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/5-z/ Irerracon GeoReport OFFICE COPY Geotechnical Engineering Report Trade Group - Headquarters Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 Prepared for: CITY OF GRAPEVINE The Trade Group RELEASED FOR CONSTRUCTION Carrollton, Texas SHEET: OF: -I` RELEASE DOES NOT AUTHORIZE ANY WORK IN CONFLICT WITH THE BUILDING CODE OR ZONING ORDINANCE. Prepared by: CITY APPROVED PLANS TO BE KEPT ON Terracon Consultants, Inc. THE JOB SITE AT ALL TIMES Dallas, Texas DATE: 12 L2-5-l14 ._ BY: BUILDING INSPECTION DIV ION: RELEASE DOES NOT APPLY TO CONSTRUCTION IN EASEMENTS OR PUBLIC RIGHT-OF-WAY. ALL CHANGES MUST BE APPROVED (I .-347�-5 December 15, 2017 Irerracon GeoRepod The Trade Group 1434 Patton Place, Suite 190 Carrollton, Texas 75007 Attn: Mr. Chris Stone P: (214) 343 2000 Ext. 100 E: Re: Geotechnical Engineering Report Trade Group- Headquarters SWC of Genesis Way and Enchanted Way Grapevine, Tarrant County, Texas Terracon Project No. 94175265 Dear Mr. Stone: We have completed the Geotechnical Engineering services for the above referenced project.This study was performed in general accordance with Terracon Proposal No. P94175265 dated July 24, 2017 (Revised October 25, 2017). This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations and floor slabs for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. S L,E - H. •.M / 40 -� inh Le, Ph.D.. P.E. ���"' Saad M. Hineidi, P.E. Project Manager 12/28/17 Senior Principal Terracon Consultants, Inc. 8901 John W Carpenter Freeway Dallas, Texas 75247 Registration No. F-3272 P (214)-630-1010 F(214)-630-7070 Irerracan Geoft port REPORT TOPICS REPORTSUMMARY....................................................................................................... INTRODUCTION............................................................................................................. 1 SITECONDITIONS......................................................................................................... 1 PROJECT DESCRIPTION..............................................................................................2 GEOTECHNICAL CHARACTERIZATION......................................................................2 GEOTECHNICAL OVERVIEW ....................................................................................... 5 EARTHWORK.................................................................................................................6 DEEP FOUNDATIONS ................................................................................................... 9 SEISMIC CONSIDERATIONS...................................................................................... 12 PAVEMENTS................................................................................................................ 12 FLOORSYSTEM.......................................................................................................... 15 TRUCK DOCK RETAINING WALLS............................................................................ 18 GENERAL COMMENTS...............................................................................................21 Note:This report was originally delivered in a web-based format.Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at ATTACHMENTS EXPLORATION AND TESTING PROCEDURES EXPLORATION RESULTS (Boring Logs and Laboratory Data) SUPPORTING INFORMATION (General Notes) Responsive Resourceful Reliable Geotechnical Engineering Report 1rerracon Trade Group- Headquarters■ Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 GevReport REPORT SUMMARY A new Trade Group Headquarters is planned at the southwest comer of Genesis Way and Enchanted Way in Grapevine, Tarrant County, Texas. Sixteen borings were advanced to depths of 10 to 50 feet within the footprint of the planned structures and surface parking areas. Based on the information obtained from our subsurface exploration, the site can be developed for the proposed project. The following geotechnical considerations were identified: On-site soils free of debris appear suitable for use as general site fill. The proposed buildings can be supported on straight drilled shafts bearing in the gray shale encountered at depths of 22 to 38 feet below ground surface. Grade beams should be supported by the drilled shafts,and a void space should be provided between the grade beams and the underlying clay soils. If movements of about 1 inch cannot be tolerated, the floor slab should be structurally supported above the subgrade soils. If movements on the order of 1 inch are acceptable, the floor slabs can be placed on a modified subgrade. Based on the 2012/2015 International Building Code and ASCE/SEI 7-10, seismic site classification for this site is C. ■ Portland cement cconcrete pavement sections can be placed on lime-treated subgrade. This summary should be used in conjunction with the entire report for design purposes. it should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. Responsive Resourceful Reliable i Geotechnical Engineering Report Trade Group - Headquarters SWC of Genesis Way and Enchanted Way Grapevine, Tarrant County, Texas Terracon Project No. 94176266 December 15, 2017 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed Trade Group Headquarters to be located SWC of Genesis Way and Enchanted Way in Grapevine,Tarrant County, Texas. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: • Subsurface soil conditions ■ Floor slab design and construction ■ Groundwater conditions ■ Seismic site classification per IBC • Earthwork Pavement design and construction ■ Foundation design and construction Maps showing the site and boring locations are shown in section Site Location and Exploration Plans. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs in section Exploration Results of this report. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. --y- - Item escription The project is located at SWC of Genesis Way and Enchanted Way in Parcel Information Grapevine, Tarrant County, Texas. See Site Location and Exploration Plans Existing Improvements None Current Ground Cover Grass, trees and bare earth Existing Topography Relatively level Responsive Resourceful Reliable 1 Geotechnical Engineering Report lrerracon Trade Group- Headquarters a Grapevine, Tarrant County, Texas - ---� December 15, 2017. Terracon Project No. 94175265 GeoReport PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed in the project planning stage. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows: Item 7 7 Description 320,000 square feet Corporate Headquarters with office space, Proposed Structure manufacturing and general warehousing. Truck court and general parking lots Building Construction Metal and concrete Finished Floor Elevation f2 feet of existing grade accordint_to the provided grading plan ■ Columns 200 kips maximum Maximum Loads a Walls: 10 kips per linear foot maximum ■ Slabs: 150 ounds per square foot maximum Grading/Slopes Final slope angles of as steep as 4H:1V (Horizontal: Vertical) are .-expected. Pavements Concrete Pavements: Traffic will include automobiles and light trucks. Below Grade Structures None Free-Standing Retaining Truck dock at the south side of the building and retaining walls on the Walls eastern end of the property with heights ranging from 10 to 13 feet above existing grade GEOTECHNICAL CHARACTERIZATION Geology The site is situated on the outcrop of the Eagle Ford Formation of Cretaceous age. Residual clays of high plasticity are formed by the Eagle Ford Formation, and are present above the shale. These soils are noted for their ability to experience large volume changes with fluctuations in their moisture content. The Eagle Ford is a dark gray to gray shale with occasional seams and thin layers of limestone. Calcareous concretions, often exceeding 12 inches in diameter, are found throughout the Eagle Ford Formation, as well as occasional thin layers and nodules of pyrite and chert. The Eagle Ford is anticipated to be over 200 feet thick at this site. The Eagle Ford is not water bearing, but it serves as an aquatard when overlain by more recent alluvial and terrace deposits. Responsive Resourceful Reliable 2 Geotechnical Engineering Report lrerracon Trade Group- Headquarters Grapevine, Tarrant County, Texas �-- -� December 15, 2017 Terracon Project No. 94175265 GeoReport Subsurface Profile Six borings were drilled at the approximate locations shown in section Site Location and Exploration Plans.A description of the field procedures is presented in section Exploration and Testing Procedures. Logs of the borings are presented in section Exploration Results. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in situ, the transition between materials may be gradual. Laboratory tests were performed to assist with soil classification and to measure strength of the soil and soil swell potential. Laboratory testing procedures are presented in section Exploration and Testing Results of the laboratory tests are tabulated on the boring logs and section Exploration Resu Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Stratum Approximate Depth to Material Description Consistency/Density ttom of um(feet) 2 to 18 feet in Borings B-3, Fill: Sandy lean clay (CL)sandy fat 1 13-4, B-7, B-11, B-14 through clay (CH), Stiff to hard B-16 13 to 25 feet in Borings B-1, Fat clay(CH) sandy fat clay(CH), 2 B-2, B-4 through B-6, B-8 Stiff to hard through B-11, B-13 and B-14 sandy lean clay(CL), 22 to 30 feet in Borings B-1, B-2, B-4 through B-6, B-8 13- 3' 11;termination depths of 10 Shaley fat clay(CH) Stiff to hard to 25 feet in Borings B-12 through B-16. 4 Termination depth of 40 to Gray shale with sand seams - 50 feet 1. A layer of clayey sand with gravel was present in this stratum in Borings 13-3,B-4,B-14 and B-15 The overburden soil encountered in the borings consisted of fill materials, natural fat clays, sandy fat clays or lean clays underlain by gray shale. The soils have liquid limits ranging between 31 and 73 and plasticity indices ranging between 18 and 54. The approximate depths to top of the gray shale and elevations at each boring location are provided in the following table. Responsive Resourceful Reliable 3 Geotechnical Engineering Report lrerracon Trade Group- Headquarters Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 GeoReport Top of Gray Shale Boring No. Est.Surface Elevation(ft Elevations(ft.I& Depth(ft.) B-1 538 508 30 B-2 536 509 27 B-3 536 507.5 28.5 B-4 534 507 27 B-5 537 515 22 B-6 536 498 38 B-7 536 508 28 B-8 538 514 24 B-9 536 513 23 B-10 529 - Not encountered B-11 537 509 28 B-12 536 - Not encountered B-13 537 - Not encountered B-14 524 - Not encountered B-15 529 - Not encountered B-16 522 - Not encountered Not encountered ' Boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch Groundwater Conditions The boreholes were observed while drilling and after completion for the presence and level of groundwater.The water levels observed in the boreholes can be found on the boring logs in section Exploration Results, and are summarized below. Approximate Depth to Approximate Depth to Groundwater while Drilling Groundwater after Drilling (feet) (feet) B- 1 29 19 B-2 33 Not encountered B-3 23 17 B-4 23 26 B-5 Not encountered Not encountered B-6 44 47.5 B-7 23 Not encountered B-8 Not encountered Not encountered I Responsive* Resourceful a Reliable 4 Geotechnical Engineering Report lrerracan Trade Group- Headquarters■ Grapevine,Tarrant County, Texas -�--�-� December 15, 2017 w Terracon Project No. 94175265 GeoReport Approximate Depth to Approximate Depth to Boring Number Groundwater while Drilling Groundwater after Drilling (fe (feet) B-9 34 36 B-10 Not encountered Not encountered B-11 23 27 B-12 and 13 Not encountered Not encountered B-14 13 16 B-15 23 24 B-16 20 23 Below ground surface These groundwater observations provide an indication of the groundwater conditions present at the time of drilling. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, landscape irrigation and other factors not evident at the time the borings were performed. Therefore, groundwater can be encountered during construction or at other times in the life span of the structure. GEOTECHNICAL OVERVIEW The expansive soils present at this site can subject shallow foundations bearing in them to differential movements due to moisture fluctuations in the soils. The potential magnitude of moisture induced movements at this site is dependent on several factors including the thickness of active clay soils and moisture levels of in-situ soils. We estimate the potential magnitude of moisture induced potential vertical movement at this site to be about 4 to 5 inches at or near existing grades when the soils are in a dry moisture condition. The proposed structures can be supported on straight drilled shafts bearing in the gray shale stratum encountered at depths of 22 to 38 feet below the ground surface. If movements of about 1 inch cannot be tolerated,the floor slab should be structurally suspended. If movements on the order of 1 inch are acceptable, the floor slabs can be placed on grade provided the building pad is moisture conditioned and capped with 8 inches of flexible base as discussed in section FLOOR system. It should be noted that there is a risk that even % inch of movement can result in unsatisfactory performance. Some of the risks that can affect performance include uneven floors, floor and wall cracking, and sticking doors. Portland cement concrete pavement sections can be placed on lime-treated subgrade. Responsive Resourceful Reliable 5 Geotechnical Engineering Report lrerracon Trade Group- Headquarters a Grapevine, Tarrant County, Texas December 15, 2017 mi Terracon Project No. 94175265 GeoRepoff_ Geotechnical recommendations for earthwork, building foundations, floor slabs and pavements are presented in the following report sections. EARTHWORK Existing Fill Fill soils were encountered to depths of about 2 to 18 feet in some of the borings. The fill materials consisted of sandy fat clays and sandy lean clays. There is the possibility of deeper fills at this site and under-compacted zones of soil or debris within the fill materials. Under-compacted zones and debris could lead to unacceptable settlements. Complete removal of the fills and replacing them in a controlled manner is the only method of achieving uniform compaction beneath the proposed structures and pavements. Proof rolling can be considered in lieu of complete removal of the fill if the risk of some movement can be tolerated. Proof rolling is intended to represent a reasonable approach for construction of the floor slabs and pavement; however, it will not eliminate the risk of unexpected movements in some areas. Site Preparation The site should be stripped and grubbed to remove all vegetation and deleterious materials. The exposed subgrade should then be proof rolled. In cut areas, proof rolling should be performed after excavating to final grade. The proof rolling should be performed with a fully loaded, tandem- axle dump truck or other equipment providing an equivalent subgrade loading. A minimum gross weight of 20 tons is recommended for the proof rolling equipment.The proof rolling should consist of several overlapping passes in mutually perpendicular directions over a given area. Any soft or pumping areas should be excavated to firm ground. Excavated areas should be backfilled with properly placed and compacted fill as discussed in section ill Compaction Requirements. Fill Material Types Fill materials should meet the criteria given below. Nomenclature Technical Description Appropriate Use Free of vegetation, organic material, debris, General site grading On-site soils and rocks greater than 4 inches in maximum Pavement subgrades dimension Utility trench backfill I Responsive Resourceful Reliable 6 1 Geotechnical Engineering Report lrerracan Trade Group- Headquarters Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 GeoReport Nomenclature Technical Description Appropriate Use Clean clay soil(free of deleterious material and - Moisture conditioned soils Imported fill debris)with a liquid limit(LL) less than 60 and no rock greater than 4 inches in maximum dimension Sandy clay to clayey sand with a liquid limit Select fill (LL) less than 35 and a plasticity index (PI) between 6 and 15 - - — - ■ Retaining wall backfill Non plastic material with less than 3%passing Granular backfill no. 200 sieve and less than 30% passing no. 40 sieve. Maximum aggregate size of 2 inches TxDOT Item 247, Type A, B, or D, Grade 1 or protective cap beneath Flexible base 2. Recycled concrete meeting this gradation is floor slab acceptable. Fill Compaction Requirements Recommendations for compaction are presented in the following table. We recommend that all fill be observed and tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test must be reworked and retested as required until the specified moisture and compaction requirements are achieved. Item Structural Fill Subgrade preparation Surface scarified to a minimum depth of 6 inches and compacted to criteria to receive fill below. All fills; loose lift 9-inch or less. thickness General site fill A minimum of 95% maximum standard Proctor dry density(ASTM D 698)at a outside moisture conditioned zones minimum of 2 percentage points above optimum moisture content. 92%to 98%standard Proctor dry density(ASTM D 698)at a minimum of 4 Moisture conditioned percentage points above the soil's optimum moisture content. Swell tests should soil be performed at the start of the earthwork operations and the minimum moisture content that results in less than 1%swell confirmed. Select Fill/Flexible A minimum of 95% maximum standard Proctor dry density(ASTM D 698) in the base range of-2 to+2 percentage points of optimum moisture content. Backfill for exterior 92%to 98%standard Proctor dry density(ASTM D 698) at a minimum of 4 face of grade beams percentage points above the soil's optimum moisture content. Pavement subgrade' A minimum of 95% maximum standard Proctor dry density(ASTM D 698) in the range of 0 to+3 percentage points of optimum moisture content. Responsive Resourceful Reliable 7 Geotechnical Engineering Report 1rerracon Trade Group- Headquarters : Grapevine,Tarrant County, Texas - -- December 15, 2017 ■ Terracon Project No. 94175265 GeoReport Item1 Structural Fill 1. The compaction criteria in fire lanes and roadways must meet the requirements, if any, as prescribed by the local governing authority. Utility Trench Backfill Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the building. We recommend constructing an effective clay or flowable fill "trench plug" that extends at least 2 feet out from the face of the building exterior. The clay fill/flowable fill should be placed to completely surround the utility line and it should fill the utility trench completely in width and height, with the exception of topsoil at the surface. If clay plug is used, it should be fat clay with a minimum PI of 30 and should be compacted in accordance with recommendations in section Fill Compaction Requirements. If flowable fill is used, it should be in accordance with TxDOT Item 401, excavatable or non- excavatable characteristics. Grading and Drainage Positive drainage away from the structure must be provided during construction and maintained through the life of the proposed project. Infiltration of water into excavations should be prevented during construction. It is important that foundation soils are not allowed to become excessively wet or dry. All grades must provide effective drainage away from the building during and after construction. Exposed (unpaved) ground should be sloped away from the building for at least 10 feet beyond the perimeter of the building. Roof runoff and surface drainage should be collected and discharged away from the structure to prevent wetting of the foundation soils. Roof gutters should be installed and connected to downspouts and pipes directing roof runoff at least 10 feet away from the building, or discharged on to positively sloped flatwork such as the aprons mentioned above. Ideally, roof drains should discharge by closed pipe to the storm drainage system. Sprinkler mains and spray heads should be located at least 5 feet away from the building such that they cannot become a potential point source of water directly adjacent to the building. If heads must be located adjacent to the structure, then service lines off the main should be provided. Watering of vegetation should be performed in a timely and controlled manner and prolonged watering or prolonged non-watering periods should be avoided. Special care should be taken such that underground utilities do not develop leaks with time. The owner and landscape designer should be made aware that placing large bushes and trees adjacent to the structure may cause significant moisture variations in the soils underlying the structure that could cause distress. A general guideline would be to locate trees no closer than a Responsive Resourceful Reliable 8 Geotechnical Engineering Report lrerraco_n Trade Group- Headquarters Grapevine, Tarrant County, Texas ------- -- December 15, 2017 Terracon Project No. 94175265 GeoReport distance equal to the mature tree height for that tree species. Planters located adjacent to the structure should preferably be self-contained, or at least designed to drain away from the building. Earthwork Construction Considerations It is anticipated that most of the excavations in the overburden soils for the proposed construction can be accomplished with conventional earthmoving equipment. Subgrade soils exposed during construction are anticipated to be relatively stable. However,the stability of the subgrade may be affected by precipitation, repetitive construction traffic, closeness to the groundwater seepage or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Lightweight excavation equipment may be required to reduce subgrade pumping. The use of remotely operated equipment, such as a backhoe,would be beneficial to perform cuts and reduce subgrade disturbance. Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of the floor slab and pavement. Construction traffic over the completed subgrade should be avoided to the extent practical.The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and compacted prior to floor slab and pavement construction. As a minimum,all temporary excavations should be sloped or braced as required by Occupational Health and Safety Administration (OSHA) regulations to provide stability and safe working conditions. Temporary excavations will be required for utilities and building pad. Trench side slope excavations into sands are not expected to stand vertically. The grading contractor, by his contract, is usually responsible for designing and constructing stable,temporary excavations and should shore, slope or bench the sides of the excavations as required,to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards. The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of building floor slabs. DEEP FOUNDATIONS The proposed structures can be supported on straight drilled shafts bearing in the gray shale. Recommendations for this foundation system are provided below. Responsive Resourceful Reliable 9 Geotechnical Engineering Report lterracon Trade Group- Headquarters■ Grapevine, Tarrant County, Texas - --- --� December 15, 2017■ Terracon Project No. 94175265 GeoReport Straight Drilled Shaft -Axial Capacity Axial design parameters for straight drilled shafts are presented in the following table. Design Parameter Recommendations Bearing stratum Gray shale Depth to bearing stratum 28 to 38 feet Maximum net allowable end bearing capacity 16,500 psf Allowable skin friction-compression 2,700 psf Allowable skin friction-tension 2,100 psf Minimum penetration into gray shale to 4 feet or 1 shaft diameter, whichever is greater develop end bearing Minimum penetration to develop skin 2 feet into gray shale or depth of temporary casing, friction whichever is deeper Minimum center to center spacing to 2.5 times the diameter of the larger shaft. Closer spacing develop full skin friction may require some reductions in skin friction and/or changes in installation sequences. Closely spaced shafts should be examined on a case by case basis. As a general guide, the design skin friction will vary linearly from the full value at a spacing of 2.5 diameters to 50 percent of the design value at 1.0 diameter. Groups of 3 or more shafts spaced Should be evaluated on a case by case basis by this closer than 2.5 shaft diameters office. Alternative installation sequences may be needed to allow for a minimum of 48 hours concrete curing time, before installation of adjacent shafts. Minimum Shaft Diameter 18 inches Total settlement Less than 1 inch Differential settlement 50 to 75 percentage of the total settlement Drilled Shaft - Lateral Capacity The drilled shafts may be subject to lateral loads. Parameters for lateral load analysis are provided in the following table for use in Ensoft's L-PILE computer program. - -. Soil Type Moisture y Clays below moisture Gray shale conditioned soils conditioned soils LPILE material type Soft clay Stiff clay w/o water Weak Rock I (Reese) Responsive a Resourceful■ Reliable 10 Geotechnical Engineering Report lrerracan Trade Group- Headquarters Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 GeoReport Soil Type Moisture Clays below moisture Gray shale conditioned soils conditioned soils Effective soil unit weight(pcf) 125 65 130 Undrained cohesion, c(psi) 5 16 N/A Strain Factor, eso 1 0.010 0.007 N/A Young's modulus, Er(psi) N/A N/A 25,000 Uniaxial compressive strength N/A N/A 125 (psi) Rock quality designation, RQD(%) N/A N/A 70 Krm N/A N/A 0.0005 Drilled Shaft-Soil Induced Uplift The drilled shafts will be subject to uplift as a result of heave in the overlying clay soils. The magnitude of these loads varies with the shaft diameter, soil parameters, and particularly the in- situ moisture levels at the time of construction. The shafts must contain sufficient continuous vertical reinforcing to resist the net tensile load. The uplift load can be approximated by assuming a uniform uplift of 1,800 psf over the shaft perimeter to a depth of about 10 feet. If the building pad is moisture conditioned as discussed in section FLOOR SYSTEM, a uniform uplift of 1,000 psf can be used in the moisture conditioned zone. Straight Drilled Shaft - Construction Considerations The construction of all drilled shafts should be observed by experienced geotechnical personnel during construction to confirm: 1) the bearing stratum; 2) the minimum bearing depth; 3) the removal of all cuttings 4) that groundwater seepage is correctly handled; and 5) that the shafts are within acceptable vertical tolerance. Recommendations for drilled shaft construction are presented in the following table. Recommendation Drilled shaft installation Current version of American Concrete Institute's"Standard Specification specification for the Construction of Drilled Piers"ACI 336. Top of shaft completion Enlarged (mushroom-shaped) top in contact with the clays should not be allowed. Time to complete Straight drilled shafts should be completed within 8 hours after design penetration into gray limestone is begun. Responsive Resourceful Reliable 11 Geotechnical Engineering Report Irerracon Trade Group- Headquarters■ Grapevine, Tarrant County, Texas ��------�-.._ December 15, 2017 s Terracon Project No. 94175265 GeoReport Item Recommendation Shaft excavations should be installed using dry methods. The concrete Installation methods should have a slump of 6 inches plus or minus 1 inch and be placed in a manner to avoid striking the reinforcing steel during placement. Seepage was observed in the borings, and will probably be encountered during installation of the straight drilled shafts, particularly during wet periods of the year. Seepage rates and caving soils will require the use of Groundwater control temporary casing for installation of the straight drilled shafts. The casing should be seated in the shale with all water and most loose material removed prior to beginning the design penetration. Care must be taken that a sufficient head of plastic concrete is maintained within the casing during extraction. The gray shale is relatively hard and can be difficult to penetrate. A Special conditions contractor experienced with drilling in rock should be retained for this project. Grade Beams/Pier Caps All grade beams should be supported by the straight drilled shafts. A minimum void space of 12 inches is recommended between the bottom of grade beams or pier cap extensions and the subgrade. This void will serve to minimize distress resulting from swell pressures generated by the clay soils.Structural cardboard forms are one acceptable means of providing this void beneath cast in place elements. Soil retainers should be used to prevent infilling of the void. The grade beams should be formed rather than cast against earth trenches. Backfill against the exterior face of grade beams, wall panels and pier caps should be on site materials placed and compacted as described in section ai c:ompaction Kequirements. SEISMIC CONSIDERATIONS Site Classification Sos SW 2012/2015 International Building l C 2 0.079 0.059 Responsive Resourceful Reliable 12 Geotechnical Engineering Report lrerracon Trade Group-Headquarters Grapevine, Tarrant County, Texas �--- ----� December 15, 2017 Terracon Project No. 94175265 GeoReport Site Classification Sos Sol 1 In general accordance with the ASCE/SEI 7-10. 2. The ASCE/SEI 7-10 requires a site soil profile determination extending a depth of 100 feet for seismic site classification. The current scope requested does not include the required 100-foot soil profile determination. Borings extended to a maximum depth of approximately 50 feet and this seismic site class definition considers that competent soils exists below the maximum depth of the subsurface exploration, which is consistent with the site geology. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a higher seismic site class. FLOOR SYSTEM Lightly loaded floor slabs and flatwork placed on-grade will be subject to movement as a result of moisture induced volume changes in the active soils that can occur following construction. The soils expand (heave)with increases in moisture and contract(shrink)with decreases in moisture. The movement typically occurs as post construction heave. The potential magnitude of the moisture induced movements is rather variable. It is influenced by the soil properties, overburden pressures, thickness of clay and to a great extent by soil moisture levels at the time of construction. Based on the soil type and thickness encountered in the borings, potential vertical movements in slabs placed on grade are estimated to be about 4 to 5 inches for dry soil moisture conditions that can exist prior to construction. A structural slab in conjunction with a drilled shaft foundation system is recommended if floor slab movements of about one inch cannot be tolerated. If movements of about one inch are acceptable, the building slabs can be supported on a modified subgrade that has been prepared to reduce soil movements to about one inch. Note that movements of even '/2 inch can result in uneven floors, sticking doors, and cracking of floor slabs and wall partitions. If the risk of these movements is unacceptable, the floor slab should be structurally supported above the active clays. Structural Floor Slabs in Conjunction with a Drilled Shaft Foundation System The building floor slab should be structurally supported above the subgrade if movements are to be limited to less than one inch. A minimum void space of 12 inches is recommended beneath the structural floor slab. The minimum void space can be provided by the use of cardboard carton forms, or a deeper crawl space. A ventilated and drained crawl space is preferred under the building for several reasons, including the following: Ground movements will affect the project utilities,which can cause breaks in the lines and Responsive it Resourceful Reliable 13 Geotechnical Engineering Report lrerracon Trade Group- Headquarters Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 GeoReport distress to interior fixtures. A crawl space permits utilities to be hung from the superstructure, which greatly reduces the possibility of distress due to ground movements. It also can provide ready access in the event repairs are necessary. ■ Ground movements are uneven. A crawl space can be positively drained preventing the ponding of water and reducing the possibility of distress due to unexpected ground movements. Floor Slabs Flatwork on Modified Subgrade Slab on grade construction should only be considered if slab movements on the order of one inch are considered acceptable. Reductions in anticipated movements can be achieved by using methods developed in this area to reduce on-grade slab movements. Suitable methods for this site consist of moisture conditioning the on-site clays and capping them with 8 inches of flexible base. The moisture conditioning can be achieved by either excavation and replacement or water injection as discussed below. These recommendations must be reviewed when the site grading plan and finished floor elevations are available. Based on dry soil conditions, it is estimated that movements on the order of one inch can generally be obtained by moisture conditioning the in-situ soils to a depth of 10 feet in and capped with 8 inches of flexible base. The moisture conditioning should be performed under the building pad, building entrances, abutting sidewalks and other flatwork areas sensitive to movement. As a minimum, the moisture conditioning should extend a minimum of 5 feet beyond those elements. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, or carpet with a water soluble adhesive. A vapor retarder should be used for other moisture sensitive coverings, impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. It should be noted that excessive water from any source could result in movements greater than one inch. For example, should leaks develop in underground water or sewer lines or the grades around the structure allow ponding of water, unacceptable slab movements could develop. The area around the structure must be well drained, landscape beds must not be over watered or allow ponding of water, and utility leaks are promptly repaired. Trees should be planted at least one-mature tree height from the building. Root barriers should be installed if trees are planted closer. Excavation and Replacement If excavation and replacement is used for moisture conditioning the soil,the moisture conditioned zone should be excavated to a depth of 10 feet below the bottom of flexible base cap. The Responsive Resourceful Reliable 14 Geotechnical Engineering Report lrerracon Trade Group-Headquarters Grapevine, Tarrant County, Texas -----�--� December 15, 2017■ Terracon Project No. 94175265 GeoReport excavated soils, except for deleterious materials or rock greater than 4 inches in maximum dimension, can be used in accordance with Fill Compaction Requirements for moisture conditioned clays. Eight inches of flexible base material must be placed above the moisture conditioned soils in a short period of time(i.e.within 48 hours)following completion of the moisture conditioning process to prevent the loss of soil moisture. If the surface of the moisture conditioned soils is allowed to desiccate prior to placement of the cap,the desiccated soils should be reworked and placed in a moisture conditioned state. Water Iniection If water injection is used for moisture conditioning the soils, the area to be water injected should first be graded to the bottom of flexible base cap.Swelling of the active clays should be anticipated during the water injection process. Additional grading of the site may be required. The subgrade should be injected to a depth of 10 feet. The effectiveness of the water injection shall be assessed by soil borings and laboratory tests following a twenty-four hour curing period. One boring should be continuously sampled to the injected depth for every 5,000 sq.ft.of injected surface area.At least two borings should be drilled and sampled if smaller areas are tested. Laboratory tests should be performed on tube samples (not cuttings) to measure the soil moisture content and hand penetrometer resistance at 1-foot intervals. Absorption swell tests should be performed at about 2 to 4 foot intervals within the injected depth. The soil should be injected with sufficient number of water injection passes to reduce the average vertical swell to 1 percent or less in each test boring as determined by absorption swell tests under the final overburden pressure. The surface of the injected area should be sealed or otherwise protected against moisture loss until the flexible base is placed. The flexible base cap should be placed as soon as the building pad is tested and accepted. Initial penetration with the injection rods may be difficult for soils in a dry condition. It is not possible to predict the actual number of injection passes required to properly moisture condition the active clay soils. Multiple injections should be anticipated. Both the cost and time associated with the possibility of multiple injections being required should be included in the project budget and schedule. TRUCK DOCK RETAINING WALLS We recommend the tall retaining walls on the eastern end of the building and other walls associated with the structure be supported on drilled shafts designed in accordance with section Responsive Resourceful Reliable 15 Geotechnical Engineering Report lrerracon Trade Group-Headquarters Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 GeoReport DEEP FOUNDATIONS . Cast-in-place concrete free standing site retaining walls and truck dock wall that can tolerate movement can be supported on shallow footings bearing in the surficial soils or properly compacted fill materials. Design recommendations are provided below. Allowable Net Bearing Pressures Shallow footings can be used to support low height site retaining walls and truck loading dock walls, if movements are acceptable. The footings should be founded on properly compacted fill soils or on stiff, undisturbed, native soils. Description Continuous/Wall Footing Net allowable bearing pressure 2,000 psf Minimum dimension 18 inches Minimum embedment below lowest adjacent grade 24 inches Ultimate passive pressures 255 psf/ft. triangular distribution Coefficient of sliding frictions 0.27 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the foundation base elevation, and assumes any unsuitable material or soft soils, if encountered, will be undercut and replaced with engineered fill. 2. The foundation movement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the foundations, the thickness of compacted fill, and the quality of the earthwork operations. 3. The sides of the excavation for the shallow foundations must be nearly vertical and the concrete should be placed neat against these vertical faces for the passive earth pressure values to be valid. If the loaded side is sloped or benched, and then backfilled, the allowable passive pressure will be significantly reduced. Passive resistance in the upper 2 feet of the soil profile should be neglected. Shallow Foundations - Construction Considerations Foundation excavations should be protected from standing water or desiccation. The base of all foundation excavations should be free of water and loose soil and rock prior to placing concrete. Excavation of foundations, placement of steel and concrete, and backfilling should be completed in a reasonably continuous manner. It is preferable that complete installation of shallow foundations be accomplished in 48 hours. If the supporting soils at the bottom of shallow foundations become disturbed or unsuitable bearing soils are encountered in foundation excavations, the excavations should be extended deeper to suitable soils and the foundations could bear directly on these soils at the lower level Responsive Resourceful Reliable 16 Geotechnical Engineering Report 1rerracon Trade Group- Headquarters Grapevine, Tarrant County, Texas ,� --- December 15, 2017 Terracon Project No. 94175265 3eoReport or on lean concrete backfill placed in the excavations.The foundations could also bear on properly compacted backfill extending down to the suitable soils. Over excavation for compacted backfill placement below foundations should extend laterally beyond all edges of the foundations at least 8 inches per foot of over excavation depth below foundation base elevation. The over excavation should then be backfilled up to the foundation base elevation with properly compacted fill as described in section ARTHWORK. The over excavation and backfill procedures are described in the figures below. Design Design 2/3D 213D Footing Level _ Footing Level COMPACTED fill LEAN STRUCTURAL 1D Recommended CINdCRErE Recommended FILL Excavation Level r Excavation Level 0- Lean Concrete Backfill Overexcavation / Backfill NOTE:Excavations in sketches shown vertical for convenience.Excavations should be sloped as necessary for safety. Backfilling adjacent and over the foundations should proceed as soon as practical to reduce disturbance. Backfilling should be accomplished using soils similar to those excavated.All backfill should be uniformly compacted to the criteria presented in section EARTHWORK of this report. All shallow foundation installations should be inspected by qualified geotechnical personnel to help verify the design depth and perform related duties. Lateral Earth Pressure Lateral earth pressures acting on the walls will depend on the type of backfill material used and drainage conditions behind the wall. Recommended lateral earth pressures expressed as equivalent fluid pressures are presented below in the following table for rigid and flexible walls for drained conditions. Rigid walls are not anticipated to deflect sufficiently to mobilize active earth pressures. Active earth pressures can be used where the top of the wall will deflect on the order of 0.5 percent of the wall height. Backfill Material Earth Pressure Coefficient Equivalent Fluid Density Active At-Rest Active At-Rest On-site soils 0.5 0.7 60 pcf 80 pcf _., Select fill 0.4 0.5 50 pcf 65 pcf Free draining granular backfill 0.3 0.4 40 pcf 55 pcf Responsive■ Resourceful w Reliable 17 Geotechnical Engineering Report Merriman Trade Group- Headquarters Grapevine, Tarrant County, Texas ---� December 15, 2017 Terracon Project No. 94175265 GeoReport The select or granular backfill limits should extend outward at least 3 feet from the base of the wall and then upward on a 1 H:2V slope. For narrower backfill widths of granular or select fill soils, the equivalent fluid pressures for the on-site soils should be used. The lateral earth pressure values do not include surcharge loads due to overburden, future structures, traffic, equipment, etc. Surcharge loads should be considered if they apply at the surface above the wall within an area defined by an angle of 45 degrees extending up from the base of the wall. A lateral pressure coefficient of 0.5 is recommended for uniformly distributed surcharge loads. Care should be taken that backfill is not over compacted, which could increase the lateral pressures on the walls. The equivalent fluid pressures presented above assume a drained condition. Drainage must be provided behind the walls to prevent the development of hydrostatic pressures. This drain may consist of manufactured products such as "Enka-Drain", "Miradrain" or other similar systems. An aggregate drain can also be used. The aggregate drain should meet the gradation requirements presented in section Fill Material Types for granular backfill. The vertical drain should be connected to a permanent perimeter drainage system that is discharged to a suitable location. Wall backfill materials should be placed and compacted as described in section Fill Compaction Requirements. Granular backfill should not be water jetted to achieve compaction and should be placed at a moisture content to allow the desired density to be achieved. The top of the backfill should be protected by flatwork, paving or for granular backfill a minimum of 2-foot thickness of clay fill to reduce surface water infiltration. Settlement of the wall backfill should be anticipated. Piping and conduits through the fill should be designed for potential soil loading due to fill settlement. Vertical pipes in the backfill material. can be pulled down and joints opened. The pipe joints should be rigidly connected. Sidewalks and pavements over fills may also settle. Backfill compacted to the density recommended above is anticipated to settle on the order of one to two percent of the fill thickness. DAIIEMENT: Pavement Subgrades Subgrade materials at this site will consist of clayey and sandy soils. These soils are subject to loss of support with the moisture increases that can occur beneath paving. The clay soils react with hydrated lime, which serves to improve and maintain their support value. Lime stabilized subgrade is recommended beneath the Portland Cement Concrete pavements in clay subgrade area. Responsive■ Resourceful a Reliable 18 Geotechnical Engineering Report 11'arracan Trade Group- Headquarters Grapevine, Tarrant County, Texas _.-------- �___ December 15, 2017 Terracon Project No. 94175265 GeoReport For budgeting purposes, 7 percent hydrated lime, by dry weight, is estimated for treating the subgrade beneath the pavements. The lime application rate should be determined by laboratory testing once the pavement subgrade is rough graded. The lime should be thoroughly mixed and blended with the top 6 inches of the subgrade (TxDOT Item 260). Modification should extend a minimum of one foot beyond the edge of the pavement. The lime stabilized subgrade should be uniformly compacted to the criteria described in section Fill Compaction Requirementp. It should then be protected and maintained in a moist condition until the pavement is placed. Pavement subgrades should be graded to prevent ponding and infiltration of excessive moisture on or adjacent to the pavement subgrade surface. Site grading is generally accomplished early in the construction phase. However, as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or excessive rutting. If disturbance has occurred, pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to paving. Estimates of minimum thicknesses for new pavement sections for this project have been based on the procedures outlined in the 1993 Guideline for Design of Pavement Structures by the American Association of State Highway and Transportation Officials (AASHTO-1993). The following minimum thicknesses were estimated based upon anticipated traffic loading, limited soils information, variation across the project area, and experience Pavement Design Considerations Traffic patterns and anticipated loading conditions were not available; however, typical pavement sections with subgrade stabilization alternatives are provided. Traffic patterns were analyzed with different scenarios including 50, 150, 250 trucks per day for the period of 20 years. If the pavements are subject to heavier loading and higher traffic counts than the assumed values, this office should be notified and provided with the information so that we may review these pavement sections and make revisions if necessary. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: Final grade adjacent to paved areas should slope down from the edges at a minimum 2%; The subgrade and pavement surface should have a minimum 2% slope to promote proper surface drainage; Responsive Resourceful Reliable 19 Geotechnical Engineering Report lrerracon Trade Group- Headquarters , Grapevine, Tarrant County, Texas ----- December 15, 2017 ■ Terracon Project No. 94175266 GeoRepoir t e Install below pavement drainage systems surrounding areas anticipated for frequent wetting; s Install joint sealant and seal cracks immediately; ■ Seal all landscaped areas in or adjacent to pavements to reduce moisture migration to subgrade soils; ■ Place compacted, low permeability backfill against the exterior side of curb and gutter; and, a Place curb, gutter and/or sidewalk directly on clay subgrade soils rather than on unbound granular base course materials. Pavements will be subject to differential movement due to heave in the site soils. Flat grades should be avoided with positive drainage provided away from the pavement edges. Backfilling of curbs should be accomplished as soon as practical to prevent ponding of water. Openings in pavement, such as landscape islands, are sources for water infiltration into surrounding pavements.Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure. Portland Cement Concrete Thickness Minimum PCC Pavement Section(inches) Traffic Count Lime Treated Total Portland Cement Concrete Subgrade Thickness 50 fully loaded trucks per day 1.4 million 18-ki s ESAL's! 8.0 6.0 14.0 150 fully loaded trucks per day T 9.0 6.0 15.0 4.3 million 18-kirs ESAL'si 250 fully loaded trucks per day (7.1 million 18-kips ESAL's) 10.0 6.0 16.0 Fire Lane As per City of Grapevine Standards 1. The concrete should have a minimum 28-day compressive strength of 3,000 psi 2. The trash container pad should be large enough to support the container and the tipping axle of the collection truck. 3. The concrete should contain a minimum of 4.5t1.5 percent entrained air. 4. As a minimum,the section should be reinforced with No.3 bars on 18-inch centers in both directions Pavement Joints The following is recommended for all concrete pavement sections in this report. Refer to ACI 330 Responsive Resourceful Reliable 20 Geotechnical Engineering Report irerraCon Trade Group- Headquarters Grapevine, Tarrant County, Texas I ----- - - December 15, 2017 Terracon Project No. 94175265 GeoReport "Guide for Design and Construction of Concrete Parking Lots"for additional information. ,Design Parameter Recommendation Contraction Joint Spacing 5-inch thick concrete pavement: 12'/feet each way. 6-inch or greater thick concrete pavement: 15 feet each way. Contraction Joint Depth At least%of pavement thickness. Contraction Joint Width %inch or as required by joint sealant manufacturer. To attempt to limit the quantity of joints in the pavement, consideration Construction Joint Spacing can be given to installing construction joints at contraction joint locations, where it is applicable. Full depth of pavement thickness.Construct sealant reservoir along one Construction Joint edge of the joint.Width of reservoir to be inch or as required by joint Depth/Width sealant manufacturer. Depth of reservoir to be at least %4 of pavement thickness. Isolation Joint Spacing As required to isolate pavement from structures, etc. Isolation Joint Depth Full depth of pavement thickness. Isolation Joint Width '/to 1 inch or as required by the joint sealant manufacturer. Long, linear pavements may require expansion joints. However, in this locale, drying shrinkage of concrete typically significantly exceeds Expansion Joint anticipated expansion due to thermal affects. As a result, the need for expansion joints is eliminated provided all joints(including saw cuts)are sealed. Construction of an unnecessary joint may be also become a maintenance problem. All joints should be sealed. Dowels should be provided at construction and expansion joints. Dowel information is presented in the following table: Concrete Slab Depth Dovvel Diameter' Minimum Dowel Minimum Total Dowel (inches) (inch) Embedment Length(inches) (inches} 8 1% 6 14 9 1%4 6 14 10 1%z 6 14 1. Al dowels should be spaced at 12 inch on center. GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the Responsive Resourceful a Reliable 21 Geotechnical Engineering Report lrerracon Trade Group-Headquarters Grapevine, Tarrant County, Texas December 15, 2017 ■ Terracon Project No. 94175265 GeoReport. design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. Site safety, excavation support,and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. Responsive Resourceful Reliable 22 ATTACHMENTS Geotechnical Engineering Report 1rerracon Trade Group- Headquarters Grapevine, Tarrant County, Texas December 15, 2017 Terracon Project No. 94175265 GeoReport EXPLORATION AND TESTING PROCEDURES Field Exploration Description Subsurface conditions were explored by drilling sixteen borings at the approximate locations indicated in section Site Location and Exploration Plans. The field exploration was performed between November 24 and 30, 2017. The test locations were established in the field by a handheld GPS unit with an accuracy of about 20 feet. The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch. The boring locations and elevations should be considered accurate only to the degree implied by the methods employed to determine them. The borings were performed using a truck-mounted drill rigs. Samples of the soils encountered in the borings were obtained using thin-walled tube (ASTM D1587) and split-spoon (ASTM D1586) sampling procedures. The load carrying capacity of the bedrock in the other borings was evaluated in place by the Texas Department of Transportation (TxDOT) cone penetration test (TEX-132-E). Upon the completion of drilling, the boreholes were backfilled with soil cuttings. the samples were tagged for identification, sealed to reduce moisture loss, and taken to the laboratory for further examination, testing, and classification. Field boring logs were prepared by the drill crew. These logs included visual classifications of the materials encountered as well as interpretation of the subsurface conditions between samples. The boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on visual evaluation of the samples and laboratory test results. The boring logs are presented in section txpioration Resuit. . General Notes to log terms and symbols are presented in section supporting Information. Laboratory Testing The boring logs and samples were reviewed by a geotechnical engineer who selected soil samples for testing. Tests were performed by technicians working under the direction of the engineer. A brief description of the tests performed follows. Liquid and plastic limit tests (ASTM D4318) and moisture content measurements (ASTM D2218) were made to aid in classifying the soils in accordance with the Unified Soil Classification System (USCS). The USCS is summarized in section Supporting Information. Absorption swell tests (ASTM D4546) were performed on selected samples of the cohesive materials. These tests were used to quantitatively evaluate volume change potential at in-situ moisture levels. Strength of cohesive soils was measured by hand penetrometer and unconfined compression tests (ASTM D2166). Unconfined compression tests were performed on selected samples of limestone cores to evaluate their strength (ASTM D7012). Responsive Resourceful Reliable Geotechnical Engineering Report lrerracon Trade Group- Headquarters a Grapevine, Tarrant County, Texas ---� December 15, 2017 1 Terracon Project No. 94175265 —di oReport The results of the swell tests are presented in the following table. The results of the other laboratory tests are presented on the boring logs in section Exploration Results. Boring Depth Liquid Plasticity Initial Final Surcharge Swell Limit index Moisture Moisture ° No. (feet) N (%) m N (psfl (/°) B-1 6 to 8 64 46 17.8 22.2 750 5.0 B-4 8 to 10 49 1 29 23.9 24.4 1,000 0.0 B-5 6 to 8 53 38 13.3 16.8 750 5.2 B-6 8 to 10 57 41 15.6 20.0 1,000 3.7 B-7 4 to 6 40 27 10.1 16.6 500 4.4 B-8 8 to 10 47 32 14.4 17.8 1,000 0.6 Responsive 3 Resourceful Reliable SITE LOCATION AND EXPLORATION PLANS LLI > Ir z U) D 0 (r CL c � _ It LLJ T' CYVDAF L= D 0 LU r CL k, 0 >-L6 01 w < z .J? uj z 0 (L 'd LU lz 7 i r % -(gy L0 CI4 Lo ta ci z CL CL zw < 0 Z D La C)0- Z ZO CC cr 'a C) , cc CD Wo Z w LU 0 2 ml cq. CL 0 LA L_ LL 0 2 z LL, Lu -0 Q8 C � m 0o w u a oN a IL >z Z nz m 80 (A ro V 0U a� ■ w w ■ •�I •i • f ■i M C CD LO h rr•r 0 ■ X o F- Z N F a .o Z v a zw CO r •i ¢O }a pa N Z z F- r 4 Z � , ate • IL V- �Z Z 2 N ¢° _O r wo zit Lu d + Epp 2 y KO O W C r CL v co �t w o 0 Cz © o p .00 � m I1 � 1 � I ' 1 m�i i m II � 1 � 1 I 0 I � I a I 0 w 0 1 I � D m 0 0 ' a �p a i 1 � 1 I ' N I 1 m z 1 It YI a N I o1 a. 0 1 � I a 4 o p� z I c z 1 a � I ca N Z M r a Q L O a J o m U OZ O � ^ ' r Q iq Q O x z 2 N — a Z a.IL �LL Q 6W LL F Z E AVM O31NNHDN3 o OC aD o O N CO F 0 L--------------L—f - EXPLORATION RESULTS BORING LOG NO. B- 1 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group _ Carrollton,TX ^SITE: SWC of Genesis Way and Enchanted Way Coppell,TX LOCATION See W Z a r STRENGTH TEST ARBERG to LIMITS w >� v�v> w z U Latitude:32.96°Longitude:-97.036° v W¢ a u M o w Z Z U. a a w� a oy wzc z ¢� >� w i—w co w f- w 3 z — LL-PL-PI Surface Elev.:538(Ft.) o a m Q w w O ❑ rz LU DEPTH ELEVATION Ft. O v5 pU�» �n a FAT CLAY(C ),with limestone fragments,dark 4.5(HP) 23 brown,hard 4.5(HP) 14 6.0 532 5 4.5(HP) 17 a FAT CLAY(CH),with limestone fragments,iron 4.5(HP) 18 64 18 46 a and calcareous deposits,light gray,very stiff to hard 1 3.75(HP) 19 106 LU a 13.0 525 w FAT CLAY(CHI,with sand seams and limestone 1 3.25(HP) 24 77 a deposits,brown and gray,very stiff a ❑ z 18.0 520 o SANDY LEAN CLAY(CL),with limestone 9 fragments,gray and brown,stiff to hard 2.25(HP) LIC 1.26 7.9 26 96 L r 2 a = 25.0 513 2 4.5(HP) j FAT CLAY(CH),shaley,with sand seams,gray, o hard 30.0 608 4.0(HP) 3 SHALE,with sand seams,gray TC=100/2" 3 TC=100/0.75" w 0 z c� 4 TC=100/0.5" U) ❑ w° 0 4 TC=100/2.5" o- a 5o.a 488 50 TC=100/1.5" Boring Terminated at 50 Feet it 0 0 w Stratification lines are approximate.In-situ,the transition may be gradual. a a w w Advancement Method: See Exploration and Testing Procedures for a Notes: oDry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch F See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. N Boring backfilled with soil cuttings upon completion. 0 WATER LEVEL OBSERVATIONS 0 Boring Started:11-27.2017 Boring Completed:11-27-2017 m = Seepage observed at 29'during drilling Irerracon 9 p M � Water at 19'at completion Drill Rig: Driller:Total Depth 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B- 2 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX 0 LOCATION See wz a r STRENGTH TEST A�MITSRG -r >� rnw w � z_ _0 Latitude:32.96"Longitude:-97.0349° w Q F� a F o w 1.- z, LL wo w w W 0. _J rr w �Z �� LL-PL-PI Cwi O Surface Elev.:536(Ft.) o ¢m ¢ LL w O o W DEPTH ELEVATION t O ~ cOi e1 O a FAT CLAY(CH),with limestone fragments,dark 4.5 HP 25 68-19-49 2•o brown,hard 53a ( ) 4.0 FAT CLAY(CH),with limestone fragments,dark 532 4.5(HP) 17 81 ray,very stiff FAT CLAY(CH),with limestone fragments and 5 3.5(HP) 18 108 calcareous deposits,brown and light brown,very 4.5(HP) 22 a stiff to hard 4.5(HP) 19 LU 1 a 13.0 523 w SANDY LEAN CLAY(CLI,with limestone 2.5(HP) a fragments and calcareous deposits,orange and 1 o gray,very stiff 0 18.0 518 FAT CLAY(CHI,shaley,with iron deposits,brown 3.0(HP) LIC 1.53 3.8 31 90 and gray,stiff to very stiff 2 w 23.0 513 FAT CLAY(CH),shaley,with iron deposits,gray, 4.5(HP) = hard 2 IL p 27.0 __ 509 SHALE,with sand seams,gray 3 TC=100/3.5" r- °I TC=100/3" 3 0 z c� g 40.0 4" 40 TC=100/1.5" Boring Terminated at 40 Feet w cs a z c7 0 O O o! LL W Stratification lines are approximate.In-situ,the transition may be gradual. a a w w Advancement Method: See Exploration and Testing Procedures for a Notes: Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. Boring backfilled with soil cuttings upon completion. O WATER LEVEL OBSERVATIONS 0 Boring Started:11-27-2017 Boring Completed:11-27-2017 z Seepage observed at 33'during drilling r ra n °m Dry at completion Drill Rig: Driller:Total Depth 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B- 3 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX ATTERBERG LOCATION See ;o nw F STRENGTH TEST LIMITS w >} yrn w Fes' Z U Latitude:32.96'Longitude:-97.0337° V 1¢ W w J a Z F o W z j l- LL 4a aw W w w r w y Z z W LL-PL-PI v O Surface Elev.:536(Ft.) ° a m ¢ LL w M F O ° DEPTH LU ELEVATION Ft. O N ~ o o U a FILL-SANDY LEAN CLAY(C ),with gravel,tan 2.5(HP) 20 2.o and brown,very stiff 53a FILL-SANDY LEAN CLAY(CLI,dark brown,very 3.25(HP) 19 60-19-41 77 stiff n 6.0 530 5 2.25(HP) 20 SANDY LEAN CLAY ICU,with limestone 2.25 HP 23 72-18-54 a 8.0 fragments,light brown,very stiff 628 ( ) SANDY LEAN CLAY(CLI,with calcareous 3.5(HP) 18 nodules,tan,very stiff 1 ui a 13.0 _ 523 W SANDY LEAN CLAY(CLI,with calcareous 3.5(HP) a nodules,gray and tan,very stiff a o 2.75(HP) UC 2.56 8.2 17 116 k' 2 2 2.5(HP) a 0 27.0 509 cm7 28.5 CLAYEY SAND( with gravel,tan 507.5 o SHALE,with sand seams,gray 12-33-35 3 N=68 10 3 TC=100/6.5" 1 16 To— w 0 Z g 40.0 ass 4 TC=100/7" Boring Terminated at 40 Feet m w C7 rr z CD a 0 0 ° Stratification lines are approximate.In-situ,the transition may be gradual. a w N Advancement Method: See Exploration and Testing Procedures for a Notes: L` Dry Augered description of field and laboratory procedures The boring elevations were obtained from the Overall Grading 9° used and additional data(If any). Plan prepared by Pacheco Koch r See Supporting Information for ex planation of 0 Abandonment Method: symbols and abbreviations. y Boring backifilled with soil cuttings upon completion. C9 WATER LEVEL OBSERVATIONS O Boring Started:11-29.2017 Boring Completed:11-29-2017 Seepage observed at 23'during drilling Irerracon Drill Rig: Driller:Total Depth N Water at 1T at completion 8901 Carpenter Fwy Ste 100 F Dallas,TX Project No.:94175265 BORING LOG NO. B- 4 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX O LOCATION See j O Q. ATTERSERG F STRENGTH TEST o LIMITS w co V) w F z Latitude:32.9598°LongBude:-97.0327° _ ¢ a = o z zl;:, Fa'� J O ' 0 _ LL-PL PI wa W � om r` oLL Surface Elev.:534(Ft.) O ~ O W DEPTH ELEVATION Ft. 0 a. FILL-FAT CLAY(CH),with sand seams and 4.5(HP) 21 2.0 limestone fragments,light brown and brown,very 532 stiff 4.5(HP) 18 FAT CLAY(CH),with limestone fragments and iron deposits,dark brown,very stiff 5 3.5(HP) 20 2.5(HP) 28 93 a 4.0(HP) 24 49-20-29 � 1 w a 13.0 521 w FAT CLAY(CH),shaley,with sand seams,gray 4.5(HP) and brown,very stiff to hard 1 0 z� 4.0(HP) UC 3.12 14.9 21 108 w 2 24.0 510 SAND fSP),with clay seams and limestone 0. •::';'.' fragments,brown,very stiff 2 27.0 507 Ui 0 SHADE,sandy,gray 3 TC=10016.5" 3 TC=100/3.5" 3 0 z 0 4 TC=100/2.5" w 0 4 TC=100/2.5" 0 it 50.o aaa TC=100/2.25" E5 Boring Terminated at 50 Feet 5 0 0 w 0 w Stratification lines are approximate.In-situ,the transition may be gradual. d w N Advancement Method: See Exploration and Testing Procedures for a Notes: LL Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained From the Overall Grading Plan prepared by Pacheco Koch See, „ormation for explanation of z Abandonment Method: symbols and abbreviations. z Boring backfilled with soil cuttings upon completion. 0 WATER LEVEL OBSERVATIONS c7 Boring Started:11-28-2017 Boring Completed:11-28-2017 o Seepage observed at 23'during drilling Irerracon 9 Drill Rig: Driller:Total Depth � Water at 26'at completion 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B- 5 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX � LOCATION See w Z a> r STRENGTH TEST A�MITSRG w Latitude:32.9596°Longitude:-97.0355° _ I.- W j a ! F W z z LL o a w� Oy w19 Z ¢W Y= Z w F w 0. w W r o w 3 Z 2 LL-PL-PI W Surface Elev.:537(Ft.) o ¢m a U.m w F O p W DEPTH NATION Ft. O ~ ..N N U d SANDY FAT CLAY(CH),dark brown,hard 4.5(HP) 18 4.5(HP) 11 5 4.5(HP) 12 n a 7 SANDY LEAN CLAY(CL),with limestone 530 4.5(HP) 13 53-15-38 F fragments,brown,hard 4.5(HP) 15 45-14-31 � 1 W a 13.0 524 W SANDY LEAN CLAY(CLI,gray and tan,hard 4.5(HP) a 1 0 18.0 519 FAT CLAY(CH),shaley,tan and gray,stiff to very 3.25(HP) LIC 1.88 3.4 29 95 Stiff 2 W 22.0 515 SHALE,sandy,gray 2 TC=100/9.75' a 0 of LU 3 TC=100/6" J 3 TC=100/4.25" w 0 Z 0 40.0 497 4 TC=100/1.75" Boring Terminated at 40 Feet m w O r a z 0 0 0 0 w Stratification lines are approximate.In-situ,the transition may be gradual. a a w LL Advancement Method: See Exploration and Testing Procedures for a Notes: Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch r See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. m Boring backfilled with soil cuttings upon completion. (91 WATER LEVEL OBSERVATIONS 0 Boring Started:11-24-2017 Boring Completed:11-24-2017 m No seepage observed during drilling 1rerracon 9 p � Dry at completion Drill Rig: Driller:Total Depth 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B- 6 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX 0 LOCATION See .ration Plan w Z WW F STRENGTH TEST ATL MITS W -� -' a. >O } u1 y w F- ' Z LL Latitude:32.9596'Longitude:-97.0344' _ ¢ 1-- W a r» o F z D o. H fY> O WZ Z QW }2 W w W w a. w W w 3 z o LL-PL-PI v Surface Elev.:M6(Ft.) o ¢Co Q LL w W p w DEPTH ELEVATION Ft. 3 O 3 a FAT CLAY/CHI,with limestone fragments,dark 4.5(HP) 22 brown,hard 4.0 532 4.5(HP) 15 FAT CLAY(CH),with limestone fragments and 5 4.5(HP) 17 iron deposits,light brown,hard a 113.0 528 4.5(HP) 18 80 FAT CLAY(CH),with limestone fragments and 4.5(HP) UC 7.43 3 16 114 57-16-41 iron deposits,orangish brown and gray,hard 1 ui a w -with sand seams at 13' r 1 4.5(HP) 0 0 18.0 518 FAT CLAY(CHI,shaley,with sand seams and iron 2.75(HP) UC 1.85 3.3 32 90 deposits,brown and gray,stiff to very stiff 2 w a 23.0 51 C7 — FAT CLAY(CH),shaley,with iron and sand = seams,gray,hard 2 4.5(HP) a 0 W 28.5 507.5 FAT CLAY(CHI,shaley,with sand seams, 21-31-36 1 angular,dark gray,hard 3 N=67 10 J 3 TC=100/5.5" W z 38.0 498 o SHALE,sandy,gray TC=100/7" 4 g Vi W _)L 4 TC=100/2.5" 0 a W a 50.0 486 5 TC=100/0.75" Boring Terminated at 50 Feet 0 0 a 0 w Stratification lines are approximate.In-situ,the transition may be gradual. a a LLAdvancement Method: See Exploration and Testing Procedures for a Notes: Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch > See Supporting Inforn--,for explanation of z Abandonment Method: symbols and abbreviations. w Boring backfilled with soil cuttings upon completion. CD WATER LEVEL OBSERVATIONS O Boring Started:11-28-2017 Boring Completed:11-28-2017 z Seepage observed at 44'during drilling 1rerraccin Drill Rig: Driller:Total Depth N Water at 47.5'at completion 8901 Carpenter Fwy Ste 100 p = Dallas,TX Project No.:94175265 BORING LOG NO. B- 7 Pa Le 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX ATTERBERG o LOCATION See w z w STRENGTH TEST LIMITS w J t;u! F Z Latitude:32.9596°Longitude:-97.0332° _ _Q w w? a v w Z j F F a a � (L �w wZc z aF r= z w w w W r w= z LL-PL-PI W Surface Elev.:536(Ft.) o a m ¢ LL w F p ❑w W DEPTH EL NATION Ft. O y ~ `" U a FILL-SANDY LEAN CLAY{CLI,brown and 4.5(HP) 21 orange,hard 4.5(HP) 11 5 4.5(HP) 10 40-13-27 8.0 52s 4.5(HP) 13 FFILL-SANDY LEAN CLAY(CLI,dark brown,hard 45(HP) 16 1 LU a 13.0 523 W SANDY LEAN CLAY(CL),with limestone 4.5(HP) a fragments,brown and light brown,hard 1 a 0 z 18.0 51 SANDY LEAN CLAY(CL),with sand seams,gray 1.5(HP) UC 2.68 14.9 18 108 and tan,stiff to very stiff 2 2 2.0(HP) a 0 28.0 508 LU SHALE,sandy,gray 3 4.5(HP) UC 0.94 9.1 15 113 3 TC=100/3.5" 0 z c� 0 40.0 496 4 TC=100/1" Boring Terminated at 40 Feet W w C9 a0 uJ a z 0 a 0 0 LL LL O W Stratification lines are approximate.In-situ,the transition may be gradual. a w' Advancement Method: See Exploration and Testing Procedures for a Notes: U. Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. N Boring backfilled with soil cuttings upon completion. 0 WATER LEVEL OBSERVATIONS c7 Boring Started:11-29-2017 Boring Completed:11-29-2017 m Seepage observed at 23'during drilling 1rerracon Drill Rig: Driller:Total Depth Dry at completion 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B- 8 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX a LOCATION Se a STRENGTH TEST ATLERSER G O LL o e> � Z Latitude:32.9592'Longitude:-97.036° z Of z❑� z w a. toa LL-PL-PIww Surface Elev.:538(Ft.) o Wm w p O U DEPTH ELEVATION Ft a SANDY FAT CLAY(CH),dark brown,hard 4.5(HP) 20 4.5(HP) 14 16.0 532 5 4.5(HP) 14 SANDY LEAN CLAY fCLI,with limestone 4.5(HP) 14 69 a 8•0 fragments,brown,hard 530 o SANDY LEAN CLAY(CLI,with calcareous 4.5(HP) 14 47-15-32 nodules,tan and brown,hard 1 ui a 13.0 525 g FAT CLAY(CH),shaley,tan and gray,stiff to very 2.5(HP) LIC 1.32 7.6 31 93 a stiff 1 a ❑ i z 0 4.5(HP) w 2 F- 'o. 24.0 514 = SHALE,with limestone layers,gray 2 TC=100/0.75' LU r 3 TC=100/2" 33.0 505 HALE,sandy,gray _ J 3 TC=100/1" W Z . 4 TC=100/0.5" u, w 4 TC=100/3.25" a: R w 4M 5 TC=100/6" Boring Tenninated at 50 Feet 0 0 0 o! w w Stratification lines are approximate.In-situ,the transition may be gradual. a a w Advancement Method: See Exploration and Testing Procedures for a Notes: Dry Augered description of field and laborato❑ ry procedures The boring elevations were obtained from the Overall Grading used and additional data(If any). Plan prepared by Pacheco Koch F See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. Boring backfilled with soil cuttings upon completion. 0 WATER LEVEL OBSERVATIONS a Boring Started:11-24-2017 Boring Completed;11-24-2017 mNo seepage observed during drilling Irerracon s o Drill Rig: Driller:Total Depth f N Dry at completion 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B- 9 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX JLOCATION See >o a F STRENGTH TEST o AfL LIMITS z 2 ~n S2 Latitude:32.9592°Longitude:-97.0349° Q H a v,F w z z LL x a ~ d> Oy w8 Z QW z w F w a w w w 3 z x LL-PL-PI w Surface Elev.:536(Ft.) o a m Q LL o o w DEPTH ELEVATION F ] O OU v U a 0 FAT CLAY(C ),with limestone fragments,brown, 535 4.5(HP) 32 and FAT CLAY(0I,with limestone fragments,dark 4.5(HP) 17 65-17-48 brown,hard 6.0 530 5 4.5(HP) 17 81 FAT CLAY(CH),with limestone fragments and 4.5(HP) 16 a iron deposits,light brown and tan,hard 1 4.5(HP) 12 � ui a 13.0 523 w FAT CLAY(C ),shaley,with limestone fragments 2.26(HP) LIC 2.07 5.2 26 97 a and sand seams,brown and gray,very stiff a 0 z 0 18.0 518 0 (C FAT CLAY H),shaley,gray,hard 4.5(HP) F w 2 - 23.0 _ 513 SHALE,wih sand seams,gray 4.5(HP) x 2 LU 3 TC=100/0.5" m N 3 'SZ TC=100/5.5" JLU 0 Z C� 0 40.0 496 4 TC=100/2.5" Boring Terminated at 40 Feet w O 0 ffi o! a z (7 a 0 0 LL O W Stratification lines are approximate.In-situ,the transition may be gradual. a a w W Advancement Method: See Exploration and Testing Procedures for a Notes: LL Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. Boring backfilled with soil cuttings upon completion. 0 WATER LEVEL OBSERVATIONS O Boring Started:11-28-2017 Boring Completed:11-28-2017 m Seepage observed at 34'during drilling Irerracon 9 p Drill Rig: Driller:Total Depth Lo Water at 36'at completion 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B-10 Page 1 of 1 PROJECT: Trade Group-Headquarters — CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX ATTERBERG O LOCATION See Exploration Plan ?o a F STRENGTH TEST o LIMITS w rn� � ' z Latitude:32.9592°Longitude:•97.0337° _ ¢ w a a? W z jLL a LU oW wz q z aLu r� w w t-w a w mow- 3 3z ro- LL-PLPI Surface Elev.:529(Ft.) o ¢m Q LL m w F p ❑w DEPTH ELEVATION Ft.ti O ~ u, N U a FAT CLAY(CH),with limestone fragments and 4.5 Hp 23 73-21-52 2.0 sand seams,dark brown,hard 527 ( ) 0 SANDY LEAN CLAY(CL),with limestone 525 4.5(HP) 15 fragments,orangish brown,hard SANDY LEAN CLAY(C�,with iron deposits below 5 3.0(HP) 18 117 8 0 6',brown and gray,very stiff to hard 527 4.25(HP) 15 A FAT CLAY(CHI,with limestone fragments,dark brown,hard 1 4.5(HP) 19 ui a 13.0 516 W FAT CLAY(CH),shaley,with sand seams,brown 3.25(HP) LIC 2.92 9 18 110 a and gray,very stiff to hard a or z 1s.s 509.5 4.5(HP) SANDY LEAN CLAY(CL),with limestone 2 fragments and gravel,brown and gray,hard a 4.5(HP) a 2 0 0 o! 28.0 501 o FAT CLAY(CH),shaley,with sand seams,gray, 2.5(HP) very stiff 3 r m J 3 TC=100/3.25" 3 0 z c5 0 0.0 ass 4 TC=100/1" Boring Terminated at 40 Feet W w c� R rr z a 0 M 0 a w Stratification lines are approximate.In-situ,the transition may be gradual. a a w Advancement Method: See Exploration and Testing I for a Notes: �-` Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch r See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. W Boring backfilled with soil cuttings upon completion. CD WATER LEVEL OBSERVATIONS z Boring Started:11-29-2017 Boring Completed:11-29-2017 No seepage observed during drilling 1re����v Drill Rig: Driller.Total Depth Dry at completion 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B-11 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX o LOCATION See ^ w Z a F STRENGTH TEST — LIMITS ATTERBERG co w Latitude:32.9592°Longitude:-97.0327' _ �¢ w a o W z z U. F LU J O WZ Z ! W }2 z o w Hw o wW �w—rr �z �� LL-PLPI W Surface Elev.:537(Ft.) o ¢m Q LL m w p p w DEPTH ELEVATION FL O Co ~ N U a FILL-SANDY LEAN CLAY(CLI.with gravel,tan 4.5(HP) 28 and brown,hard 4.5(HP) 14 5 4.25(HP) 14 53-15-38 a 8.0 529 3.0(HP) 20 SANDY LEAN CLAY(CLI,with limestone 0 fragments,brown,very stiff 3.0(HP) 20 105 W a 13.0 524 W SANDY LEAN CLAY CCU,tan and gray,very stiff 3.25(HP) a � a 0 0 18.0 519 CLAYEY SAND(SCI,gray and tan,very stiff 2.5(HP) LIC 3.15 14.9 15 118 w 2 F- 23.0 51417 FAT CLAY MIJ),shaley,with sand seams,gray = and tan,very stiff 2 3.75(HP) a o W 28.0 509 o SHALE,gray 3 TC=100/5.75" 3 TC=100/5" 0 z cb 4 TC=100/4.5" Cl) w 0 4 TC=100/3" 0: 0 a w a 50.0 487 5 TC=100/2.5" Boring Terminated at 50 Feet 0 0 0 LL O W LUStratification lines are approximate.In-situ,the transition may be gradual. a w w Advancement Method: See Exploration and Testing Procedu• for a Notes: Dry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the overall Grading � Plan prepared by Pacheco Koch See Supporting Information for explanation of i Abandonment Method: symbols and abbreviations. z Boring backfilled with soil cuttings upon completion. c� o WATER LEVEL OBSERVATIONS c7 Boring Started:11-30.2017 Boring Completed:11-30-2017 Seepage observed at 23'during drilling 1rerracon Drill Rig: Driller:Total Depth Ln Water at 27'at completion 8901 Carpenter Fwy Ste 100 p Dallas,TX Project No,:94175265 f � BORING LOG NO. B-12 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX a LOCATION See _J 0 w STRENGTH TEST A RG (n O � o _ LIMITS w; w z U Latitude:32.9589°Longitude:-97.0358° a >M CO W z z a vim) (= _ ~ z 4c w W W w F w z 3 z S2 LL-PL-PI v Surface Elev.:536(FL) o m < � F ❑ w DEPTH ELEVATION Ft. O S a. 1SANDY LEAN CLAY(CL),with limestone 4.5(HP) 10 31-13-18 fragments,reddish-brown and brown,hard 4.0 5324.5(HP) 12 SANDY LEAN CLAY(CL),with sand seams and5 4.5(HP) 14 o calcareous deposits,orangish brown,hard 530SANDY LEAN CLAY(CL),with iron deposits and 4.5(HP) 12 limestone fragments,gray and brown,hard .0 526 4.5(HP) 18 w Boring Terminated at 10 Feet 5 a W a a of z 0 W a r, x a 0 x 0 0 LU J Z 0 0 0 C7 F O w m zz 0 O M O w Stratification lines are approximate.In-situ,the transition may be gradual. a w Advancement Method: See Exploration and Testing Procedures for a Notes: oDry Augered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch � See Supporting Information for explanation of i Abandonment Method: symbols and abbreviations. N Boring backfilled with soil cuttings upon completion. 0 o WATER LEVEL OBSERVATIONS c� Boring Started:11.28-2017 Boring Completed:11-28-2017 Ir No seepage observed during drilling Irerracon°m Dry at completion Drill Rig: Driller:Total Depth M 8901 Carpenter Fwy Sta 100 Dallas,TX Project No.:94175265 1 t BORING LOG NO. B-13 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX 0 LOCATION See ?o a r STRENGTH TEST o A LIMITS G w min w z Latitude:32.959°Longitude:-97.0345° LLx w¢ F a W z z LL a ~a W9 pJ 0LU y WZc z 4- }� w Q ( w w w rr w; zz 0— LL-PL-PI Surface Elev.:537 Ft.) o ¢m W 2 F F 3 O DEPTH ELEVATION Ft. O ~ U N N U LU o. 1.0 FAT CLAY LCH),with limestone fragments,light 536 4.5(HP) 29 rown,hard 0 FAT CLAY(CH),with limestone fragments,dark 533 4.5(HP) 17 70-18-52 brown,hard FAT CLAY(CH),with calcareous nodules,brown 5 4.5(HP) 14 8.0 and tan,hard 529 4.5(HP) 15 A FAT CLAY(CH,shaley,with iron deposits,gray 10.0 and brown,hard 527 1 4.5(HP) 15 F Bating Terminated at 10 Feet g LU a a z 0 'a Cd7 c. 0 0 m r_ yJ 0 Z 0 Q w cs a0 w Q Z r2 W 0 w Stratification lines are approximate.In-situ,the transition may be gradual. n. a w LL Advancement Method: See Exploration and Testing Procedures for a Notes: Dry Augered description of field and laboratory procedures ❑ used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch FSee Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. 0 Boring backfilled with soil cuttings upon completion. r, 0. WATER LEVEL OBSERVATIONS Z Boring Started:11-28-2017 Boring Completed:11-28-2017 No seepage observed during drilling IrerraconDry at completion m Drill Rig: Driller:Total Depth 8901 Carpenter Fwy Ste 100 Dallas,TX Project No.:94175265 BORING LOG NO. B-14 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX ATTERBERG LOCATION See _ w Z wa r STRENGTH TEST a LIMITS w ?� ? xn l!1 H Z Latitude:32.9599°Longitude:-97.D323° Q I- W j Lu a x o w Z Z F a a Lu °x� F� wZc z aw >= z Surface Elev.:524(Ft.) p ¢m ¢ LL a g - a4 zo oa w LL-PL-PI ul DEPTH ELEVATION Ft. p S" N U a FILL-SANDY FAT CLAY(CH),brown,stiff to hard 1.75(HP) 21 4.0 520 4.5(HP) 16 FILL-SANDY LEAN CLAY_(CLI,dark gray,very 6.0 stiff 5185 2.25(HP) 16 59-17-42 a 8.0 FILL-SANDY LEAN CLAY(C�),tan and gray, 516 2.75(HP) 16 very stiff FILL-SANDY LEAN CLAY(CLI,dark brown,very 2.5(HP) UC 2.11 6 22 102 w stiff 1 a 13.0 511 a LU SANDY LEAN CLAY(CL),gray and tan,very stiff 3.5(HP) 4.21 15 15 to hard 119 a 1 � o� z 18.0 506 CLAYEY SAND(S ).tan 0.75(HP) UC 14 11 w 2 a 23.0 501 FAT CLAY MR,shaley,tan and gray,hard = 25.0 499 2 4.5(HP) j Boring Terminated at 25 Feet w r_ LU J 0 Z O H � I O W H e_ w it zz C7 O 2 O LL O W Stratification lines are approximate.In-situ,the transition may be gradual. a. w. Advancement Method: See Exploration and Testing Procedures for a Notes: oDry Augered description of field and laboratory procedures The boring elevations were obtained from the Overall Grading used and additional data(If� any.) Plan prepared by Pacheco Koch See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. Boring backfilled with soil cuttings upon completion. cs 0 WATER LEVEL OBSERVATIONS Boring Started:11-29.2017 Boring Completed:11-29-2017 it Seepage observed at 13'during drilling 1rerracon Drill Rig: Driller:Total Depth Water at 16'at completion 8901 Carpenter Fwy Ste 100 p Dallas,I X Project No.:94175265 BORING LOG NO. B-15 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX R ERG LOCATION See w z a r STRENGTH TEST LIMITS w mvi a z Latitude:32.9593'Longitude:-97.0324° _ ¢ F a w z ~ LL a a w� J �� LU z ¢� �_ ~c a J w 3 zo 0 LL-PL-PI w Surface Elev.:529(Ft.) o a m �tY w DEPTH ELEVATION IFt O � �. co U a FILL-SANDY FAT CLAY(CH),with gravel,tan 4.5(HP) 17 and brown,very stiff to hard 4.5(HP) 13 5 3.25(HP) 17 a 2.5(HP) LIC 1.74 8.2 19 103 a 4.5(HP) 16 52-14-38 w 1 a 13.0 516 w FILL-SANDY LEAN CLAY(!2L),with gravel 4.5(HP) a seams,hard 1 a 0 z 18.0 511 SANDY LEAN CLAY(Q),tan and gray,very stiff 3.5(HP) w'' 2 23.0 506 irZA CLAYEY SAND(SCI, tan and gray x 2 5.0 504 4.5(HP) 15 47 Boring Terminated at 25 Feet 2 s cs 0 J 0 Z W w t7 F Q a w x J Q Z CD a 0 0 rr 0 w Stratification lines are approximate,In-situ,the transition maybe gradual. a w eJ Advancement Method: See Exploration and Testing Procedures for a Notes: 0 Dry Angered description of field and laboratory procedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch �. See Supporting Information for explanation of o Abandonment Method: symbols and abbreviations. Boring backfilled with soil cuttings upon completion. cv 0 WATER LEVEL OBSERVATIONS o Boring Started:11-30-2017 Boring Completed:11-30-2017 o Seepage observed at 23'during drilling Irerracon Drill Rig: Driller.Total Depth Water at 24'at completion 8901 Carpenter Fwy Ste 100 — -- = Dallas,TX Project No.:94175265 BORING LOG NO. B-16 Page 1 of 1 PROJECT: Trade Group-Headquarters CLIENT: The Trade Group Carrollton,TX SITE: SWC of Genesis Way and Enchanted Way Coppell,TX o LOCATION See w z LU F STRENGTH TEST A�MITSRG w z Latitude:32.9588°Longitude:-97.0331° z q w j o- F o W z o u> _j ❑N nc� w x Surface Elev.:522(Ft.) o a rwn CL uJ W a 3 0 o W LL-PL PI U �00 4n Wu 2 H U 3 w DEPTH ELEVATION Ft. O o FILL-SANDY FAT CLAY(CH),brown and tan, 4.5(HP) 14 very stiff to hard 3.5(HP) LIC 7.94 9.7 15 112 5 4.25(HP) 14 3.5(HP) 18 a 1 4.5(HP) 14 52-14-38 � W a 13.0 509 FILL-SANDY LEAN CLAY(CL1,dark brown,hard 4.5(HP) ti 1 0 0 Z 18.0 504 0 FAT CLAY(CHI,with gravel,tan and gray,very 4.5(HP) stiff to hard 2 w caa 25.0 497 2 4.5(HP) Boring Terminated at 25 Feet 0 >J 0 Z 0 W F- 0 a it z f7 a 0 0 rr 0 w Stratification lines are approximate.In-situ,the transition may be gradual. uai w Advancement Method: See Exploration and Testing Procedures for a Notes: LL Dry Augered description of field and laboratory o pprocedures used and additional data(If any). The boring elevations were obtained from the Overall Grading Plan prepared by Pacheco Koch F See Supporting Information for explanation of z Abandonment Method: symbols and abbreviations. u, Boring backfilled with soil cuttings upon completion. cv 0 WATER LEVEL OBSERVATIONS 0 Boring Started:11-30-2017 Boring Completed:11-30-2017 m = Seepage observed at 20'during drilling 1rerraccin 9 p Drill Rig: Driller:Total Depth Wafer at 23'at completion 8901 Carpenter Fwy Ste 100 F Dallas,TX Project No.:94175265 SUPPORTING INFORMATION V UNIFIED SOIL CLASSIFICATION SYSTEM _1rerracan Trade Group-Headquarters a Grapevine,Tarrant County,Texas �-—� December 15,2017 a Terracon Project No.94175265 6eoReport Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group - — Group Name Symbol Gravels: Clean Gravels: Cu>_4 and 1<Cc<3 E GW Well•graded gavel More than 50%of Less than 5%fines Cu<4 and/or 1>Cc>3 E GP Poorly araded gravel coarse fraction Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,G,H Coarse-Grained Soils: retained on No.4 sieve More than 12%fines c Fines classify as CL or CH GC F,G H More than 50%retained �� Clean Sands: C�ey ravel on No.200 sieve Sands: Cu>_6 and 1<Cc s 3 E SW Wel raded sand 1 50%or more of coarse Less than 5%fines° Cu<6 and/or 1>Cc>3 E SP Poor raded sand fraction passes No.4 Sands with Fines: Fines classify as ML or MH SM Silty sand G,H,i sieve More than 12%fines° Fines classify as CL or CH SC Clayey,sand G,H,I PI>7 and plots on or above"A" CL Lean clay K,L,M Inorganic: Silts and Clays: PI<4 or Mots below"A"line J ML Silt K,L,M Liquid limit less than 50 Liquid limit-oven dried O anic cla K,L,M,N Fine-Grained Soils: Organic: Liquid limit-not dried <0.75 OL 50%or more passes the q Oin anic silt K,L,M,o No.200 sieve Inorganic: PI plots on or above"A"line CH Fat Clay K,L,M Silts and Clays: PI plots below"A"line MH Elastic Silt K,L,M Liquid limit 50 or more Liquid limit-oven dried Organic: <0.75 OH Organic clay K L,M,P Liquid limit-not dried Organic silt K,L,M,q Highly organic soils: Primarily organic matter,dark in color,and organic odor PT Peat A Based on the material passing the 3-inch(75-mm)sieve H If fines are organic,add"with organic fines"to group name. s If field sample contained cobbles or boulders,or both,add'With cobbles If soil contains>_15%gravel,add"with gravel"to group name. or boulders,or both"to group name. - If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay. c Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded H If soil contains 15 to 29%plus No.200,add"with sand"or"with gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly gravel,"whichever is predominant. graded gravel with silt,GP-GC poorly graded gravel with clay. Sands with 5 to 12%fines require dual symbols: SW-SM well-graded L If soil contains>_30%plus No.200 predominantly sand,add sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded "sandy" group name. sand with silt,SP-SC poorly graded sand with clay M If soil contains ains>_30°�plus No.200,predominantly gravel,add 2 "gravelly"to group name. (D30) H PI>_4 and plots on or above"A"line. Cu=Dso/D,o Cc= Q PI<4 or plots below"A"line. D10 x Dso P PI plots on or above"A"line. If soil contains>_16%sand,add"with sand"to group name. o PI plots below"A"line. G If fines classify as CL-ML,-use dual symbol GC-GM,or SC-SM. 60 .....f For classification of fine-grained soils and fine-grained fraction 50 of coarse-grained soils Equation of"A"-line 0- Horizontal at PI=4 to LL=25.5. ' X 40 then PI=0.73(LL-20) 1, . 0�. W _. p Equation of"U"-line ,' o Z Vertical at LL=16 to PI=7, G 30 then PI=0.9(LL-8) - �' - - Ci 20 .. MH or OH 10 _ 4 __ CL- L ML or OL 0 0 10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) DESCRIPTION OF ROCK PROPERTIES Merriman Trade Group-Headquarters Grapevine,Tarrant County,Texas December 15,2017 Terracon Project No.94175265 &oRepoirt WEATHERING Tenn scri Unweathered _ No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces. Slightly Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be _weathered discolored by weathering and may be somewhat weaker externally than in its fresh condition. Moderately Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is weathered present either as a continuous framework or as corestones. _ Highly More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is weathered present either as a discontinuous framework or as corestones. Completely All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact. weathered Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large change in volume, but the soil has not been significantly transported. STRENG_ RDNESS Unlaxial Compressive !ascription Field Identification Strength, MPa St ,�.( ) Extremely weak Indented by thumbnail 40-150(0.3-1) Very weak Crumbles under firm blows with pant of geological hammer,can be 150-700(1-5) peeled by a pocket knife Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations 700-4,000(5-30) _made by firm blow with point of geological hammer Medium strongCannot be scraped or peeled with a pocket knife, specimen can be fractured with single firm blow of geological hammer 4,000-7,000(30 50) Strong rock Specimen requires more than one blow of geological hammer to 7,000-15,000(50-100) fracture it _ Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000(100-250) Extremely strong Specimen can only be chipped with geological hammer >36,000(>250) DISCONTINUITY DESCRIPTION Fracture Spacing(Joints,Faults,Other Fractures) Bedding Spacing(May Include Foliation or Banding) scription Spacing Description Spacing Extremely close <3/in(<19 mm) Laminated <V2 in(<12 mm) Very close '/in—2-1/2 in(19-60 mm) Very thin Y in—2 in(12—50 mm) Close 2-1/2 in—8 in(60—200 mm) Thin 2 in—1 ft. (50—300 mm) Moderate 8 in—2 ft. (200—600 mm) Medium 1 ft.—3 ft. (300—900 mm) Wide 2 ft.—6 ft. (600 mm—2.0 m) Thick 3 ft.—10 ft. (900 mm—3 m) Very Wide 6 ft.—20 ft.(2.0—6 m) Massive > 10 ft. (3 m) Discontinuity Orientation(Angle): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the core. (For most cases,the core axis is vertical;therefore,the plane perpendicular to the core axis is horizontal.) For example, a horizontal bedding plane would have a 0-degree angle. ROCK QUALITY DESIGNATION(ROD) L Description ROD Value(%) Very Poor 0-25 Poor 25—50 Fair - 50—75 Good 75—90 Excellent 90- 100 The combined length of all sound and intact core segments equal to or greater than 4 inches in length, expressed as a percentage of the total core run length. Reference: U.S.Department of Transportation,Federal Highway Administration,Publication No FHWA-NHI-10-034,December 2009 Technical Manual for Design and Construction of Road Tunnels—Civil Elements DESCRIPTION OF ROCK PROPERTIES 1rerracan Trade Group-Headquarters Grapevine,Tarrant County,Texas December 15,2017 Terracon Project No.94175265 GeoReport WEATHERING - -L.-M Fresh Rock fresh, crystals bright, fewjoints may show slight staining. Rock rings under hammer if crystalline. Very slight Rock generally fresh,joints stained,somejoints may show thin clay coatings,crystals in broken face show bright. Rock rings under hammer if crystalline. Slight Rock generally fresh,joints stained, and discoloration extends into rock up to 1 in. Joints may contain day. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer. Significant portions of rock show discoloration and weathering effects. In granitoid rocks,most feldspars are dull Moderate and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock. Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist's pick. Severe All rock except quartz discolored or stained. Rock"fabric" clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left. Very severe All rock except quartz discolored or stained. Rock"fabric"discernible, but mass effectively reduced to"soil"with only fragments of strong rock remaining. Complete Rock reduced to"soil". Rock"fabric"no discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS(for engineering description of rock—not to be confused with Moh's scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist's pick. Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Moderately hard Can be scratched with knife or pick. Gouges or grooves to%in.deep can be excavated by hard blow of point of a geologist's pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in.deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist's pick. Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with fin er pressure. Can be scratched readily by fingernail. Joint,Bedding,and Foliation Spacing in Rock oints AIIIIIIIIIIIIL Less than 2 in. Very close Very thin 2 in.—1 ft. Close Thin 1 ft.—3 ft. Moderately close Medium 3 ft.—10 ft. Wide Thick More than 10 ft. Very wide Very thick 1 Spacing refers to the distance normal to the planes,of the described feature,which are parallel to each other or nearly so. Rock Quality Designator(ROD) Joint Openness Descriptors ROD,as Arrcentage C dPqcdpiion WL Openness AL _@WDescriptor Exceeding 90 Excellent No Visible Separation Tight 90—75 Good Less than 1/32 in. Slightly Open 75—50 Fair 1/32 to 1/8 in. Moderately Open 50—25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 318 in.to 0.1 ft. Moderately Wide 1. RQD(given as a percentage)=length of core in pieces 4 Greater than 0.1 ft. Wide inches and longer/length of run References: American Society of Civil Engineers.Manuals and Reports on Engineering Practice-No.56.Subsurface Investigation for Design and Construction of Foundations of Buildings,New York:American Society of Civil Engineers,1976. U.S. Department of the Interior,Bureau of Reclamation,Engineering Geology Field Manual. CITY REL TION SynchroPile, Inc. SHEET; 4W Firm istratlon F-8831 OF: CON FL1GT WM 7W�DI�13 QDpE OR Z+OHaivD Olt�•,.-,-- 5123 Blanco Road Project No. ZA19-0799 CITY San Antonio, Texas 78218 August 12, 2019 BE KEane: 210-541-0540 11MJmQ�Fal AT ALL TIME �x 210-34o-s4s4 DATE: S phil.king@synchropile.com JDK Associates, Inc. 9UK � 8Y: Buly rd , Texas 16 RELEASE DOES NOT APPLY INSPECTION CONSTRUCTION IN Bulverde, Texas 76163 EASEMENTS OR PUBLIC RIGHT-OF-WAY, CHANGES MUST BE APPRpV Attention: Mr. James S. Kenn' ED President Geotechnical Design, Segmental Retaining Wall Utilizing Regal Pro Stone Cut- Beveled Face Units, Trade Group 2900 Genesis Way OFFICE CO rY Grapevine, Texas This letter presents Plans and Specifications detailing the typical layout of the Segmental Retaining Wall (SRW) utilizing Regal Pro Stone Cut - Beveled Face Units to be used on the Trade Group project, located at 2900 Genesis Way, in Grapevine, Texas. Our services in developing these plans and specifications were performed in general accordance with our Proposal No. ZA19-0799, dated August 12, 2019. Our services were requested and authorized by Ms. Morgan Mueller with JDK in an email. Geotechnical Data. The design is based on geotechnical data developed by Terracon Consultants, Inc., and presented in their Report, Project No. 94175265. dated December 15, 2017. Their study was performed for subsurface exploration and foundation analysis for the proposed project. For our design, we have assumed the soils in the retaining wall area are similar to those revealed by the Terracon borings. Should different soils be encountered during the construction of the wall, it may be necessary to revise the design presented herein. Special Inspections. As indicated in the attached specifications, Special Inspections from a licensed engineering company is a recommendation of this design (unless requires! by .the City of Grapevine). Therefore, if the Owner follows this recommendation, they will need to arrange for a licensed engineering firm to provide special inspection services of the contractor's work;n accordance with IBC Chapter 17 (See IB 132) Global Stability Analysis. Global stability analysis was performed for a typical wall configuration in the vicinity of the proposed wall. The analysis was performed using the computer program Slope 6, developed by Rocscience, Inc., and utilizing the Bishop Simplified method of analysis. The slope configuration was based on our visual observation of the grades ^ «*3 4-1 A member of the Beck Holding Company group of national and international firms. SynchroPile,Inc.,Firm Registration F-8831 Project No.ZA19-0799 August 12,2019 ct at the site. Subsurface conditions for the analysis were based on Alliance geotechnical information, as discussed above. The global stability analysis was performed to calculate the minimum factor of safety against global sliding failure. The factor of safety represents the ratio of the forces tending to resist rotational failure to the forces tending to cause rotational failure. A factor of safety of 1.0 represents conditions of incipient failure. A factor of safety of 1.3 against a global failure is considered adequate considering the use of conservative soil parameters in the analysis. The results of the analysis are attached for the subject wall and indicate a minimum factor of safety of greater than 1.3. This factor of safety is based on the consideration of the wall dimensions, footing penetrations and geogrid lengths as presented in the attached design. Limitations. The attached design is to be utilized within the scope of work presented in our proposal, and is for the exclusive use of JDK Associates. This design is not intended to be used for any other purposes. SynchroPile, Inc makes no claim or representation concerning any activity or condition falling outside the specified purposes to which this design is directed, said purposes being specifically limited to the scope of work as defined in said agreement. Inquiries as to said scope of work or concerning any activity or condition not specifically contained therein should be directed to SynchroPile, Inc., for determination and, if necessary, further investigation. The professional services that form the basis for this design have been performed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical engineers practicing in the same locality. No warranty, express or implied, is made as to the professional advice set forth. We appreciate being of service to JDK Associates on this project. Please call if we can be of additional assistance. Sincerely, S nchroPile, Inc., Firm Registration F-8831 Philip G. King, P.E., E, F. ICE! cj� ,Eq°i3t1 President ���P�•• _. 911 tbm/PGK(c:%ZA19-07991et.doc) ♦ '; •�� Copies Submitted:(1) r .. ••••"�:' -2- SynchroPile,Inc.,Firm Registration F-8M31 Project No.ZA19-0799 August 12,2019 Segmental Retaining Wall Utilizing Regal Pro Stone Cut - Beveled Face Units Trade Group 2900 Genesis Way Grapevine, Texas JDK Project No. 1151 General Notes 1. This Specification, the attached Design Plans, and Letter dated May 12, 2019, are combined to make up the complete design package; and are for the exclusive use of JDK Associates. 2. Location and final finished height of the wall shall be as shown on the Site Drainage plan sheet developed for the project by the Site Civil Engineer. Any discrepancies between the Project Specifications and Plans developed for the project and these specifications and attached plans shall be forwarded in writing to SynchroPile, Inc. for clarification. Analyses were performed and design developed based on subsurface data developed by Terracon Consultants, Inc., and presented in their Report, Project No. 94175265, dated December 15, 2017. 3. Upper layer of Modular Concrete Units shall be stepped down uniformly across the wall as to shape the wall to grade contours. 4. The Modular Concrete Units shall be"Regal Pro Stone Cut- Beveled Face" Retaining Wall Units as manufactured under license from Anchor Wall Systems. 5. The first course (lowest course) of Modular Concrete Units shall be placed a minimum depth of 12 inches below lowest adjacent grade. 6. Geogrid shall be Synteen SF 20, SF 35 and SF 55, as directed in the following table (Page 2), Manufactured by Geo-Synthetics, Inc, (or equivalent). 7. At completion of project, Contractor to verify with Owner that safety handrails and fences are provided at the top of wall to meet local ordinances and codes. Design of handrails and fences are not included in this specification. Design details are provided on the attached plan sheets. 8. During and after general construction, no excavations, embedments or embodiments are to occur into the reinforced zone or within 5 ft of it, nor are excavations to occur below the toe of the wall without prior consultation with SynchroPile, Inc. The Contractor is to verify that this specification requirement is passed on the Owner. 9. During construction and prior to final placement of topsoil and/or pavement behind the wall, construction equipment and vehicles shall stay a minimum of 3 ft from back of wall. This requirement shall be passed on to the owner and/or General Contractor. 10. Positive drainage away from the wall (both top and bottom) shall be maintained prior to final placement of topsoil and/or pavement adjacent to the wall. The grades above the wall shall be such to address erosion issues above or below the wall. This requirement shall be passed on to the owner and/or General Contractor. 11. Unless noted otherwise on the site civil plans, the front face of the retaining wall shall be set at a slope ranging from near vertical to 8 vertical to 1 horizontal (8:1) slope as required to shape the wall. 12. The drainage of water from behind the wall is accomplished by the drainage of water through the reinforced gravel fill material (as specified herein) from behind the wall and through the face of the wall via the joints between the individual wall units. 13. Geogrid Placement is presented in the Following Table: -1 - wan N O N z°Y 4 tm 21 IL •�?�'`'f�� cry a + LO M M �� ' �� .�; Q-•;���,� i , r r r c�+,ri,c it! 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Z NNL+1pR L(7 tG tC t`w co QjCOrLV LV Lei V"Q�fi LD tC f:�dO OD r r r r W a t SynchroPile,Inc.,Finn Registration F-8831 Project No.ZA19-0799 August 12,2019 Specification Guidelines SPECIFICATION FOR SEGMENTAL RETAINING WALL SYSTEMS PART 1: GENERAL 1.01 Description A. Work includes furnishing and installing segmental retaining wall (SRW) units to the lines and grades designated on the project's final construction drawings or as directed by the Architect/Engineer. B. Also included are furnishing and installing appurtenant materials required for construction of the retaining wall as shown on the construction drawings. 1.02 Reference Standards A. Segmental Retaining Wall Units 1. ASTM C 1372-Standard Specification for Segmental Retaining Wall Units 2. ASTM C 140 - Standard Test Methods of Sampling and Testing Concrete Masonry Units B. Geosynthetic Reinforcement 1. ASTM D 4595- Tensile Properties of Geotextiles by the Wide-Width Strip Method 2. ASTM D 5262- Test Method for Evaluating the Unconfined Creep Behavior of Geosynthetics 3. GRI:GG1 -Single Rib Geogrid Tensile Strength 4. GRI:GG5 -Geogrid Pullout C. Soils 1. ASTM D 698 - Moisture Density Relationship for Soils, Standard Method 2. ASTM D 422 -Gradation of Soils 3. ASTM D 424 -Atterberg Limits of Soil D. Mortar 1. ASTM C 270 -Standard Specification for Mortar for Unit Masonry E. Drainage Pipe 1. ASTM D 3034-Specification for Polyvinyl Chloride (PVC) Plastic Pipe 2. ASTM D 1248-Specification for Corrugated Plastic Pipe F. Engineering Design 1. uNCMA Design Manual for Segmental Retaining Walls", 3rd Edition -3- SynchroPile,Inc.,Firm Registration F-8831 Project No.ZA19-0799 August 12,2019 2. Any discrepancies between the Project Specifications and Plans developed for the project and these specifications and attached plans shall be forwarded in writing to SynchroPile, Inc. for clarification and final determination of applicable document. 1.03 Submittals A. Material Submittals: Samples of all products used in the work of this section. B. Manufacturer's specifications (latest edition) for proposed materials, method of installation and list of materials proposed for use. 1.04 Delivery, Storage and Handling A. Contractor shall check materials upon delivery to assure that specified type and grade of materials have been received and proper color and texture of SRW units have been received. B. Contractor shall prevent excessive mud, wet concrete, epoxies, and like materials that may affix themselves, from coming in contact with materials. C. Contractor shall store and handle materials in accordance with manufacturer's recommendations. D. Contractor shall protect materials from damage. Damaged materials shall not be incorporated into the retaining wall. PART 2: MATERIALS 2.01 Segmental Retaining Wall Units A. SRW units shall be machine formed, Portland Cement concrete blocks specifically designed for retaining wall applications. SRW units currently approved for this project are "Regal Pro Stone Cut - Beveled Face" retaining wall units manufactured by a licensed manufacturer of Keystone. B. Color of SRW units shall be selected by the owner or his representative. C. Beveled Face finish - hard split main straight face with textured angular side configuration. Other face finishes will not be allowed without written approval of Owner. D. Meet requirements of ASTM C1372, except the maximum water absorption shall be s 8%for standard weight aggregates. E. Unit Face Area: Not less than 0.67 square feet. F. Bond configuration - running with bonds nominally located at midpoint in vertically adjacent units. G. Vertical setback: an integral shear connection flange/locator to provide a 1 inch t setback per course, per the design. Maximum horizontal gap between erected units shall be 51/2 inch. -4- SynchroPile,Inc.,Firm Registration F-8831 Project No.ZAI"799 August 12,2019 H. SRW units shall be sound and free of cracks or other defects that would interfere with the proper placing of the unit or significantly impair the strength or permanence of the structure. Cracking or excessive chipping may be grounds for rejection. Units showing cracks longer than 1/2" shall not be used within the wall. Units showing chips visible at a distance of 30 feet from the wall shall not be used within the wall. I. Concrete used to manufacture SRW units shall have a minimum 28 days compressive strength of 3,000 psi. Compressive strength test specimens shall conform to the saw-cut coupon provisions of Section 5.2.4 of ASTM C140 with the following exception: Coupon shall be taken from the least dimension of the unit of a size and shape representing the geometry of the unit as a whole. J. SRW units' molded dimensions shall not differ more than + 1/8 inch from that specified, except height which shall be + 1116 inch as measured in accordance with ASTM C140, not including textured face. 2.02 Mortar A. Mortar used shall consist of a Type S, Grade NS, Class 25. 2.03 Drainage Pipe A. Drainage Pipe shall be perforated or slotted PVC or corrugated HDPE pipe manufactured in accordance with D3034 and/or ASTM F405. The pipe may be covered with a geotextile filter fabric to function as a filter. 2.04 Geosynthetic Reinforcement A. Geogrid shall be Synteen SF 20 and SF 35, Manufactured by Geo-Synthetics, Inc, or equivalent, and having the property requirements described within the manufacturer's specifications and required by the design (or equivalent). B. The type, strength, and placement location of the reinforcing geosynthetic shall be as determined by the Wall Design Engineer, as shown on the final, P.E. sealed retaining wall plans. 2.05 Leveling Pad A. Material shall consist of compacted crushed stone or unreinforced concrete as shown on the construction drawing. "Pea gravel" or any other poorly graded stone shall not be permitted. The leveling pad should extend laterally at least a distance of 6 inches from the toe and heel of the lowermost SRW unit. A minimum of two inches of concrete can be used for the leveling pad is founded on competent rock. -5- SynchroPile,Inc.,Firm Registration F-8831 Project No.ZA1 M799 August 12,2019 2.06 Select Reinforced Fill and Drainage Aggregate Reinforced Select Fill shall consist of clean 1-1/2" minus crushed stone or crushed gravel meeting the gradation listed below. This material will also serve as Drainage Aggregate. "Pea gravel" shall not be used. Sieve Size Percent Passing 1-1/2 inch 100 3/4 inch 75-100 No. 4 0- 10 No. 50 0-5 PART 3: CONSTRUCTION 3.01 Quality Control/Quality Assurance A. The wall installation contractor is responsible for quality control (QC) of installation of all materials. Contractor's field construction supervisor shall have demonstrated experience and be qualified to direct all work at the site. The contractor should enlist the assistance of a qualified party to verify the correct installation of all materials according to these specifications and the construction drawings. B. The Owner, at his own expense, should retain a qualified professional to perform quality assurance (QA) checks of the contractor's work. C. Work found to be deficient according to these specifications or the construction drawings must be corrected at the contractor's expense. D. The Owner, at his own expense, should (unless required by the City of Grapevine) retain a licensed engineering company to perform the following Special Inspections (in accordance with IBC Chapter 17 (See IB 132)), including field reports to verify proper construction in accordance with these specifications: D.1 Observed that proper materials (backfill, modular blocks and grid etc.) are used in the wall construction; D.2 Verify proper construction of the Foundation Preparation and Base Leveling Pad; D.3 Verify proper construction of the modular blocks, geogrid, and backfill, including compaction of the backfill material; DA Notify SynchroPile of any occurrence of changed conditions from those listed in these design documents. D.5 Verify condition of finished grades, above and below the wall, meets the design requirements contained herein. 3.02 Excavation A. Contractor shall excavate to the lines and grades shown on the project grading plans. Contractor shall take precautions to minimize over-excavation. Contractor shall be careful not to disturb embankment and foundation materials beyond lines shown. Do not excavate within 3 ft of existing trees. Place guy lines to tie back and support trees during excavation. -6- SynchroPile,Inc.,Firm Registration F-8831 Project No.ZA19-0799 August 12,2019 B. Contractor shall verify location of existing structures and utilities prior to excavation. Contractor shall ensure all surrounding structures are protected from the effects of wall excavation. Excavation support, if required, is the responsibility of the Contractor 3.03 Foundation Preparation A. Foundation soil shall be excavated as required for leveling pad and specified number of SRW units (See General Notes), or as directed by the Engineer. B. Foundation soil shall be in an undisturbed state, or compacted to a density to support the wall with minimum settlement (notify Engineer of any concerns with unsuitable or less than optimal foundation soils). C. Unsuitable soils shall be removed and replaced with acceptable material under the guidance of the Engineer. D. Extend areas requiring fill to a slope of no greater than 4 horizontal to 1 vertical (4:1)for a distance until natural grade is achieved. 3.04 Base Leveling Pad A. Leveling pad materials shall be placed upon an approved foundation to a minimum thickness of 3", or as directed by the Engineer. B. Foundation soil shall be approved by the Engineer to confirm that the actual foundation soil conditions meet or exceed assumed design conditions. C. Compact aggregate base material to provide a level, hard surface on which to place the first course of units. D. Prepare base materials to ensure complete contact with retaining wall units. Gaps are not allowed. 3.06 SRW ERECTION A. General: Erect units in accordance with manufacturer's instructions and recommendations, and as specified herein. B. Place first course of concrete wall units on the prepared base material. Check units for level and alignment. Maintain the same elevation at the top of each unit within each section of the base course. C. Ensure that foundation units are in full contact with natural or compacted soil base. D. Place concrete wall units side-by-side for full length of wall alignment. Alignment may be done by using a string line measured from the back of the block. Gaps are not allowed between the foundation concrete wall units. E. Place 12 inches (minimum) of drainage aggregate between, and directly behind, the concrete wall units. Fill voids in retaining wall units with drainage aggregate. Provide a drainage zone behind the wall units to within 9 inches of the final grade. Cap the backfill and drainage aggregate zone with 9 inches of impervious material. F. Install drainage pipe at the lowest elevation possible, to maintain gravity flow of water to outside of the reinforced zone. Slope the main collection drainage pipe, located just behind the concrete retaining wall units, 2 percent (minimum) to provide gravity flow to -7- SynchroPile,Inc.,Finn Registration F-8831 Project No.ZA19-0799 August 12,2019 the daylighted areas. Daylight the main collection drainage pipe through the face of the wall, and/or to an appropriate location away from the wall system at each low point or at 50-foot (maximum) intervals along the wall. Alternately, the drainage pipe can be connected to a storm sewer system at 50-foot(maximum) intervals. G. Remove excess fill from top of units and install next course. Ensure drainage aggregate and backfill are compacted before installation of next course. H. Check each course for level and alignment. Adjust units as necessary to maintain level and alignment prior to proceeding with each additional course. 1. Install each succeeding course. Backfill as each course is completed. Pull the units forward until the locating surface of the unit contacts the locating surface of the units in the preceding course. Interlock wall segments that meet at corners by overlapping successive courses. Attach concrete retaining wall units at exterior comers with adhesive specified. 3.06 Geosynthetic Reinforcement Placement A. All geosynthetic reinforcement shall be installed in accordance with geosynthetic manufacturer's recommendations at the proper elevation and orientation as shown on the retaining wall plan profiles and details, or as directed by the Wall Design Engineer. B. At the elevations shown on the final plans, the geosynthetic reinforcement shall be laid horizontally on compacted infill and on top of the concrete SRW units. Embedment of the geosynthetic in the SRW units shall be consistent with SRW manufacturer's recommendations. Correct orientation of the geosynthetic reinforcement shall be verified by the Contractor to be in accordance with the geosynthetic manufacturer's recommendations. The highest strength direction of the geosynthetic must be perpendicular to the wall face. C. Geosynthetic reinforcement layers shall be one continuous piece for their entire embedment length. Overlap of the geosynthetic in the design strength direction (perpendicular to the wall face) shall not be permitted. Horizontally adjacent sections of geosynthetic reinforcement shall be butted in a manner to assure 100 percent coverage after placement. Gapping between horizontally adjacent layers of geosynthetic (partial coverage)will not be allowed. D. Tracked construction equipment shall not be operated directly on the geosynthetic reinforcement. A minimum of 6 inches of backfill is required prior to operation of tracked vehicles over the geosynthetic. Turning should be kept to a minimum. Rubber-tired equipment may pass over the geosynthetic reinforcement at slow speeds (less than 5 mph). E. The geosynthetic reinforcement shall be in tension and free of wrinkles prior to placement of soil fill. The nominal tension shall be applied to the reinforcement and secured in place with staples, stakes or by hand tensioning until reinforcement is covered by six inches of fill. 3.07 Drainage Materials Drainage aggregate shall be installed to the line, grades, and sections shown on the final plans. Drainage aggregate shall be placed to the minimum thickness shown on the -8- SynchroPile,Inc.,Finn Registration F-8831 Project No.ZA1"799 August 12,2019 construction plans between and behind units (a minimum of one cubic foot for each exposed square foot of wall face unless otherwise noted on the final wall plans). 3.08 Select Fill Placement A. Crushed Rock Reinforced select fill material shall be placed in 6-inch maximum compacted lifts using at least three (3) passes of a lightweight hand operated mechanical tamper, plate, or roller. The crushed stone material shall be densely compacted per TxDOT Item 423.3 E. The backfill shall be placed and spread in such a manner as to eliminate wrinkles or movement of the geosynthetic reinforcement and the SRW units. B. At completion of wall construction, general clay backfill shall be placed level with the final top of wall elevation. If final grading, paving, landscaping, and/or storm drainage installation adjacent to the wall is not placed immediately after wail completion, temporary grading and drainage shall be provided to ensure water runoff is not directed at the wall nor allowed to collect or pond behind the wall until final construction adjacent to the wall is completed. 3.09 SRW Caps A. SRW caps shall be properly aligned and glued to underlying units with a flexible, high- strength concrete adhesive. Rigid adhesive or mortar are not acceptable. B. Caps shall overhang the top course of units by 314 to 1 inch. Slight variation in overhang is allowed to correct alignment at the top of the wall. C. Cut cap units as necessary to obtain the proper fit. 3.10 Construction Adjacent to Completed Wall A. The Owner or Owner's Representative is responsible for ensuring that construction by others adjacent to the wall does not disturb the wall or place temporary construction loads on the wall that exceed design loads, including loads such as water pressure, temporary grades, or equipment loading. Heavy paving or grading equipment shall be kept a minimum of three feet behind the back of the wall face. Equipment with wheel loads in excess of 150 psf live load shall not be operated within 10 feet of the face of the retaining wall during construction adjacent to the wall. Care should be taken by the General Contractor to ensure water runoff is directed away from the wall structure until final grading and surface drainage collection systems are completed. END OF SECTION -9- SynchroPile,Inc„Finn Registration F-8831 Project No.ZA19-0799 August 12,2019 Global Stability Analysis The following pages present the Global Stability Analysis information, created by the computer program Slope 6, developed by Rocscience, Inc. -10- E N N r rl OD F" C a U C N d P jg O a, a 3 On c � co � vs 2 C7 a w 8 c E � N 0 m o '+ C7 H 0 N N rl LU a I r Q C O � N O. L a C� N 414 u 00000000000000000000000000 +'ow000inotnotn00000m000LnoLnoLno roo N In r- oN Inr- ON In r- ON Ln r- O N un l- ON Inr- O W 0000c-I r-I �-1 4NNNN f"109 MM 4444NL� L� Nl0 w 09 Oti 0 - E a+ N 06 Lo d � FE .�.I e 3 C eL m � eCL E ON Ln O Zs `n a- �' to o � � o� N r 'eft ke a o C a � � cc_n C 'P a C NNN y E is R1 pa N CL d r- awl C -E e G E Q aaatn .0 d � ccao. 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