please provide elevations of fencing in front of dugouts, as we are not sure what exactly is wanted. - Fence will be black steel 1.5” diameter posts, top rail, bottom rail, and midrail, vinyl coated
chain link fencing, and concrete mow strip. Sheet 7.0 has been revised to show the fence elevation and mow strip.
11. What are the roof attachment, flashing details? We couldn’t find any details on drawings.
- See Steel Roof Deck Notes on sheet 8.0. for information on roof attachments.
12. Please advise if structural steel is to be painted or galvanized? What is finish? - Sheet 8.0 has been revised to provide direction for finish for structural steel. See
Attachment A of this addendum.
13. Please provide specs on Doors/Frames/ & Hardware including rolling door. - Doors at dugout to be 7’ x 3’ x 1 - ¾” Heavy Duty Hollow Metal Doors (18 Gauge) with 2”
hollow metal frame - Hardware- Schlage L9080BD Storeroom lock, 07 trim, Schlage 80-101 SFIC cylinder less core,
626 finish. Core provided by owner - Roll-up door to be 6’ x 8’ door with 26 gauge steel curtain, and 16 gauge frame. Door and
hardware to be pad-lockable slide locks on fascia side. Color –High Gloss White - Window frame to be 3’ x 4’-6” x 2” wide 16 gauge hollow metal frame with 2”x2”x ¼” steel
mesh welded to ¾” x ¾” x 1/8” angle iron border. Provide a welded connection to the window frame.
14. On Sheet #2.0 Existing North Dugout calls out to have 3,975SF of Existing Concrete to be
removed? We are assuming this is a typo, as we can’t see that dugout being that big. - Sheet 2.0 has been revised to show the correct concrete and dugout removal area. See
Attachment A of this addendum.
15. Please specify what exactly is needed for resurfacing, is there a detail that can be provided? Also, please confirm one court all we are doing is sealing cracks and the other 45,000SF will be resurfaced. - All courts should cleaned and stripped of unbonded material. - Court #1 will have the existing cracks filled with epoxy, resurfaced with acrylic resurfacer
and receive application of acrylic surfacer and line striping. - Court #2 through Court #7 will be resurfaced with asphalt court patch binder, and receive an
application of acrylic surfacer and line striping. - Colors to be selected by Owner. - Reference Sheet 3.1 for revised court resurfacing information.
16. Please provide specs on painting CMU block and what is wanted as a finish coat.
- Sheet 8.0 has been revised to provide direction for painting of CMU block. See Attachment A of this addendum.
17. Please confirm size of CMU Block is 8x8 not 8x4.
- The CMU Block should be 8x8x16, as noted on the structural plans (Sheet 8.0 to 8.4). Sheet 7.0 has been revised to show the correct CMU block size. See Attachment A of this addendum.
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18. Please clarify if Alternate #1 – Electrical Work includes removing light poles and inground
conduit, in addition to removing circuits from the existing panel. - Alternate #1 includes the removal of circuits from the panel and removal of existing poles
and any above ground conduit. In ground conduit may be capped and left in place.
19. Structural modifications were made to sheets 8.0, 8.2, 8.3, and 8.4. Modifications include: - Fence removed from Sheet 8.4. - Notes clarifications added to Sheet 8.0. - The details for the interface between the W beam and bond beam have been updated for
ease of construction. This resulted in updating the W beam sizes. - HSS column size has been reduced, and beam connection to column detail has been
updated - Rebar detailing clarifications were added to bond beams - Rebar detailing clarification added to foundation - Channel framing updated to have uniform spacing across entire dugout See Attachment A of this addendum.
20. Dimensional modifications were made to sheet 7.0. See Attachment A of this addendum.
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ATTACHMENT A
GEOTECHNICAL REPORT AND REVISED PLAN SHEETS
Geotechnical Engineering Report
North Lake College Baseball Dugouts Irving, Texas
December 7, 2018
D&S ENGINEERING LABS, LLC North Lake College Baseball Dugouts Irving, Texas
APPENDIX A – BORING LOGS AND SUPPORTING DATA APPENDIX B – GENERAL DESCRIPTION OF PROCEDURES
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GEOTECHNICAL INVESTIGATION NORTH LAKE COLLEGE BASEBALL DUGOUTS
IRVING, TEXAS
PROJECT DESCRIPTION
This report presents the results of the geotechnical investigation for the proposed baseball dugout improvements to the existing North Lake College. The baseball field is located at the northeast corner of the campus located at 5001 North MacArthur Boulevard in Irving, Texas. We understand that the project will consist of complete replacement of the existing dugouts and reconstruction of new dugouts on the northeast baseball field. The footprints of the new baseball dugouts are unavailable at the time of this report preparation. At this point in the investigation, it is undetermined if there will be a roof on the structures. Overall improvements include an increase in area, aesthetic updates, and more functionality.
Based on the aerial photographs and site visit, the site for the proposed extensions are covered with short grass and some sidewalks depending upon the locations of structures. Based on the available NCTCOG maps (www.dfwmaps.com), the proposed locations are relatively flat with elevation change across both dugouts extension on the order of about 1 foot. Photographs showing the recent condition of the site are provided below.
PURPOSE AND SCOPE
The purpose of this investigation was to:
Identify the subsurface stratigraphy present at the site.
Evaluate the physical and engineering properties of the subsurface soil and bedrock strata for use in the geotechnical analyses.
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Provide geotechnical recommendations for use in the design of foundations for the new facilities.
The scope of this investigation consisted of:
Drilling and sampling a total of two (2) borings to depths of about 21 to 25.5 feet within the proposed dugout extensions. The locations of the borings were provided by LCA Environmental, Inc, in consultation with D&S.
Laboratory testing of selected soil and rock samples obtained during the field investigation.
Preparation of a Geotechnical Report that includes the following:
o Evaluation of Potential Vertical Movement (PVM)
o Recommendations for the design of foundations
o Recommendations for earthwork
FIELD AND LABORATORY INVESTIGATION
General
A field and laboratory testing program were completed as part of this investigation. The borings were advanced utilizing an all-terrain vehicle drilling rig (ATV) outfitted with hollow stem flight augers. Undisturbed samples of cohesive soil and weathered bedrock strata were obtained using 3-inch diameter tube samplers that were advanced into the soils in 1-foot increments by the continuous thrust of a hydraulic ram located on the drilling equipment. After sample extrusion, an estimate of the material stiffness of each cohesive soil and weathered bedrock sample was obtained in the field using a hand penetrometer.
Subsurface materials were also intermittently tested in-situ using cone penetration tests in order to determine their resistance to penetration. For this test, a 3-inch diameter steel cone is driven by the energy equivalent of a 170-pound hammer falling freely from a height of 24 inches and striking an anvil located at the top of the drill string. Depending on the resistance of the soil and bedrock materials, either the number of blows of the hammer required to provide 12 inches of penetration is recorded (as two increments of 6 inches each), or the inches of penetration of the cone resulting from 100 blows of the hammer are recorded (as two increments of 50 blows each).
The bedrock strata present within Boring B1 was drilled and sampled using a double-tube core barrel fitted with a tungsten-carbide, sawtooth bit. The length of core recovered (REC), expressed as a percentage of the coring interval, along with the Rock Quality Designation (RQD), is tabulated at the appropriate depths on the Log of
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Boring illustrations. The RQD is the sum of all core pieces longer than four inches divided by the total length of the cored interval. Pieces shorter than four inches which were determined to be broken by drilling or by handling were fitted together and considered as one piece.
All samples obtained were extruded in the field, placed in plastic bags to minimize changes in the natural moisture condition, labeled according to the appropriate boring number and depth, and placed in protective cardboard boxes for transportation to the laboratory. The approximate locations of the borings performed at the site are shown on the boring location map that is included in Appendix A. The specific depths, thicknesses and descriptions of the strata encountered are presented on the individual Boring Log illustrations, which are also included in Appendix A. The approximate elevations of borings shown on the boring logs were interpolated from NCTCOG topographic map (dfwmaps.com). Strata boundaries shown on the boring logs are approximate.
Laboratory Testing
Laboratory tests were performed to identify the relevant engineering characteristics of the subsurface materials encountered and to provide data for developing engineering design parameters. The subsurface materials recovered during the field exploration were initially logged by the field crew and were further described by a staff geotechnical engineer in the testing laboratory. These descriptions were later refined by a Geotechnical Engineer based on results of the laboratory tests performed. All recovered soil samples were classified and described in part using the Unified Soil Classification System (USCS) and other accepted procedures. Bedrock strata were described using standard geologic nomenclature.
In order to determine soil characteristics and to aid in classifying the soils, index property and classification testing were performed on selected soil samples as requested by the Geotechnical Engineer. These index property and classification tests were performed in general accordance with the following ASTM testing standards:
Moisture Content ASTM D2216
Atterberg Limits ASTM D4318
Additional tests were performed to aid in evaluating strength and volume change, which consisted of the following:
Unconfined Compressive Strength of Soil Samples ASTM D2166
Unconfined Compressive Strength of Rock Cores ASTM D7012
Overburden Swell Testing
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The results of these tests are presented at the corresponding sample depths on the appropriate Boring Log illustrations or summary tables, Appendix A.
Unconfined Compression Tests
Unconfined compression strength testing was performed on selected samples of the cohesive soils and weathered bedrock and on selected sections of intact bedrock cores. These tests were performed in general accordance with ASTM D2166 for soil samples and ASTM D7012 Method C for rock core samples. During each test, a cylindrical specimen is subjected to an axial load that is applied at a constant rate of strain until either failure or a large strain (i.e., greater than 15 percent) occurs. Once the test is completed, the unit weight of the sample is determined based on the moisture content.
Overburden Swell Tests
Selected samples of the near-surface soil were subjected to overburden swell testing. For this test, a sample is placed in a consolidometer and subjected to the estimated overburden pressure. The sample is then inundated with water and is allowed to swell. The moisture content of the sample is determined both before and after completion of the test. Test results are recorded, including the percent swell and the initial and final moisture contents.
SITE CONDITIONS
Stratigraphy
Based upon a review of the recovered samples, as well as the Geologic Atlas of Texas, Dallas Sheet, this site is located in an area characterized by soil and bedrock strata associated with the Eagle Ford Formation. This formation consists of expansive clay soils overlying shale bedrock strata.
At the surface within Boring B2, clay fill soils are present. The clay fills present are medium stiff in consistency, brown and olive brown in color and contain traces of brick fragments. The clay fill extends to a depth of 1.5 feet.
Below the clay fill soils within Boring B2 and at the surface within Boring B1, native fat clay soils are present. The clay soils present are medium stiff to very stiff in consistency, are brown and olive brown in color and contain trace calcareous nodules. The fat clay soils extend to depths of 1.5 to 8 feet.
Below the soil overburden, weathered shale bedrock was encountered. The shale strata present are very soft to soft in rock hardness and are tan, gray, brown and olive brown in color. The zone of weathering extends to depths of about 2 to 14.5 feet.
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Below the zone of weathering, fresh shale bedrock is present. The fresh shale strata present are soft to medium hard in rock hardness, are gray and dark gray in color and extend to termination depths of about 21 to 25.5 feet.
Groundwater
Groundwater seepage was not encountered either during drilling or upon the completion of drilling operations in any of the borings advanced. However, groundwater levels should be anticipated to fluctuate with seasonal and annual variations in rainfall, and also may vary as a result of development and landscape irrigation.
ENGINEERING ANALYSIS
Estimated Potential Vertical Movement (PVM)
Potential Vertical Movement (PVM) was evaluated utilizing different methods for predicting movement, as described in Appendix B, and based on our experience and professional opinion.
At the time of our field investigation, the overburden soils were found to be in a variable moisture condition, being generally average to wet. Based upon the results of our analysis, the site is estimated to possess a PVM of about 4 inches at the soil moisture conditions existing at the time of the field investigation. If the near surface soils are allowed to dry appreciably to significant depth prior to or during construction, the potential for post-construction vertical movement will increase. Dry, average and wet are relative terms based on moisture content and plasticity.
FOUNDATION RECOMMENDATIONS
The near-surface soils present at the site have high potential for post-construction vertical movement with changes in soil moisture content. If post-construction movements on the order of 1½ - 2 inches can be tolerated after subgrade preparation is completed in accordance with the recommendations provided herein, it is our opinion that the new dugouts maybe supported on a soil-supported monolithic stiffened slab incorporating interior and exterior grade beams. If post-construction movements mentioned above cannot be tolerated, consideration may be given to a drilled shaft foundation system with a structurally suspended floor slab. This report provides recommendations for both shallow and deep foundation alternatives.
Please note that a soil-supported floor system may experience some vertical movement with changes in soil moisture content. Non-load bearing walls, partitions, and other elements bearing on the floor slab will reflect these movements should they occur. However, with appropriate design, adherence to good construction practices and appropriate post-construction maintenance, these potential movements can be reduced.
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The majority of the movement is expected to occur within 10 feet of the perimeter of the building, and any walls bearing on the slab in the areas of movement may exhibit distress.
Stiffened Slab-On-Grade Foundation
A stiffened slab-on-grade foundation may be used for the structures with the soil prepared as described in the Earthwork Recommendations Section of this report. A stiffened slab should incorporate interior and exterior grade beams and may be designed as a conventionally reinforced or post-tensioned monolithic slab and beam. Grade beams should be founded a minimum depth of 26 inches below final exterior grade and be designed for an allowable bearing capacity of 1,800 pounds per square foot.
Post-Tensioning Institute (PTI) Design Parameters
For a slab-on-grade foundation bearing in the on-site reworked soils, the following PTI design parameters in Table 1 below are recommended. These parameters are based on the procedures of the Post-Tensioning Manual 3rd Edition, our analysis of the data developed during this study, and are modified by our experience and engineering judgment regarding the site conditions and soil types present.
Table 1. PTI Design Parameters
Depth of Soil Re-
Work (feet)
PARAMETER CENTER LIFT EDGE LIFT
Edge Moisture Variation, em 8.5 feet 5.1 feet
Estimated Differential Movement, ym
(After soil modification) -0.9 INCHES
(SHRINK) +1.3 INCHES
(SWELL) 5
Straight-sided Drilled Shafts
Structural loads for the new additions may be supported on reinforced concrete, straight-sided drilled shafts bearing into the fresh shale bedrock encountered at a depth of about 16 feet below the grades existing at the time of our field investigation. The drilled shafts may be designed to transfer imposed loads to the bearing stratum using a combination of end-bearing pressure and side friction. Drilled shafts should be designed for an allowable end bearing and side friction as outlined in Table 1 below.
We recommend that straight-sided drilled shafts be a minimum of 18 inches in diameter and penetrate a minimum of 2 feet into the fresh shale bedrock to utilize the full amount of allowable end bearing. The allowable side friction noted in Table 2 may
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be taken from the top of each stratum or from the bottom of any temporary casing used, whichever is deeper, to resist both axial loading and uplift.
Table 2. Recommended Allowable Bearing Parameters
Material Depth Below
Current Grades (ft) Allowable Side Friction (psf)
Allowable End Bearing (psf)
Shale ≥ 12 1,750 NA
Shale ≥ 16 2,800 14,000
The shafts should be provided with sufficient steel reinforcement throughout their length to resist potential uplift pressures that will be exerted. For the near surface soils, these pressures are approximated to be on the order of 1,250 pounds of shaft area over an average depth of 12 feet. Often, 1/2 of a percent of steel by cross-sectional area is sufficient for this purpose (ACI 318). However, the final amount of reinforcement required should be determined based on the information provided herein, and should be the greater of that determination, or ACI 318. Uplift forces acting on individual shafts will be resisted by the dead weight of the structure, plus the bearing stratum-to-concrete adhesion acting on that portion of the shaft that is in contact with the shale strata below a depth of 12 feet.
There is no reduction in allowable capacities for shafts in proximity to each other. However, for a two-shaft system, there is an 18 percent reduction in the available perimeter area for side friction capacity for shafts in contact (tangent). The area reduction can be extrapolated linearly to zero at one shaft diameter clear spacing. Please contact this office if other close proximity geometries need to be considered.
We anticipate that a straight-side drilled pier foundation system designed and constructed in accordance with the information provided in this report should limit potential settlement to small fractions of an inch.
Drilled Shaft Construction Considerations
Groundwater seepage was not encountered during drilling operations. However, groundwater levels may fluctuate over time in response to cyclical weather variations. Temporary casing should be available on-site in the event that excessive sidewall sloughing occurs, or if excessive groundwater seepage is encountered that cannot be controlled with conventional pumps, sumps, or other means. Concrete should be onsite during drilling operations, to facilitate placement immediately after drilling of each shaft is complete.
The installation of all drilled piers should be observed by experienced geotechnical personnel during construction to verify compliance with design assumptions including: 1) verticality of the shaft excavation, 2) identification of the bearing stratum,
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3) minimum pier diameter and depth, 4) correct amount of reinforcement, 5) proper removal of loose material, and 6) that groundwater seepage, if present, is properly controlled. D&S would be pleased to provide these services in support of this project.
During construction of the drilled shafts, care should be taken to avoid creating an oversized cap ("mushroom") near the ground surface that is larger than the shaft diameter. These “mushrooms” provide a resistance surface that near-surface soils can heave against. If near-surface soils are prone to sloughing, (a condition which can result in “mushrooming”), the tops of the shafts should be formed in the sloughing soils using cardboard or other circular forms equal to the diameter of the shaft.
Concrete used for the shafts should have a slump of 8 inches ± 1 inch. Individual shafts should be excavated in a continuous operation and concrete should be placed as soon after completion of the drilling as is practical. All shafts should be filled with concrete within 8 hours after completion of drilling. In the event of equipment breakdown, any uncompleted open shaft should be backfilled with soil to be redrilled at a later date. This office should be contacted when shafts have reached the target depth but cannot be completed.
Pier-Supported Grade Beams
For pier-supported grade beams, a minimum void space of 6 inches should be provided beneath all grade beams (and the floor slab if structurally suspended). Cardboard carton forms (void boxes) may be used to provide the required voids beneath the grade beams; however, trapezoidal void boxes should not be used. Care should be taken to assure that the void boxes are not allowed to become wet or are crushed prior to or during concrete placement and finishing operations. We recommend that masonite (1/4 of an inch thick) or other protective material be placed on top of the carton forms per carton form manufacturer recommendations to reduce the risk of crushing the cardboard forms during concrete placement and finishing operations. We strongly recommend the use of side retainers placed along the grade beams to prevent soil from infiltrating the void space after the carton forms deteriorate.
Grade beams may be earth-formed, but only if the sides can be cut and maintained vertically. If sloughing occurs, or if the sides cannot be maintained vertically, the grade beams should then be formed on both sides. The bottoms of all grade beam excavations should be essentially free of any loose or soft material prior to the placement of concrete. All grade beams and floor slabs should be adequately reinforced to minimize cracking as normal movements occur in the foundation soils.
If grade beams are formed, the exterior side of the grade beams around the structure should be carefully backfilled with on-site clayey soils. The backfill soils should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and should be placed at a moisture content that is at
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least two percentage points above the optimum moisture, as determined by the same test (≥ +2%). This fill should extend the full depth of the grade beam plus void space and should extend a minimum distance of 2 feet away from the exterior grade beam perimeter.
EARTHWORK RECOMMENDATIONS
The near-surface soils present have the potential for post-construction vertical movement with changes in subsurface soil moisture changes. In order to limit post-construction Potential Vertical Movement (PVM) to approximately 1½ - 2 inches for soil supported elements, we have the following recommendations for earthwork subgrade modification. Please note that more stringent tolerances limiting potential post-construction vertical movement will require more extensive effort.
Soil Preparation for Structurally Suspended Floor Slabs
Strip the site of all vegetation, organic soil, and deleterious material within the new dugouts extension areas. Typically, 4 to 6 inches is sufficient for this purpose.
After stripping, scarify and rework to a depth of 12 inches. The scarified and reworked soils should be compacted to between 92 and 96 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and to a moisture content that is at least three (3) percent above the optimum moisture content (≥ +3%), as determined by the same test. This procedure should extend at least 3 feet outside building lines or to edge of existing structures.
After scarifying and recompacting, begin any required fill operations using debris-free on-site or imported soil to no higher than the bottom of the void boxes. The grade-raise fill should be placed in maximum 8-inch compacted lifts. Grade raise fills should be compacted to between 92 and 96 percent of the maximum dry density and to a moisture content that is at least three (3) percentage points of the optimum moisture content.
Place a minimum 15-mil thick vapor barrier beneath all floor slabs. The barrier should be securely bonded to the underside of the floor slab to promote continued contact after concrete placement. All seams and penetrations through the barrier should be sealed in accordance with the manufacturer’s requirements.
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Earthwork Preparation for Soil-Supported Floor Slab
Strip the site of all existing foundations, vegetation, organic soil, and deleterious material within the new dugouts’ areas. Typically, 6 inches is sufficient for this purpose.
After stripping and after performing any necessary grade cuts, excavate the pad areas to an additional 4 feet below the finished pad elevations. Stockpile the excavated soil for re-use. The excavation should extend at least 5 feet beyond the perimeter of the new structures.
After excavating, scarify, rework, and recompact the exposed excavated subgrade to a depth of 12 inches. The scarified and reworked soils should be compacted to at least 95 percent of the maximum dry density, as determined by ASTM D698 (standard Proctor), and placed at a moisture content that is at least three (3) percent above the optimum moisture content (≥ +3%), as determined by the same test.
Within 24 hours of recompacting the scarified reworked excavated exposed subgrade, begin fill operations with the stockpiled excavated soil or imported soil to no higher than 12 inches below floor slab elevation. The reworked or imported fill soil should be placed in maximum 8-inch compacted lifts, be compacted to at least 95 percent of the maximum dry density as determined by ASTM D698 (standard Proctor), and be placed at a moisture content that is at least three (3) percent above the optimum moisture content (≥ +3%), as determined by the same test.
Provide a minimum of 12 inches of select fill on top of the re-worked fill but only within the confines of the new dugouts. Select fill should have a liquid limit less than 35, a Plasticity Index between 6 and 18, and a minimum of 35 percent passing the No. 200 sieve. The select fill should be placed in maximum 6-inch compacted lifts and compacted to at least 95 percent of the maximum density as determined by ASTM D698, and to a moisture content of optimum or greater as determined by that same test.
Sandy silt and silty fine sand materials with a Plasticity Index less than 6 should not be used as fill material, these soils are very sensitive to minor changes in moisture content, have poor workability, and easily become saturated during rainfall.
Each lift of fill placed should be tested for moisture content and degree of compaction by a testing laboratory at a minimum frequency of one (1) test performed for every 3,000 square feet, and with a minimum of three (3) tests performed per lift of fill placed within the footprint of the dugouts pad. D&S would be pleased to provide these services in support of this project.
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The moisture content of the subgrade should be maintained up to the time of concrete placement. Depending on the speed of the earthwork layers, on hot or windy days, sprinkling with water atop the subgrade may be required, to maintain the compaction moisture content.
Water should not be allowed to pond on the prepared subgrade either during fill placement, or after reaching final subgrade elevation. To that end, the subgrade surfaces should be shaped to shed water to the edges of the respective pads.
Place a minimum 15-mil thick vapor barrier beneath all floor slabs (Stego or approved equivalent). All seams and penetrations through the barrier should be sealed in accordance with the manufacturer’s requirements
Additional Considerations
The following are considered to be best practices to minimize the potential for post-construction vertical movement.
The grade should slope away from the foundation to the maximum amount possible, preferably at a minimum of five (5) percent within the first 5 feet of the foundation’s perimeter.
Water should not be allowed to pond next to foundations. Rainfall roof runoff should be collected and conveyed to downspouts. Downspouts should be directed to discharge at least 5 feet away from the foundation.
OTHER CONSTRUCTION
Utility and Service Lines
Backfill for utility lines should consist of on-site material and should be placed in accordance with the following recommendations. The on-site fill soil should be placed in maximum 6-inch compacted lifts, compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D698 (Standard Proctor), and placed at a moisture content that is at least the optimum moisture content, as determined by that same test. We also recommend that the utility trenches be visually inspected during the excavation process to ensure that undesirable fill that was not detected by the test borings does not exist at the site. This office should be notified immediately if any such fill is detected.
Utility lines connected to the structure may experience differential movement in response to changing moisture conditions in expansive soil. These movements may result in damage to the lines, especially at connections. Flexible connections or oversized penetration sleeves are recommended to account for potential differential movement between the building and utilities.
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Utility excavations should be sloped so that water within excavations will flow to a low point away from the active construction where it can be removed before backfilling. Compaction of bedding material should not be water-jetted. Compacted backfill above the utilities should be on-site clays to limit the percolation of surface water.
Exterior Flatwork
Concrete flatwork should include high tensile steel reinforcement to reduce the formation and size of cracks. Flatwork should also include frequent and regularly spaced expansion/control joints and dowels to limit vertical offsets between neighboring flatwork slabs. Structure entrances should either be part of the structure or designed to tolerate vertical movement without inhibiting access. The moisture content of the subgrade should be maintained up to the time of concrete placement. If subgrade soils are allowed to dry below the levels recommended herein, additional moisture conditioning of the soils may be required. These recommendations are intended to reduce possible distress to exterior flatwork but will not prevent movement and/or vertical offsets between slabs.
The concrete flatwork should have adequately-spaced contraction joints to control shrinkage cracking. Past experience indicates that reinforced concrete flatwork with sealed contraction joints on a 5 to 10-foot spacing, cut to a depth of one-quarter to one-third of the pavement thickness, have generally exhibited less uncontrolled post-construction cracking than pavements with wider spacing. The contraction joint pattern should divide the pavement into panels that are approximately square where the panel length should not exceed 25 percent more than the panel width. Saw cut, post placement formed contraction joints should be saw cut as soon as the concrete can support the saw cutting equipment and personnel and before shrinkage cracks appear, on the order of 4 to 6 hours after concrete placement. Rubberized asphalt, silicone or other suitable flexible sealant could be used to seal the joints. Isolation joints should be used wherever the pavement will abut a structural element subject to a different magnitude of movement, e.g., light poles, retaining walls, existing pavement, stairways, entryway piers, building walls, or manholes.
Surface Drainage
Proper drainage is critical to the performance and condition of building foundations and flatwork. Positive surface drainage should be provided that directs surface water away from these elements. Where possible, we recommend that exterior grades slope away from foundations at the rate of five (5) percent in the first five (5) feet away. The slopes should direct water away from the structure, and these grades should be maintained throughout construction and the life of the structure.
The potential for moisture-induced structure distress can be positively addressed by constructing continuous exterior flatwork that extends to the building line. Where this occurs, the joints created at the interface of the flatwork and building line should be
D&S ENGINEERING LABS, LLC North Lake College Baseball Dugouts Irving, Texas
G18-2151
13
sealed with a flexible joint sealer to prevent the infiltration of water. Open cracks that may develop in the flatwork should also be sealed. The joint and any cracks that develop should be resealed as they become apparent and should be part of a periodic inspection and maintenance program.
However, we understand that sidewalks are not always practical or desired around the full perimeters of some facilities. Where landscaping will be present adjacent to building perimeters, diligent post-construction maintenance should be employed to prevent excessive wetting or drying of those adjacent soils.
Landscaping
Landscaping against and around the exterior of the structure can adversely affect subgrade moisture resulting in localized differential movements if not properly maintained. If used, landscaping should be kept as far away from the foundation as possible, and positive drainage away from the structure should be designed, constructed, and maintained. Landscaping elements (such as edging) should not prohibit or slow the drainage of water that could result in water ponding next to foundations or edges of flatwork. When feasible, irrigation lines and heads should not be placed in close proximity to the foundation to prevent the collection of water near the foundation or flatwork, particularly in the event of leaking lines or sprinkler heads.
Site Grading
Expansive clay cut and fill slopes should be gentle and preferably should not exceed 4 horizontal to 1 vertical (4H: 1V).
Excess water ponding on and beside roadways, sidewalks, and ground-supported slabs can cause unacceptable heave of these structures. To reduce this potential heave, good surface drainage should be established. In addition, final grades in the vicinity of structures, pavements, and flatwork should provide for positive drainage away from these elements.
SEISMIC CONSIDERATION
Based on the data developed, and considering the geologic conditions present, we recommend that IBC Soil Site Class “C” be used at this site. The acceleration values below were interpolated from published U.S. Geological Survey National Seismic Hazard Maps.
D&S ENGINEERING LABS, LLC North Lake College Baseball Dugouts Irving, Texas
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Table 3. Seismic Design Parameters
Design Parameters Values
Site Class C
Spectral Acceleration for 0.2 sec Period, Ss (g) 0.096
Spectral Acceleration for 1.0 sec Period, S1 (g) 0.052
Site Coefficient for 0.2 sec Period, Fa 1.2
Site Coefficient for 1.0 sec Period, Fv 1.7
LIMITATIONS
The professional geotechnical engineering services performed for this project, the findings obtained, and the recommendations prepared were accomplished in accordance with currently accepted geotechnical engineering principles and practices.
Variations in the subsurface conditions are noted at the specific boring locations for this study. As such, all users of this report should be aware that differences in depths and thicknesses of strata encountered can vary between the boring locations. Statements in the report regarding subsurface conditions across the site are extrapolated from the data obtained at the specific boring locations. The number and spacing of the exploration borings were chosen to obtain geotechnical information for the design and construction of lightly-loaded athletic structure foundations. If there are any conditions differing significantly from those described herein, D&S should be notified to re-evaluate the recommendations contained in this report.
Recommendations contained herein are not considered applicable for an indefinite period of time. Our office must be contacted to re-evaluate the contents of this report if construction does not begin within a one-year period after completion of this report.
The scope of services provided herein does not include an environmental assessment of the site or investigation for the presence or absence of hazardous materials in the soil, surface water, or groundwater.
All contractors referring to this geotechnical report should draw their own conclusions regarding excavations, construction, etc. for bidding purposes. D&S is not responsible for conclusions, opinions or recommendations made by others based on these data. The report is intended to guide the preparation of project specifications and should not be used as a substitute for the project specifications.
Recommendations provided in this report are based on our understanding of the information provided by the Client to us regarding the scope of work for this project. If the Client notes any differences, our office should be contacted immediately since this may materially alter the recommendations.
APPENDIX A - BORING LOGS AND SUPPORTING DATA
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
IRVING TEXAS
SHEET NO.
DATE DRILLED
G1November 14, 2018
PLAN OF BORINGS
NORTH LAKE COLLEGE BASEBALL DUGOUT
B1
B2
KEY TO SYMBOLS AND TERMS
CONSISTENCY: FINE GRAINED SOILS
CONDITION OF SOILS
SECONDARY COMPONENTS
WEATHERING OF ROCK MASS
TCP (#blows/ft)
< 88 - 20
20 - 6060 - 100
> 100
Relative Density (%)
0 - 1515 - 35
35 - 6565 - 85
85 - 100
SPT (# blows/ft)
0 - 23 - 4
5 - 89 - 15
16 - 30
> 30
UCS (tsf)
< 0.250.25 - 0.5
0.5 - 1.01.0 - 2.0
2.0 - 4.0
> 4.0
CONSISTENCY OF SOILSLITHOLOGIC SYMBOLS
CONDITION: COARSE GRAINED SOILS
QUANTITY DESCRIPTORS
RELATIVE HARDNESS OF ROCK MASS
SPT (# blows/ft)
0 - 45 - 10
11 - 3031 - 50
> 50
DescriptionNo visible sign of weatheringPenetrative weathering on open discontinuity surfaces,but only slight weathering of rock materialWeathering extends throughout rock mass, but the rockmaterial is not friableWeathering extends throughout rock mass, and the rockmaterial is partly friableRock is wholly decomposed and in a friable condition butthe rock texture and structure are preservedA soil material with the original texture, structure, andmineralogy of the rock completely destroyed
DesignationFreshSlightly weathered
Moderately weathered
Highly weathered
Completely weathered
Residual Soil
DescriptionCan be carved with a knife. Can be excavated readily withpoint of pick. Pieces 1" or more in thickness can be brokenby finger pressure. Readily scratched with fingernail.Can be gouged or grooved readily with knife or pick point.Can be excavated in chips to pieces several inches in sizeby moderate blows with the pick point. Small, thin piecescan be broken by finger pressure.Can be grooved or gouged 1/4" deep by firm pressure onknife or pick point. Can be excavated in small chips topieces about 1" maximum size by hard blows with the pointof a pick.Can be scratched with knife or pick. Gouges or grooves 1/4"deep can be excavated by hard blow of the point of a pick.Hand specimens can be detached by a moderate blow.Can be scratched with knife or pick only with difficulty.Hard blow of hammer required to detach a hand specimen.Cannot be scratched with knife or sharp pick. Breaking of handspecimens requires several hard blows from a hammer or pick.
TraceFewLittleSomeWith
DesignationVery Soft
Soft
Medium Hard
Moderately Hard
Hard
Very Hard
< 5% of sample5% to 10%10% to 25%25% to 35%> 35%
Condition
Very LooseLoose
Medium DenseDense
Very Dense
Consistency
Very SoftSoft
Medium StiffStiff
Very Stiff
HardAR
TIF
ICIA
L
Asphalt
Aggregate Base
Concrete
Fill
SO
ILR
OC
K
Limestone
Mudstone
Shale
Sandstone
Weathered Limestone
Weathered Shale
Weathered Sandstone
CH: High Plasticity Clay
CL: Low Plasticity Clay
GP: Poorly-graded Gravel
GW: Well-graded Gravel
SC: Clayey Sand
SP: Poorly-graded Sand
SW: Well-graded Sand
6.062 29 33
1.0
4.5+
4.5+ 460.5 ft 460.0 ft
441.4 ft
102.3
115.5
119.3
20.3
26.6
32.0
22.8
20.1
19.4
16.7
16.0
1.5 ft 2.0 ft
20.6 ft
FAT CLAY (CH); medium stiff to stiff;brown, olive brown; trace calcareousnodulesSHALE; moderately to highlyweathered; soft; brown, graySHALE; fresh; soft to medium hard;gray, dark gray
SWELL TEST RESULTSCLIENT: LCA Environmental, IncPROJECT: North Lake College Baseball Dugouts
PROJECT NUMBER: G18-2151 LOCATION: Irving, Texas
APPENDIX B - GENERAL DESCRIPTION OF PROCEDURES
D&S ENGINEERING LABS, LLC North Lake College Baseball Dugouts Irving, Texas
G18-2151
ANALYTICAL METHODS TO PREDICT MOVEMENT
INDEX PROPERTY AND CLASSIFICATION TESTS
Index property and classification testing is perhaps the most basic, yet fundamental tool available for predicting potential movements of clay soils. Index property testing typically consists of moisture content, Atterberg Limits, and Grain-size distribution determinations. From these results, a general assessment of a soil’s propensity for volume change with changes in soil moisture content can be made.
Moisture Content
By studying the moisture content of the soils at varying depths and comparing them with the results of Atterberg Limits, one can estimate a rough order of magnitude of potential soil movement at various moisture contents, as well as movements with moisture changes. These tests are typically performed in accordance with ASTM D2216.
Atterberg Limits
Atterberg limits determine the liquid limit (LL), plastic limit (PL), and plasticity index (PI) of a soil. The liquid limit is the moisture content at which a soil begins to behave as a viscous fluid. The plastic limit is the moisture content at which a soil becomes workable like putty, and at which a clay soil begins to crumble when rolled into a thin thread (1/8” diameter). The PI is the numerical difference between the moisture constants at the liquid limit and the plastic limit. This test is typically performed in accordance with ASTM D4318.
Clay mineralogy and the particle size influence the Atterberg Limits values, with certain minerals (e.g., montmorillonite) and smaller particle sizes having higher PI values, and therefore higher movement potential.
A soil with a PI below about 15 to 18 is considered to be generally stable and should not experience significant movement with changes in moisture content. Soils with a PI above about 30 to 35 are considered to be highly active and may exhibit considerable movement with changes in moisture content.
Fat clays with very high liquid limits weakly cemented sandy clays, or silty clays are examples of soils in which it can be difficult to predict movement from index property testing alone.
Grain-size Distribution
The simplest grain-size distribution test involves washing a soil specimen over the No. 200 mesh sieve with an opening size of 0.075 mm (ASTM D1140). This particle size has been defined by the engineering community as the demarcation between coarse-grained and fine-grained soils. Particles smaller than this size can be further distinguished between silt-size and clay-size particles by use of a Hydrometer test (ASTM D422). A more complete grain-size distribution test that uses sieves to the relative number of particles according is the Sieve Gradation Analysis of Soils (ASTM D6913). Once the characteristics of the soil are determined through classification testing, a number of movement prediction techniques are available to predict the potential movement of the soils. Some of these are discussed in general below.
D&S ENGINEERING LABS, LLC North Lake College Baseball Dugouts Irving, Texas
G18-2151
POTENTIAL VERTICAL MOVEMENT
A general index for movement is known as the Potential Vertical Rise (PVR). The actual term PVR refers to the TxDOT Method 124-E mentioned above. For the purpose of this report the term Potential Vertical Movement (PVM) will be used since PVM estimates are derived using multiple analytical techniques, not just TxDOT methods. It should be noted that slabs and foundations constructed on clay or clayey soils may have at least some risk of potential vertical movement due to changes in soil moisture contents. To eliminate that risk, slabs and foundation elements may be designed as structural elements physically separated by some distance from the subgrade soils (usually 4 to 12 inches).
In some cases, a floor slab with movements as little as 1/4 of an inch may result in damage to interior walls, such as cracking in sheet rock or masonry walls, or separation of floor tiles. However, these cracks are often minor and most people consider them 'liveable'. In other cases, movement of one inch may cause significant damage, inconvenience, or even create a hazard (trip hazard or others). Vertical movement of clay soils under slab on grade foundations due to soil moisture changes can result from a variety causes, including poor site grading and drainage, improperly prepared subgrade, trees and large shrubbery located too close to structures, utility leaks or breaks, poor subgrade maintenance such as inadequate or excessive irrigation, or other causes. The potential for post-construction vertical movement can be minimized through adequate design, proper construction, and adherence to the recommendations contained herein for post-construction maintenance. POTENTIAL VERTICAL MOVEMENT (PVM)
PVM is generally considered to be a measurement of the change in height of a foundation from the elevation it was originally placed. Experience and generally accepted practice suggests that if the PVM of a site is less than one inch, the associated differential movement will be minor and acceptable to most people.
D&S ENGINEERING LABS, LLC North Lake College Baseball Dugouts Irving, Texas
G18-2151
EDGE AND CENTER LIFT MOVEMENT (ym)
The Post-Tensioning Institute (PTI) has developed a parameter of movement defined as the differential movement (ym) estimated using the change in soil surface elevation in two locations separated by a distance em within which the differential movement will occur; em being measured from the exterior of a building to some distance toward the interior. The minimum movements given in the PTI are for climatic conditions only. All calculations for this report are based on a modified PTI procedure incorporating our judgment as deemed prudent for the specific site conditions encountered and the engineering recommendations contained herein.
“Center lift” occurs when the center, or some portion of the center of the building, is higher than the exterior. This can occur when the soil around the exterior shrinks, or the soil under the center of the building swells, or a combination of both occurs.
“Edge lift” occurs when the edge, or some portion of the exterior of the building, is higher than the center. This can occur when the soil around the exterior swells. It is not uncommon to have both the center lift and the edge lift phenomena occurring on the same building, in different areas.
D&S ENGINEERING LABS, LLC North Lake College Baseball Dugouts Irving, Texas
G18-2151
SPECIAL COMMENTARY ON CONCRETE AND EARTHWORK
RESTRAINT TO SHRINKAGE CRACKS
One of the characteristics of concrete is that during the curing process shrinkage occurs and if there are any restraints to prevent the concrete from shrinking, cracks can form. In a typical slab on grade or structurally suspended foundation, there will be cracks due to interior beams and piers that restrict shrinkage. Similar restraint can occur when pavements are cast directly against rigid bedrock materials. This restriction is called Restraint to Shrinkage (RTS). These RTS cracks do not normally adversely affect the overall performance of foundations or pavements. It should be noted that for exposed floors, especially those that will be painted, stained or stamped, these cracks may be aesthetically unacceptable. Any tile which is applied directly to concrete or over a mortar bed over concrete has a high probability of minor cracks occurring in the tile due to RTS. It is recommended if the tile is used to install expansion joints in appropriate locations to minimize these cracks.
UTILITY TRENCH EXCAVATION
Trench excavation for utilities should be sloped or braced in the interest of safety. Attention is drawn to OSHA Safety and Health Standards (29 CFR 1926/1910), Subpart P, regarding trench excavations greater than 5 feet in depth.
FIELD SUPERVISION AND DENSITY TESTING
Field density and moisture content determinations should be made on each lift of fill with a minimum of one (1) test performed per lift in the building pad area for every 7,500 square feet, one (1) test per lift per 3,000 square feet in other fill areas, one test per lift in parking areas for every 10,000 square feet, one (1) test lift per 300 linear feet of roadways and drives, and one (1) test lift per 100 linear feet of utility trench backfill. Supervision by the field technician and the project engineer is required. Some adjustments in the test frequencies may be required based upon the general fill types and soil conditions at the time of fill placement.
It is recommended that all site and subgrade preparation, proof rolling, and pavement construction be monitored by a qualified engineering firm. Density tests should be performed to verify proper compaction and moisture content of any earthwork. The inspection should be performed prior to and during concrete placement operations. D&S would be pleased to perform these services in support of this project.
14805 Trinity Boulevard, Fort Worth, Texas 76155
Geotechnical 817.529.8464 Corporate 940.735.3733
www.dsenglabs.com
Texas Engineering Firm Registration # F‐12796
Oklahoma Engineering Firm Certificate of Authorization CA 7181
1. ALL ELECTRICAL REMOVALS AND CONNECTIONS TO BE AT THE DIRECTION OFTHE COLLEGE.
2. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATIONOF ALL EXISTING UTILITIES WITH THE COLLEGE, AND THE VARIOUS UTILITYCOMPANIES. ANY UTILITIES WHICH ARE DAMAGED BY THE CONTRACTORSHALL BE PROMPTLY REPAIRED AT NO ADDITIONAL EXPENSE TO THEOWNER. SHOULD ANY MODIFICATIONS BE REQUIRED, CONTACT THE OWNERIMMEDIATELY, PRIOR TO MAKING THE CHANGE. CALL 811 TO MARK ANDLOCATE UTILITIES.
3. THE CONTRACTOR SHALL COORDINATE THE LIMITS OF REMOVAL WORK WITHTHE OWNER.
4. ALL REMOVAL ITEM DEBRIS (UNLESS OTHERWISE NOTED) BECOMES THEPROPERTY OF THE CONTRACTOR AND MUST BE REMOVED FROM THE SITE.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REMOVING THE EXISTINGPAVING, FENCING, LANDSCAPING AND SAW CUTTING AND REMOVAL OFEXISTING CURBS AND PAVING AS REQUIRED.
6. QUANTITIES ARE APPROXIMATE AND PROVIDED ONLY FOR REFERENCE. THECONTRACTOR IS RESPONSIBLE FOR DETERMINING ALL FINAL QUANTITIES ASREQUIRED TO COMPLETE THE PROJECT AS PER THE PLANS ANDSPECIFICATIONS.
7. CONTRACTOR SHALL PROTECT REMAINING EXISTING TREES NOT SHOWNFOR REMOVAL.
8. CONTRACTOR WILL BE RESPONSIBLE FOR ANY UNDERGROUND UTILITYDEMOLITION AND MISCELLANEOUS SAW CUTTING AND TIE-INS AT EXISTINGPAVING AND UTILITIES.
REMOVAL NOTES
EXISTING UNDERGROUNDUTILITIES. CONTRACTOR TO
VERIFY EXACT LOCATIONPRIOR TO ANY TRENCHING
OR EXCAVATION.
CAUTION
Know what's below.before you dig.Call
R
(2) ELECTRIC BOX TO REMAIN
IRRIGATION CONTROL VALVE(REFER TO IRRIGATION PLAN)
EXISTING SIDEWALKTO REMAIN
EXISTING SIDEWALK TO REMAIN
EXISTING SIDEWALKTO REMAIN
EXISTING CONCRETETO BE REMOVED
± 3,975 SF
EXISTING FENCE TO REMAIN
3.5' NET TO BE REMOVED,± 50 LF
EXISTING IRRIGATION CONTROLLER(REFER TO IRRIGATION PLAN)
(3) IRRIGATION CONTROL VALVE (REFER TO IRRIGATION PLAN)WM TO REMAIN
(3) 3" METAL POST TO BE REMOVED
(2) IRRIGATION CONTROL VALVE(REFER TO IRRIGATION PLAN)
(2) WM TO REMAIN
WM TO REMAIN
(4) IRRIGATION CONTROL VALVE(REFER TO IRRIGATION PLAN)
8' CHAINLINK TO REMAIN
FOULPOLE TO REMAIN
8' CHAINLINK TO REMAIN
16' CHAINLINK TO REMAIN
8'/16' CHAINLINK TO REMAIN
8' CHAINLINK TO REMAIN
SCOREBOARD TO REMAIN
TRAFFIC SIGNAL BOX TO REMAIN
SIDEWALK TO REMAIN
GUTTER TO REMAIN
LIGHT POLE TO REMAIN
TRAFFIC SIGN TO REMAIN
FOULPOLE TO REMAIN
GUTTER TO REMAIN
EXISTING SIDEWALK TO REMAIN
EXISTING SIDEWALK TO REMAIN
IRRIGATION CONTROL VALVE(REFER TO IRRIGATION PLAN)
WM TO REMAIN
3.5' NET TO BE REMOVED,± 50 LF(3) 3" METAL POST TO BE REMOVED
EXISTING DUGOUT TO BE REMOVED± 368 SF
(2) IRRIGATION CONTROL VALVE(REFER TO IRRIGATION PLAN)
WM TO REMAINEXISTING IRRIGATIONCONTROLLER TO BE RELOCATED,REF. IRRIGATION PLANS
EDGE OF CONCRETETO BE REMOVED
EDGE OF CONCRETETO REMAINFENCE TO REMAIN
HOMEPLATETO REMAIN
MOUND TO REMAINIRRIGATION CONTROL VALVE(REFER TO IRRIGATION PLAN)
LEGENDEXISTING CONTOUR LINE
TEMPORARY CONSTRUCTION FENCE
465
EXISTING FEATURES TOBE REMOVED
MATCHLINE SHEET 2.1
TEMPORARY CONSTRUCTION FENCE (TYP.)REFER TO DETAIL B, SHEET 5.1
TEMPORARY CONSTRUCTION FENCE (TYP.)REFER TO DETAIL B, SHEET 5.1
LIMITS OF DISTURBANCE ATTEMPORARY CONSTRUCTION FENCE
LIMITS OF DISTURBANCE ATTEMPORARY CONSTRUCTION FENCE
SAWED CONTROL JOINTREFER TO DETAIL 3 OF SHT. L-5.0
REFER TO DETAIL 4 OF SHT. L-5.0DOWELED EXPANSION JOINT
LEGEND
SOD (TYP.)
EXISTING COURTS TO BE RESURFACED
EXISTING COURTS TO HAVE CRACKSFILLED & SEALED
ARTIFICIAL TURF (TYP.)
ALL QUANTITIES ARE APPROXIMATE, CONTRACTOR ISRESPONSIBLE FOR VERIFYING ALL QUANTITIES AND PROVIDINGSUFFICIENT MATERIALS TO ACHIEVE THE DESIGN LAYOUT FORALL ELEMENTS AS SHOWN.
3.
EXPANSION JOINTS AND SAWCUTS SHALL BE CONTINUOUSTHROUGH ADJACENT CURBS. (TYP.)
2.
PROVIDE DOWELED EXPANSION JOINTS WITH SEALER ATINTERVAL SHOWN ON PLAN.
NOTES:1.
KIMLEY-HORN WILL PROVIDE AN AUTOCAD FILE OF THIS PLAN TO THECONTRACTOR'S SURVEYOR TO USE FOR LAYOUT, VIA TOTAL STATION.
TOTAL STATION LAYOUT
EXISTING TOPOGRAPHIC INFORMATION PROVIDED BY GARCIALAND DATA, INC. DURING THE MONTH OF JULY 2018, BASED ONBENCHMARKS:
BENCHMARK DESCRIPTIONS:
BENCHMARK - (PROVIDED BY OTHERS)
POINT 4000NORTHING 7003787.500EASTING 2438511.395ELEVATION 500.76DESCRIPTION: FOUND X CUT ON TOP OF Y-INLET APPROXIMATELY1670 FEET SOUTH OF THE CENTERLINE INTERSECTION OFBRANGUS DRIVE AND WALNUT HILL LANE, APPROXIMATELY 200FEET EAST OF WALNUT HILL LANE EASTERLY CURB LINE, INPARKING LOT MEDIAN.
POINT 50005NORTHING 7004850.669EASTING 2440215.344ELEVATION 460.60DESCRIPTION: SET X CUT ON THE SOUTH EDGE OF CONCRETESIDEWALK NORTH OF THE TWO WESTERNMOST EXISTING TENNISCOURTS, APPROXIMATELY 22 FEET EAST OF THE CENTERLINE OFTHE GATE FOR SAID COURTS.
POINT 50006NORTHING 7005049.290EASTING 2440483.094ELEVATION 458.350DESCRIPTION: SET X ON CORNER CONCRETE SIDEWALK ALONGNORTH LINE OF PARKING LOT AND AT BALLFIELD ENTRANCESIDEWALK NEAR THE SOUTHWEST CORNER OF EXISTINGBALLFIELD.
CONTRACTOR TOSOD TO LIMITS OF
DISURBANCE
CONTRACTOR TOSOD TO LIMITS OF
DISURBANCE
CONTRACTOR TOSOD TO LIMITS OF
DISURBANCE
CONTRACTOR TOSOD TO LIMITS OF
DISURBANCE
CONTRACTOR TO SOD TOLIMITS OF DISURBANCE
COURT #1:EXISTING COURTS TOHAVE CRACKS FILLED
AND SEALED± 4,000 SF
MATCHLINE SHEET 3.0
COURT#2-7:EXISTING COURTS TO BE RESURFACED± 45,189 SF
*NOTE:1. CONTRACTOR TO PROVIDE CUT SHEET OR SAMPLE OF TENNIS COURT SEALANT
MATERIAL PRIOR TO INSTALLATION FOR FINAL APPROVAL BY LANDSCAPEARCHITECT AND COLLEGE.
2. CONTRACTOR TO PROVIDE CUT SHEET OR SAMPLE OF TENNIS COURTRESURFACING MATERIAL PRIOR TO INSTALLATION FOR FINAL APPROVAL BYLANDSCAPE ARCHITECT AND COLLEGE.
3. ALTERNATE #3 - PROVIDE DEDUCTIVE COST FOR COURT RESURFACING FOR COURT#2-7.
4. ALL COURTS SHALL BE CLEANED AND STRIPED OF UNBONDED MATERIAL ANDRESURFACED AS NOTED BELOW.
5. COURT #1 SHALL RECEIVE THE FOLLOWING RESURFACE TREATMENT.
A. ALL CRACKS FILLED WITH CRS RAPID CURE URETHANE HYBRID EPOXY FILLERBY ADHESIVE TECHNOLOGY, CORP, OR APPROVED EQUAL.
B. RESURFACED WITH ACRYLIC RESURFACER, BY PLEXIPAVE, OR APPROVEDEQUAL. FILL GAPS IN COURT SURFACE AS NEEDED TO PROVIDE CONSISTENTTHICKNESS ACROSS THE ENTIRE COURT AREA.
C. FINISHED WITH FORTIFIED PLEXIPAVE EXTERIOR ACRYLIC SURFACER ANDHI-HIDE PLEXICOLOR LINE PAINT BY PLEXIPAVE, OR APPROVED EQUAL. COLORS TO BE SELECTED BY OWNER.
6. COURT #2 THROUGH #7 TO RECEIVE THE FOLLOWING RESURFACE TREATMENT.
A. APPLY ASPHALT COURT PATCH BINDER, BY PLEXIPAVE OR APPROVED EQUAL.FILL GAPS IN COURT SURFACE AS NEEDED TO PROVIDE CONSISTENT THICKNESS ACROSS THE ENTIRE COURT AREA.
B. FINISHED WITH FORTIFIED PLEXIPAVE EXTERIOR ACRYLIC SURFACER ANDHI-HIDE PLEXICOLOR LINE PAINT BY PLEXIPAVE, OR APPROVED EQUAL. COLORS TO BE SELECTED BY OWNER.
INSPECTIONS SHALL BE MADE WEEKLY AND AFTER RAIN STORM EVENTS TO ENSURE THAT THEFACILITY IS FUNCTIONING PROPERLY. AGGREGATE PAD SHALL BE WASHED DOWN OR REPLACEDWHEN SEDIMENT OR MUD HAS CLOGGED THE VOID SPACES BETWEEN THE SONES OR MUD IS BEINGTRACKED ONTO THE PUBLIC ROADWAY. RUNOFF FROM WASH DOWN OPERATION SHALL BE FILTEREDTHROUGH ANOTHER B.M.P. PRIOR TO DRAINING OFF-SITE.
FILTER SOCK:
INSPECTIONS SHALL BE MADE WEEKLY AND AFTER RAIN STORM EVENTS. SEDIMENT SHALL BEREMOVED FROM BEHIND THE SOCK WHEN THE DEPTH OF SEDIMENT HAS BUILT UP TO ONE-THIRD THEHEIGHT OF THE SOCK ABOVE GRADE. SOCK SHALL BE INSPECTED FOR GAPS AT BASE. INSPECT SOCKAND REPLACE IF REQUIRED.
1. EROSION CONTROL DEVICES AS SHOWN ON THE EROSION CONTROL PLAN FOR THE PROJECTSHALL BE INSTALLED PRIOR TO THE START OF LAND DISTURBING ACTIVITIES ON THE PROJECT.
2. ALL EROSION CONTROL DEVICES ARE TO BE INSTALLED IN ACCORDANCE WITH THE APPROVEDPLANS AND SPECIFICATIONS FOR THE PROJECT. CHANGES ARE TO BE APPROVED BEFORECONSTRUCTION BY THE DESIGN ENGINEER AND THE CITY OF FORT WORTH ENGINEERINGDIVISION.
3. IF THE EROSION CONTROL PLAN AS APPROVED CANNOT CONTROL EROSION AND OFF-SITESEDIMENTATION FROM THE PROJECT THE EROSION CONTROL PLAN WILL BE REQUIRED TO BEREVISED AND/OR ADDITIONAL EROSION CONTROL DEVICES WILL BE REQUIRED ON SITE.
4. IF OFF-SITE BORROW OR SPOILS SITES ARE USED IN CONJUNCTION WITH THIS PROJECT, THISINFORMATION SHALL BE DISCLOSED AND SHOWN ON THE EROSION CONTROL PLAN. OFF-SITEBORROW AND SPOILS AREAS ARE CONSIDERED PART OF EROSION CONTROL REQUIREMENTS.THESE AREAS SHALL BE STABILIZED WITH GROUND COVER PRIOR TO FINAL APPROVAL OF THEPROJECT.
5. INSPECTIONS SHALL BE MADE WEEKLY AND AFTER RAIN STORM EVENTS TO INSURE THAT THEDEVICES ARE FUNCTIONING PROPERLY. WHEN SEDIMENT OR MUD HAS CLOGGED THE VOIDSPACES BETWEEN STONES OR MUD IS BEING TRACKED ONTO A PUBLIC ROADWAY THEAGGREGATE PAD MUST BE WASHED DOWN OR REPLACED. RUNOFF FROM THE WASH DOWNOPERATION HALL SHALL NOT BE ALLOWED TO DRAIN DIRECTLY OFF SITE WITHOUT FIRSTFLOWING THROUGH ANOTHER MBP TO CONTROL OFF SITE SEDIMENTATION. PERIODICRE-GRADING OR THE ADDITION OF NEW STONE MAY BE REQUIRED TO MAINTAIN THE EFFICIENCYOF THE INSTALLATION.
6. CONTRACTOR SHALL HAVE A COPY THE SWPPP ON SITE AT ALL TIMES.
7. CONTRACTOR SHALL BE RESPONSIBLE FOR SUBMITTAL OF N.O.I., N.O.T. AND ANY ADDITIONALINFORMATION REQUIRED BY THE E.P.A. CONTRACTOR SHALL COMPLY WITH ALL E.P.A. STORMWATER POLLUTION PREVENTION REQUIREMENTS.
EXISTING UNDERGROUNDUTILITIES. CONTRACTOR TO
VERIFY EXACT LOCATIONPRIOR TO ANY TRENCHING
OR EXCAVATION.
CAUTION
Know what's below.before you dig.Call
R
FB
FILTER SOCK GENERAL NOTES
FLO
W
FLO
W FLO
W
2"X2" WOODEN STAKES
FILTER SOCK
PAVEMENT TO BE PROTECTED
PAVEMENT EDGE
LOCATED EVERY 10'STAKES TO EXTEND 12"MIN. INTO GROUND
EXCESS SOCK MATERIAL TOBE DRAWN IN AND TIED OFF
TO STAKE AT BOTH ENDS.
8'-0
"
8'-0
"
EXIST.FENCE
10'-0" MIN. PROPOSED CHAIN LINK FENCE FABRIC ISTO BE 11 GAUGE HOT DIPPED ZINC COATED(GALVANIZED) IRON OR STEEL 6'-0" HIGHW/2 1/2" SQUARE DIAMOND. USE 8'-0" x 15/8" DIA. O.D. GALVANIZED IRON POSTS.CORNER AND GATE POSTS WILL BE 8'-0" x 23/4" DIA. O.D. ALL NON-MOVABLE FENCEPOSTS TO BE SET IN A MIN. 2'-0" INGROUND OR SET IN 4" THICK CONCRETEPAD 2'-0" SQUARE OR 2'-6" ROUNDW/CORNER & GATE POSTS ADEQUATELYBRACED.
EXIST.GRADE
PROPOSED CONSTRUCTIONFENCE W/O SCREEN
EXISTING FENCE W/ SCREEN
PROVIDE FENCE WITH FOUR 10' MIN.WIDE ENTRY GATE AS REQUIRED.
NOTE:
FILTER BARRIER INSTALLATIONPLANA N.T.S.
1. ALL MATERIAL TO MEET MANUFACTURER SPECIFICATIONS.
2. FILTER SOCK TO BE FILTREXX INLET SOXX OR APPROVED EQUAL.
3. INSPECTION SHALL BE MADE EVERY TWO WEEKS AND AFTER EACH 1/2" RAINFALL. REPAIR OR REPLACEMENT SHALL BE MADEPROMPTLY AS NEEDED.
4. FILTER SOCK SHALL BE REMOVED WHEN THE SITE IS COMPLETELY STABILIZED SO AS NOT TO BLOCK OR IMPEDE STORMFLOW OR DRAINAGE.
5. ACCUMULATED SILT SHALL BE REMOVED WHEN IT REACHES A DEPTH OF HALF THE HEIGHT OF THE SOCK. THE SILT SHALL BEDISPOSED OF AT AN APPROVED SITE AND IN SUCH A MANNER AS TO NOT CONTRIBUTE TO ADDITIONAL SILTATION.
6. COMPOST MATERIAL TO BE DISPERSED ON SITE, AS DETERMINED BY CITY.
CONSTRUCTION FENCE (± 1,500 LF)ELEVATIONB N.T.S.
12" MIN. OVERLAP
MAX.4'-6'
FILTER FABRIC4"x4" WIRE MESH
CURB INLET
STRUCTURE
4"x4" WIRE MESH
INLET SECTION
CURB INLET
INLET PLAN VIEW
INLET PROTECTIONC N.T.S.
IP
EXTEND WIRE MESH AND FILTERFABRIC 12" (MIN.) BEYOND CURBOPENING ON BOTH ENDS
PLACE SAND BAGS FILLED WITH FILTERSTONE AT EACH END OF INLET ANDENOUGH IN BETWEEN TO PREVENTGAPS BETWEEN THE PAVEMENT ANDTHE FILTER FABRIC. LAY BAGSLONGITUDINALLY IN THE GUTTER ATTHE ENDS AND TRANSVERSE TOGUTTER IN BETWEEN.
2" GAP BETWEEN TOP OF FABRICAND TOP OF INLET OPENING SHALLEXTEND ACROSS THE FULL SPACEBETWEEN SANDBAGS.
FILTER FABRICCONNECT TO WIRE WITH
TIES OR CLIPS AS NEEDED
2" GAP BETWEEN TOP OF FABRICAND TOP OF INLET OPENING
NOTE:
VERTICAL PANEL BARRICADESTO BE PLACED WHEN LOCATEDON AN ACTIVE STREET.
STANDARD EROSION CONTROL GENERAL NOTES
B.M.P. MAINTENANCE SCHEDULE
EACH BASE TO BE WEIGHTED WITH 2 SANDOR GRAVEL FILLED BAGS (MIN. WEIGHT 50LBS. EACH) OR INSTALLED WITHEMBEDDED POST.
8"x 8"x 16" CMU BLOCK WALL.
WOOD BENCH (TYP.),BY OWNER.
BAT RACK, BY OWNER
HELMET RACK, BY OWNER.
BLACK VINYL COATED CHAIN LINK FENCEWITH 2" FOAM PADDING WITH 19 OZ VINYL
COVER FOR FENCE POSTS AND RAILSPADDING BY BASEBALLRACKS.NET.
COLOR TO BE SELECTED BY OWNER.
STANDING SEAM METALROOF (TYP.)COLOR TO
BE ROYAL BLUE.CONTRACTOR TO
PROVIDE MOCK-UP OFCOLOR PRIOR TO
INSTALLATION FOR FINALOWNER APPROVAL.
8" (T
YP.)
3'-6"
1'-6
"8'
-8"
37'-6" 8'-0"
1'-0
"1'
-6"
8'-0"
3'-0
"
1'-0
"2'
-4"
1'-2
"
16'-0" 5'-4"
9'-4
"
20'-0" 16'-0" 13'-4
"
8' x 8' STORAGE
WATER COOL SHELF, BY OWNER
66'-8"
2 7.0
FIELD SIDE
4" x 4" STEEL POST (TYP.)
3' WIDE WINDOW W/ WIRE MESH.CONTRACTOR TO SUBMIT SHOPDRAWING OF WINDOW PRIORTO INSTALLATION FOR FINALOWNER APPROVAL.
*NOTE:1. ALL CMU BLOCK TO BE PAINTED WITH SHERWINWILLIAMS WHITE BASE LAYER PAINT OR APPROVEDEQUAL. COLOR TO BE SELECTED BY OWNER.CONTRACTOR TO PROVIDE MOCK-UP OF PAINT PRIOR TOINSTALLATION.
8'-0" (TYP.) 8'-0
" (TY
P.)
16'-0"
OPEN WINDOW
8'-0" (TYP.)8'
-0"
9'-4"
8'x8' STORAGE
ROLL UP DOOR (TYP.),CONTRACTOR TO PROVIDE
CUT SHEET OF DOOR PRIORTO INSTALLATION FOR
OWNER APPROVAL.
10'-0
"
9'-4"9'-4" 5'-4" 5'-4"
12" W. X 6" D. CONCRETE MOW STRIP
POST AND RAILS TO BE 1.5" DIAMETER
4'-0" 4'-0" 4'-0" 4'-8" 4'-8"4'-0"
13'-4"
3'-0
"
7'-0
"
4'-0
"
BLACK VINYL COATED CHAIN LINKFENCE WITH 2" FOAM PADDINGWITH 19 OZ VINYL COVER FOR
FENCE POSTS AND RAILSPADDING BY BASEBALLRACKS.NET.
COLOR TO BE SELECTED BYOWNER.
STANDING SEAM METAL ROOF (TYP.)COLOR TO BE ROYAL BLUE.
CONTRACTOR TO PROVIDE MOCK-UPOF COLOR PRIOR TO INSTALLATION
FOR FINAL OWNER APPROVAL.
FIELD LEVEL
WOOD BENCH (TYP.), BY OWNER.
BAT RACK, BY OWNER.
HELMET RACK, BY OWNER.
4"x 8"x 16" CMU BLOCK WALL
4" x 4" STEEL POST (TYP.)
1'-6
"
10'-0
"
3'-0
"
10'-0"
12" W. X 6" D. CONCRETE MOW STRIP
POST AND RAILS TOBE 1.5" DIAMETER
8"x 8"x 16" CMU BLOCK WALL.
WOOD BENCH (TYP.),BY OWNER.BAT RACK, BY OWNER
HELMET RACK, BY OWNER.
STANDING SEAM METAL ROOF(TYP.)COLOR TO BE ROYAL BLUE.CONTRACTOR TO PROVIDE MOCK-UPOF COLOR PRIOR TO INSTALLATIONFOR FINAL OWNER APPROVAL.
8" (T
YP.)
3'-6"
1'-6
"8'
-8"
37'-6"8'-0"
1'-0
"1'
-6"
8'-0"
3'-0
"
1'-0
"2'
-4"
1'-2
"
9'-4
"
20'-0"16'-0"13'-4
"
8' x 8' STORAGE
WATER COOL SHELF, BY OWNER
66'-8"
4" x 4" STEEL POST (TYP.)
8'-0" (TYP.)8'-0
" (TY
P.) 8'-0" (TYP.)
8'-0
"
8'x8' STORAGE
ROLL UP DOOR (TYP.),CONTRACTOR TO PROVIDE CUT SHEETOF DOOR PRIOR TO INSTALLATION FOROWNER APPROVAL.
10'-0
"
BLACK VINYL COATED CHAIN LINK FENCEWITH 2" FOAM PADDING WITH 19 OZ VINYL
COVER FOR FENCE POSTS AND RAILSPADDING BY BASEBALLRACKS.NET.
COLOR TO BE SELECTED BY OWNER.
16'-0" 5'-4"
FIELD SIDE *NOTE:1. ALL CMU BLOCK TO BE PAINTED WITH SHERWIN
WILLIAMS WHITE BASE LAYER PAINT OR APPROVEDEQUAL. COLOR TO BE SELECTED BY OWNER. CONTRACTOR TO PROVIDE MOCK-UP OF PAINT PRIOR TO INSTALLATION.
16'-0" 9'-4"9'-4" 5'-4" 5'-4"
12" W. X 6" D. CONCRETE MOW STRIP
POST AND RAILS TO BE 1.5" DIAMETER
4'-0" 4'-0" 4'-0" 4'-8" 4'-8"4'-0"
12" W. X 6" D. CONCRETE MOW STRIP
BLACK VINYL COATED CHAIN LINK FENCE WITH 2" FOAM PADDINGWITH 19 OZ VINYL COVER FOR FENCE POSTS AND RAILSPADDING BY BASEBALLRACKS.NET.COLOR TO BE SELECTED BY OWNER.
