ESBD_393688_1738702538751_HHS0015184 Attachment H-2a.pdf

Attachment H-2 Project Specifications

FINAL

MECHANICAL / ELECTRICAL / PLUMBING

SPECIFICATIONS

FOR

TEXAS HEALTH AND HUMAN SERVICES COMMISSION

ALAMO HALL GERIATRIC MSU RENOVATIONS

AT THE

SAN ANTONIO STATE HOSPITAL

6711 South New Braunfels

San Antonio, Texas 78223-3006

MECHANICAL/ELECTRICAL/PLUMBING ENGINEER:

MOOSE ENGINEERS

1344 South Flores Suite 203

San Antonio, Texas 78204 210.361.1400

(No Fax Number)

11/15/2024

Texas Board of Professional Engineers

Registration # F - 19823

STRUCTURAL SPECIFICATIONS

STRUCTURAL ENGINEER:

INTELLIGENT ENGINEERING SERVICES (IES)

1045 Central Parkway North Suite 200

San Antonio, Texas 78232 210.349.9098

210.349.0146 Fax

Texas Board of Professional Engineers

Registration No.# F-432

VINCE GUERRA

140231

11/15/24

TECHNOLOGY AND SECURITY SYSTEMS

SPECIFICATIONS

TECHNOLOGY AND SECURITY SYSTEMS:

DEWBERRY ENGINEERING, INC.

401 SW Water Street Suite 701

Peoria, Illinois 61602-1530

309.282.8000

309.282.8001 Fax

Michael J McTavish

2024.11.12 15:19:07-06'00'

CONSULTANTS

ARCHITECT:

CHESNEY MORALES PARTNERS, INC.

4901 Broadway Suite 250 San Antonio, Texas 78209 210.828-9481

210. 828-9719 (Fax)

BEHAVIORAL HEALTH:

DEWBERRY ARCHITECTURE SERVICES

401 SW Water Street Suite 701 Peoria, Illinois 61602-1530

309.282.8001 (Fax)

MECHANICAL/ELECTRICAL/PLUMBING ENGINEER:

1344 South Flores Suite 203 San Antonio, Texas 78204 210.361.1400 (No Fax Number)

STRUCTURAL ENGINEER:

1045 Central Parkway North Suite 200 San Antonio, Texas 78232 210.349.9098

210.349.0146 Fax

CIVIL ENGINEER:

BAIN MEDINA BAIN INC.

7073 San Pedro San Antonio, Texas 782167 210.4947223

210.490.5120 Fax

TECHNOLOGY AND SECURITY SYSTEMS:

DEWBERRY ENGINEERING, INC.

401 SW Water Street Suite 701 Peoria, Illinois 61602-1530

309.282.8001 Fax

ROCK ENGINEERING & TESTING LABORATORY, LLC

Corpus Christi San Antonio Round Rock Office: 361.883.4555 Office: 210.495.8000 Office: 512.284.8022 Fax: 361.883.4711 Fax: 210.495.8015 Fax: 512.284.7764 6817 Leopard St. 10856 Vandale 7 Roundville Ln.

Corpus Christi, TX 78409 San Antonio, TX 78216 Round Rock, TX 78664 www.rocktesting.com

• GEOTECHNICAL ENGINEERING

• CONSTRUCTION MATERIALS

ENGINEERING & TESTING

• SOILS • ASPHALT • CONCRETE

January 19, 2024

Chesney Morales Partners, Inc.

4901 Broadway, Suite 250 San Antonio, Texas 78209

Attention: Jason Walters

SUBJECT: SUBSURFACE EXPLORATION, LABORATORY TESTING PROGRAM,

AND FOUNDATION RECOMMENDATIONS

FOR THE PROPOSED ADDITION AND SALLYPORT

SAN ANTONIO STATE HOSPITAL

SAN ANTONIO, TEXAS

ROCK Project Number: G224010

Dear Mr. Walters, In accordance with our agreement, Rock Engineering & Testing Laboratory, LLC (ROCK) performed a subsurface exploration and foundation evaluation for the referenced project.

The results of this exploration, together with our recommendations, are presented in the accompanying report, an electronic copy of which is being transmitted herewith. ROCK will provide up to two (2) hard copies of this report at your request.

Often, because of design and construction details that occur on a project, questions arise concerning soil conditions. ROCK would be pleased to continue its role as the Geotechnical Engineer during project implementation.

ROCK also has great interest in providing materials testing and special inspection services during the construction phase of this project. If you will advise us of the appropriate time to discuss these engineering services, we will be pleased to meet with you at your convenience.

Sincerely, Kyle D. Hammock, P.E.

Vice President - San Antonio

SUBSURFACE EXPLORATION, LABORATORY TESTING PROGRAM,

AND FOUNDATION RECOMMENDATIONS

FOR THE PROPOSED ADDITION AND SALLPORT

SAN ANTONIO, TEXAS

ROCK PROJECT NUMBER: G224010

PREPARED FOR:

CHESNEY MORALES PARTNERS, INC.

4901 BROADWAY, SUITE 250

SAN ANTONIO, TEXAS 78209

JANUARY 19, 2024

PREPARED BY:

ROCK ENGINEERING & TESTING LABORATORY, LLC

10856 VANDALE ST.

SAN ANTONIO, TX 78216

PHONE: (210) 495-8000; FAX: (210) 495-8015

TEXAS BOARD OF PROFESSIONAL ENGINEERS

FIRM REGISTRATION NUMBER 2101

Kyle D. Hammock, P.E.

Vice President - San Antonio

TABLE OF CONTENTS

Page

INTRODUCTION

Authorization Purpose and Scope General

FIELD EXPLORATION

Scope Drilling and Sampling Procedures Field Tests and Measurements

LABORATORY TESTING PROGRAM

SUBSURFACE CONDITIONS

General Soil Conditions Seismic Site Class Groundwater Observations

FOUNDATION DISCUSSION AND RECOMMENDATIONS

Project Description PVR Discussion Underreamed Drilled Piers Recommendations Other Pier Design Considerations Lateral Pier Analysis

SITE IMPROVEMENT METHODS

General Considerations Concrete Flatwork

CONSTRUCTION CONSIDERATIONS

Site Preparation Subgrade Preparation Engineered Fill Materials Earthwork and Foundation Acceptance Differential Movement Between Structures Utilities Expansion Joints

GENERAL COMMENTS

APPENDIX

Boring Location Plan Log of Boring B-1 and B-2 Key to Soil Classifications

January 19, 2024 PROPOSED ADDITION AND SALLYPORT Chesney Morales Partners, Inc. San Antonio State Hospital ROCK Project No.: G224010 San Antonio, Texas

INTRODUCTION

This report presents the results of a subsurface exploration and foundation evaluation for the proposed Addition and Sallyport project to be constructed at the San Antonio State Hospital in San Antonio, Texas. This study was conducted for Chesney Morales Partners, Inc., for the specific project and subsurface conditions described herein.

Authorization

The work for this project was performed in accordance with ROCK Proposal No.

SGP102023BR1 dated November 28, 2023. The proposal contained a scope of work, fee, and limitations. The proposal was approved and signed by Jason Walters on January 5, 2024 and returned to ROCK via email.

Purpose and Scope

The purpose of this study was to provide applicable foundation design recommendations for the proposed project. The scope of this study included the subsurface exploration, field and laboratory testing, engineering analysis and evaluation of the subsurface soils, development of foundation recommendations suitable for the proposed project, and preparation of this report.

The scope of services did not include an environmental assessment. Any statements in this report, or on the Logs of Boring, regarding odors, colors, unusual or suspicious items or conditions are strictly for the information of the client.

General

The exploration and analysis of the subsurface conditions reported herein are considered sufficient in detail and scope to form a reasonable basis for foundation designs. The recommendations submitted for the proposed project are based on the available soil information and the preliminary design details provided to ROCK. If other design criteria are required for the structural engineer to complete the foundation designs, and the requested information can be obtained from the agreed upon scope of work, ROCK will provide the requested information as a supplement to this report.

The Geotechnical Engineer states that the findings, recommendations, specifications or professional advice contained herein, have been presented after being prepared in a manner consistent with the level of care and skill ordinarily exercised by reputable members of the Geotechnical Engineer’s profession practicing contemporaneously under similar conditions in the locality of the project.

ROCK operates in accordance with “Standard Practice for Minimum Requirements for Agencies Engaged in the Testing and/or Inspection of Soil and Rock as Used in Engineering Design and Construction”, (ASTM D3740). No other representations are expressed or implied, and no warranty or guarantee is included or intended.

FIELD EXPLORATION

Scope

The field exploration, completed in order to evaluate the engineering characteristics of the subsurface conditions, included a reconnaissance of the project site, drilling test borings and recovering disturbed samples and a relatively undisturbed sample of the subsurface materials encountered at the test boring locations. ROCK performed a total of two (2) borings at the site. The table below provides the boring locations, number, and depths:

SUMMARY OF BORING INFORMATION

Boring Location Boring Identification Boring Depth (ft) GPS Coordinates

Alamo Hall Addition B-1 35 N 29.365637, W -98.463651

Seidel Building Sallyport B-2 65 N 29.364970, W -98.463786

During the sample recovery operations, the subsurface materials encountered were classified and recorded on Logs of Boring in accordance with “Standard Guide for Field Logging of Subsurface Exploration of Soil and Rock”, (ASTM D5434). Upon completion of the drilling operations and obtaining the groundwater observations, the drill holes were backfilled with excavated soil.

ROCK determined the number, location and depth of the borings. ROCK also located the borings in the field and completed the drilling operations. A Boring Location Plan is provided in the Appendix of this report.

Drilling and Sampling Procedures

The test borings were performed using a drilling rig equipped with a rotary head turning solid flight augers to advance the boreholes to the termination depths. Disturbed samples were obtained employing split-barrel sampling procedures in general accordance with the procedures for “Penetration Test and Split-Barrel Sampling of Soils” (ASTM D1586).

Relatively undisturbed soil samples were obtained using thin-wall tube sampling procedures in accordance with the procedures for “Thin Walled Tube Sampling of Soils” (ASTM D1587). The samples obtained by this procedure were extruded by a hydraulic ram in the field.

The samples obtained from the test borings were classified in the field, placed in plastic bags, marked according to boring number, depth and any other pertinent field data, and stored in special containers. The samples were delivered to the laboratory for testing at the completion of the drilling operations.

Field Tests and Measurements

Penetration Tests - During the sampling procedures, standard penetration tests (SPT) were performed to obtain the standard penetration value of the subsurface materials. The standard penetration value (N) is defined as the number of blows of a 140-pound hammer, falling 30-inches, required to advance the split-barrel sampler 1-foot into the soil. The sampler is lowered to the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows is recorded for each of three successive 6-inch penetrations.

The “N” value is obtained by adding the second and third 6-inch increment number of blows from the hammer. The results of standard penetration tests indicate the relative density of cohesionless soils and comparative consistency of cohesive soils, thereby providing a basis for estimating the relative strength and compressibility of the soil profile components.

Groundwater Observations - Groundwater observations were made during the test boring operations and are noted on the Logs of Boring provided in the Appendix. The amount of water in an open borehole largely depends on the permeability of the soils encountered at the boring location. In relatively pervious soils, such as sandy soils, the indicated depth is usually a reliable groundwater level. In relatively impervious soils, a suitable estimate of the groundwater depth may not be possible, even after several days of observation. Seasonal variations, temperature, land-use, and recent rainfall conditions may influence the depth to groundwater.

Ground Surface Elevations - The ground surface elevations at the test boring locations were not provided or surveyed. The depths referred to in this report are reported from the actual ground surface elevations at the boring locations during the time of our field investigation. A Grading Plan should be provided to ROCK for review prior to design finalization.

LABORATORY TESTING PROGRAM

A laboratory-testing program was conducted to supplement the information obtained during the field investigation. The results of the laboratory-testing program provide additional pertinent engineering characteristics of the subsurface materials necessary in analyzing the behavior of the foundation systems for the proposed project.

The laboratory-testing program included performing supplementary visual classification (ASTM D2487) and moisture content tests (ASTM D2216) on the obtained samples. In addition, selected samples were subjected to Atterberg limits tests (ASTM D4318) and percent material finer than the #200 sieve tests (ASTM D1140). The shear strengths of selected cohesive soil samples were evaluated from unconsolidated undrained compression tests (ASTM D2850). Estimated soil strengths were obtained using a hand penetrometer.

The laboratory-testing program was conducted in general accordance with applicable ASTM Specifications. The results of these tests are presented on the accompanying Logs of Boring provided in the Appendix.

SUBSURFACE CONDITIONS

General

The types of materials encountered in the test borings have been visually classified and are described in detail on the Logs of Boring. The results of the standard penetration tests, strength tests, water level observations and laboratory tests are presented on the Logs of Boring in numerical form.

Representative samples of the soil were placed in polyethylene bags and are now stored in the laboratory for further analysis, if desired. Unless notified to the contrary, the samples will be disposed of three months after issuance of this report.

The stratification of the soil, as shown on the Logs of Boring, represents the conditions at the actual boring locations. Variations may occur between, or beyond, the boring locations. Lines of demarcation represent the approximate boundary between different soil types, but the transition may be gradual, or not clearly defined.

It should be noted that, whereas the test borings were drilled and sampled by experienced drillers, it is sometimes difficult to record changes in stratification within narrow limits. In the absence of foreign substances, it is also difficult to distinguish between discolored soils and clean soil fill.

Soil Conditions

The subsurface conditions encountered at the site generally consist of moderate to very high plasticity fat and lean clay that extends to the deepest boring termination depth of approximately 65-feet. The clay soils have tested plasticity index (PI) values ranging from 22 to 69 and have stiff to very hard consistencies based on standard penetration test (SPT) N-Values ranging from 12 blows per foot to 69 blows for a penetration of 11-inches and hand penetrometer test values of 4.5+ tsf.

Detailed descriptions of the subsurface materials encountered at the boring locations are provided on the Logs of Boring attached. Representative samples of the soil were placed in polyethylene bags and are now stored in the laboratory for further analysis, if desired.

Unless notified to the contrary, the samples will be disposed of three months after issuance of this report.

The stratification of the soil, as shown on the Logs of Boring, represents the soil conditions at the actual boring locations. Variations may occur between or beyond the boring locations. Lines of demarcation represent the approximate boundary between different soil types, but the transition may be gradual, or not clearly defined.

It should be noted that, whereas the test borings were drilled and sampled by experienced technicians, it is sometimes difficult to record changes in stratification within narrow limits.

In the absence of foreign substances, it is also difficult to distinguish between discolored soils and clean soil fill.

Seismic Site Class

The field investigation did not include a 100-foot deep boring, therefore, the soil properties are not known in sufficient detail to determine the Site Class per ASCE 7 Chapter 20. This section states that where site-specific data are not available to a depth of 100-feet, appropriate soil properties are permitted to be estimated by the registered design professional preparing the soil investigation report based on known geologic conditions.

This site has stiff to very hard clay soils.

Table 20.3-1 Site Class Definitions of ASCE 7 Chapter 20, indicates that Site Class D materials should have soil undrained shear strengths between 1,000 and 2,000 psf and standard penetration resistances between 15 and 50 blows per foot. The on-site soils extending to the 20-foot depth have strengths similar to Site Class D materials; therefore, ROCK recommends that Site Class D, “stiff soil profile” be assumed.

Groundwater Observations

Groundwater was not during the drilling operations nor observed upon completion of the boring operations. It should be noted that water levels in open boreholes may require several hours to several days to stabilize depending on the permeability of the subsurface materials and that groundwater levels or zones of seepage may be subject to seasonal conditions, recent rainfall, drought or temperature effects.

FOUNDATION DISCUSSION AND RECOMMENDATIONS

Project Description

Based on the information provided to ROCK, it is understood that the project will consist of the construction of a new addition and concrete ramp on the north side of Alamo Hall (Building 521) as well as a new sallyport for the Seidel Building (Building 598). The Alamo Hall building is reportedly suspended on spread footings bearing at a depth of 25-feet.

The Seidel building is reportedly suspended on piers bearing at a depth of 58-feet.

Foundation design loads were not provided; however, our experience with similar type structures would indicate maximum concentrated loads would be on the order of 50 to 80-kips and wall loads will be in the range of 1to 2-kips per linear foot.

Grading and finished floor elevation information was not provided. It is assumed that the proposed site grade elevations will be similar to the existing site grade elevations and the finished floor elevations for the new structures will match the existing adjacent structures.

PVR Discussion

The clay soils encountered in the test borings at this site are moderate to very high in plasticity. The calculated total potential vertical rise (PVR) for slab-on-grade or movement sensitive flatwork construction at this site is approximately 3 to 3½-inches. The PVR was calculated using the Texas Department of Transportation Method TEX-124E and took into account the average depth of active zone, estimated to extend to a depth of approximately 15-feet, and the Atterberg limits test results of the soils encountered within the active zone.

It is important to note that the PVR value provided herein was calculated using the Texas Department of Transportation Method TEX-124E and represents the vertical rise that can be experienced by relatively dry subsoils subjected to increases in soil moisture content resulting from capillary effects or rainwater. The TEX-124E method is widely used in Texas for predicting expansive soil movements and has been found to be reasonably accurate for moisture variations resulting from normal seasonal and climatic controlled conditions (environmental conditions). The actual movement of the subsoils is dependent upon their change in moisture content.

Conditions that allow the soils to become saturated or significantly exceed typical moisture variations resulting from environmental conditions or exceed the dry and wet boundary conditions established by the TEX-124E method, such as poor drainage, broken utilities, and variations in subsurface groundwater sources, may result in higher magnitudes of moisture related soil movements than calculated by the PVR method provided herein.

It is anticipated that when completely inundated with water and allowed to become saturated, which would likely be the case if proper drainage around the structure is not provided or if a broken plumbing line was to occur, the subgrade soils could swell 2 or more times the magnitude estimated by the TEX-124E PVR. Differential vertical movements may occur over a distance equal to the depth of the active zone and can potentially be equal to the expected total movements.

Undercutting a portion of the existing soils and replacing them with properly compacted select fill soils should reduce the PVR. The resulting reduction in PVR at this site, calculated using the Texas Department of Transportation Method TEX-124E and utilizing undercutting and replacement operations, are included in the table below. The values in the table are based on the FFE being approximately 1-foot above the existing site grade and account for an approximate 5 to 6-inch thick floor slab.

PVR REDUCTION

Minimum Required Undercut Depth (ft)

Minimum Select Fill Thickness (ft)

Approximate Resulting PVR Value (in)

3 3½ 2

5½ 6 1½

7½ 8 1

Typically, ROCK recommends undercutting the natural expansive clay soils within a grade supported structure footprint and replacing them with properly compacted select fill soils to reduce the TEX-124E PVR to an acceptable value, most often 1-inch.

It should be noted that the utilization of a design PVR greater than 1-inch increases the potential risk of increased structural and cosmetic distress due to soil movements. In the absence of excellent drainage, a maximum design PVR of 1-inch is recommended. If relatively no foundation movements can be tolerated, fully suspended structural slabs supported on deep drilled piers are recommended.

Underreamed Drilled Piers (Addition and Sallyport)

Considering that the addition and sallyport will be connected to the original construction which utilize a deep foundation system, and in order to reduce differential foundation movements and provide a high level of foundation performance, underreamed drilled piers used in conjunction with structurally suspended floor slabs is the recommended foundation for support the proposed addition and sallyport planned for construction at this site. Undercutting and removal of the clay soils and replacement with select fill is not required if a drilled pier and structurally suspended foundation system is used.

Underreamed drilled piers for the addition should be founded at a depth of 30-feet below existing grade and can be designed for a net allowable end bearing pressure of 12,000 psf based on a design safety factor of 3. Underreamed drilled piers for the sallyport should be founded at a depth of 30-feet below existing grade and can be designed for a net allowable end bearing pressure of 9,000 psf based on a design safety factor of 3. If the underreamed drilled piers for the sallyport are extended to a depth of 55-feet below the existing grade, the net allowable end bearing pressure can be increased to 15,000 psf based on a design safety factor of 3.

A minimum 12-inch void space should be constructed beneath the grade beams spanning between the piers and beneath any pier caps. Grade beams spanning between piers and pier caps should be structurally connected to the piers. It is also recommended that a structural slab be constructed with a minimum 12-inch void space between the slabs and the soil at the site. For the highest level of performance, a crawl space could be constructed beneath the floor slab. Provisions to collect and remove water in the crawl space should be incorporated into the final design.

The underreamed drilled piers may be subject to tension loading as a result of the expansion of the clay soils and other induced structural loadings. The uplift force acting on the piers is a function of the soil shear strength, soil-pier adhesion factor, pier circumference and the length of the pier subject to swelling soils. Based on the above listed criteria, the following equation can be used to estimate the uplift force acting on the piers due to expansive soils:

Uf = 40•d

Where:

Uf = Uplift force acting on pier due to expansive soils (kips) d = Diameter of the pier shaft (feet)

The uplift forces created due to the expansive soils and imposed structural loadings can be resisted by the underreamed portion the pier, weight of the pier itself and the dead load on the pier. The uplift resistance of underreamed drilled piers at this site can be estimated using the following equation:

Ur = Wp + DLp + Br Where:

Ur = Uplift resistance of the pier (kips) Wp = Weight of the pier (kips) DLp = Dead Load acting on the pier (kips) Br = Resistance contributed by the underreamed portion (kips)

The resistance contributed by the underreamed portion of the pier should be calculated as shown in the following equations. This calculated resistance, Br, includes a factor of safety of 3.

Br = 9.5 • (D2 – d2) (30’ pier at Addition) Br = 7.0 • (D2 – d2) (30’ pier at Sallyport) Br = 11.3 • (D2 – d2) (55’ pier at Sallyport) Where:

D = Diameter of the underream (feet) d = Diameter of the pier shaft (feet)

The diameter of the underream should be large enough to overcome the uplift forces applied to the pier without causing localized failures of the soils immediately overlying the underream. We recommend that a ratio of at least 2:1 be used for the underream diameter to shaft diameter. However, this ratio should not exceed 3:1 due to the likelihood of problems developing with the underream during construction. Underreamed drilled piers should be spaced no closer than two times the diameter of the belled portion of the pier, measured center to center.

Properly designed and constructed underreamed drilled piers can be expected to experience settlement on the order of 1-percent of the bell diameter of the pier.

Other Pier Design Considerations

The manual Drilled Shafts: Construction Procedures and Design Methods suggests that piers be reinforced throughout their length with a minimum of 1-percent longitudinal reinforcing steel by cross sectional area of the pier. The referenced document states that some reduction in the percentage of longitudinal reinforcing steel may be acceptable if the cross-sectional area of the pier is larger than required due to loading conditions.

However, a minimum ¾-percent reinforcing steel by cross sectional area is suggested in the manual even if the cross-sectional area of the pier is more than twice that required due to loading conditions.

Concrete should be placed as soon as possible after loose material has been removed, the pier excavation inspected and reinforcing steel installed. A relatively high slump concrete mix (7 to 8 inches) is suggested to minimize aggregate segregation caused by the reinforcing steel.

Free fall of concrete into the pier excavation is permitted provided the concrete can be placed into the pier excavation without striking the sides of the excavation or hitting the reinforcing steel. In situations where it is impossible for the concrete to fall freely without striking the reinforcing steel cage or sides of the pier excavation, the free fall should be limited to 10-feet or placed with a tremie. Pier excavations should not be allowed to stay open overnight.

The successful installation of a drilled pier foundation system is dependent on the expertise of the drilled pier foundation contractor. A test pier excavation should be performed at the site to verify the contractor’s construction methods and to identify any potential groundwater infiltration and soil sloughing problems. The Geotechnical Engineer, or his designated representative, should be present to witness the installation of all the drilled piers, including the test pier excavation.

Lateral Pier Analysis

Lateral pier analysis programs such as L-pile will require the following soil parameters for this site:

LATERAL PIER ANALYSIS PARAMETERS

D Description C φ γe Ks E50

0-5 CLAY Above Water Table Neglect

5-10 CLAY Above Water Table 3,000 0 120 1,000 0.004

10-20 CLAY Above Water Table 3,500 0 120 2,000 0.004

Where: D = depth (ft) γe = effective unit weight, pcf C = shear strength, psf φ= angle of internal friction, deg.

Ks = modulus of subgrade reaction (pci) E50 = 50% strain value

Ks and E50 values were estimated from known correlations.

SITE IMPROVEMENT METHODS

General Considerations

A majority of foundation related problems are attributable, at least in part, to poor drainage. A number of measures may be used to improve drainage and attain a reduction in subsoil moisture content variations. Some of these measures are outlined below:

During construction, a positive drainage scheme should be implemented to prevent ponding of water on the subgrade in the foundation areas.

Positive drainage should be maintained around the structures through a roof/gutter system connected to piping or directed to paved surfaces, transmitting water away from the foundation perimeters.

Positive grades sloping away from the foundations should be designed and implemented for the area extending at least 10-feet away from the foundation perimeter. A floor slab constructed at least 1-foot above the average existing grades at the site will help improve drainage away from the structures and is recommended.

The upper 12-inches of backfill adjacent to the foundations should consist of properly compacted clayey soils in areas not consisting of concrete flatwork.

Clay collars or plugs should be installed within the utility trenches just outside of the building pads to prevent horizontal migration of water beneath the building structures and/or into the building pads.

Vegetation adjacent to the structures should be placed in planter boxes that drain above the surrounding above grade hardscape and the vegetation should be limited to plants and shrubs that will not exceed a mature height of 3-feet. Large bushes and trees should be planted away from the foundations at a distance that will exceed their full mature height and canopy width and existing trees with canopies within the proposed structure areas should be removed.

Project features beyond the scope of those discussed above should be planned and designed similarly to improve drainage and attain a region of relatively uniform moisture content within the foundation areas. Poor drainage schemes are generally the primary cause of foundation problems.

Concrete Flatwork

Concrete site flatwork such as sidewalks will be subject to PVR movements up to approximately 3½-inches when constructed over the clay soils. Changes in the moisture content of the supporting plastic clay soils causes volumetric changes, resulting in differential movements of the flatwork. Provisions in the site development should be made in order to maintain relative uniform moisture contents of the supporting soils.

Individual panels of concrete flatwork should be dowelled together to reduce trip hazards as a result of differential movements within the flatwork. Efforts should be made to avoid having situations where site flatwork panels are partially supported on compacted select fill soils and partially supported on natural in-situ clay soils. If it is desired to increase the performance level and reduce the PVR for concrete flatwork at the sites, select fill should be placed below the flatwork areas as presented in the “PVR Discussion” section of this report.

CONSTRUCTION CONSIDERATIONS

Site Preparation

Within the areas of the subject site where engineered improvements are planned, vegetation, roots, objectionable materials, topsoil, and fill materials should be stripped from the surface. The stripped material should either be stockpiled for use in non-structural / landscaped areas or removed from the site. A stripping depth of at least 6-inches is recommended.

Upon completion of the stripping and building pad excavation operations, the exposed subgrade should be proof-rolled with a minimum 15-ton rubber-tired dump truck or loader under the supervision of ROCK to detect any soft areas prior to fill placement. If any soft pockets or pumping areas are identified, the objectionable materials should be removed to expose firm materials and the excavation replaced with compacted fill. The ROCK Geotechnical Engineer must approve the subgrade condition prior to the placement of engineered select fill materials.

Subgrade Preparation

After proofrolling operations are completed, the exposed subgrade soils should be scarified to a depth of 6-inches, moisture conditioned if necessary, and compacted. The subgrade soils should be compacted to at least 95-percent of the maximum dry density as determined by the standard Proctor (ASTM D698). The moisture content of the subgrade soils should be maintained at or above the optimum moisture content.

Engineered Fill Materials

After subgrade preparation is complete, properly compacted fill soils should be used to the raise the site to the design subgrade elevations where engineered improvements are planned. Fill soils placed to raise the site to the design subgrade elevations should consist of select fill for the building structures and general fill soils for the remainder if the site.

Select Fill (Building Areas) - Select fill material used at this site for the building pads could consist of imported crushed limestone base. Imported crushed limestone base select fill should meet the plasticity and gradation requirements set forth in Texas Department of Transportation (TxDOT) Standard Specifications 2014; Item 247, Type A, Grade 1-2. Alternate pit run select fill soils should have a maximum liquid limit of 40-percent, a plasticity index between 7 and 18 and at least 30-percent retained on the #4 sieve. In any event, at least the final 6-inches of select fill material shall be crushed limestone base.

Select fill soils should be placed in no greater than 8-inch thick loose lifts and shall be compacted to at least 95-percent of the maximum dry density as determined by the modified proctor (ASTM D1557). The moisture content of the select fill soils should be maintained within 2-percentage points of the optimum moisture content. The Geotechnical Engineer shall approve select fill utilized at this site.

General Fill - On-site excavated soils free of organics and deleterious materials or imported soils can be used to raise the site grades as necessary. Imported general fill soils should have a maximum plasticity index (PI) of 25.

General fill soils should be placed in maximum 8-inch thick loose lifts and shall be compacted to at least 95-percent of the maximum dry density as determined by the standard Proctor (ASTM D698). The moisture content of the general fill soils should be maintained at or above the optimum moisture content.

Earthwork and Foundation Acceptance

Exposure to the environment may weaken the soils at the foundation bearing level if excavations remain open for long periods of time. Therefore, it is recommended that the foundation excavations be extended to the design subgrade elevation and the foundations be constructed as soon as possible to reduce potential damage to the bearing soils.

The foundation bearing level should be free of loose or soft soil, ponded water or debris and should be observed prior to concreting by the Geotechnical Engineer, or his designated representative. Foundation concrete should not be placed on soils that have been disturbed by seepage. If the bearing soils are softened by water intrusion, the unsuitable soils must be removed from the foundation excavations and be replaced with properly compacted select fill prior to placement of concrete.

The Geotechnical Engineer, or his designated representative, should approve the condition of the exposed subgrade and monitor the placement of all select fill. As a guideline, a minimum of one in-place density test should be performed on the subgrade and each lift of select fill for each 3,000 SF or a minimum of three in-place densities per testing interval. Any areas not meeting the required compaction should be recompacted and retested until compliance is met.

Differential Movement Between Structures

The proposed addition and sallyport will be constructed adjacent to the existing building structures. Accordingly, special care should be exercised where the existing structures and building additions interface. Provisions should be incorporated into the plans, using structural and/or architectural detailing, that allow differential movement to occur between structures at shared connections without causing distress in the structures. Additionally, it is recommended that the existing and new foundations should be structurally tied together with a series of dowels to reduce the potential for differential movements between foundations.

Utilities

Buried utilities that project through structural floors or walls should be designed with either some degree of flexibility, or with sleeves, in order to prevent damage to these lines should soil movements occur.

Expansion/Control Joints

Expansion and/or control joints should be designed and placed in various portions of the structures, especially rigid exterior masonry walls and interior partition walls. Properly planned placement of these joints will assist in controlling the degree and location of material cracking that normally occurs due to material shrinkage, thermal affects, soil movements and other related structural conditions.

GENERAL COMMENTS

If significant changes are made in the character or location of the proposed project, a consultation should be arranged to review any changes with respect to the prevailing soil conditions. At that time, it may be necessary to submit supplementary recommendations.

It is recommended that the services of ROCK be engaged to test and evaluate the soils in the building pad excavations prior to placing select fill and in the foundation excavations prior to concreting in order to verify that the bearing soils are consistent with those encountered in the borings. ROCK cannot accept any responsibility for any conditions that deviate from those described in this report, nor for the performance of the foundations if not engaged to also provide construction observation and testing for this project. If it is required for ROCK to accept any liability, then ROCK must agree with the plans and perform such observation during construction as we recommend.

Sheeting, shoring and bracing of trenches, pits and excavations should be made the responsibility of the contractor and should comply with all current and applicable local, state and federal safety codes, regulations and practices, including the Occupational Safety and Health Administration.

APPENDIX

BORING LOCATION PLAN

NO SCALE

LOCATIONS ARE APPROXIMATE

ROCK ENGINEERING AND TESTING LABORATORY, LLC

10856 VANDALE STREET

SAN ANTONIO, TEXAS 78216

(210) 495-8000

January 19, 2024 PROPOSED ADDITION & SALLYPORT Chesney Morales Partners, Inc.

ROCK Project No.: G224010

San Antonio State Hospital San Antonio, Texas

P=4.5+

P=4.5+

P=4.5+

P=4.5+

N=25

P=4.5+

N=25

P=4.5+

N=26

3.7

3.9

ASPHALT= 3-INCHES, CLAYEY GRAVEL BASE= 6-INCHES

SANDY FAT CLAY, dark brown, moist, very stiff. (CH)

Same as above.

FAT CLAY WITH GRAVEL, dark brown to light brown, moiat, very stiff. (CH)

FAT CLAY, with calcareous material, light brown and gray, moist, very stiff.

Same as above. (CH)

Same as above.

Same as above. (confining pressure= 16.2 psi)

SANDY FAT CLAY, light brown and gray, moist, very stiff.

(CH)

FAT CLAY, light brown and gray, moist, very stiff. (confining pressure= 24.7 psi)

Same as above.

Boring terminated at a depth of 35-feet.

AUGER

SH

S-1

SH

S-2

SH

S-3

SH

S-4

SH

S-5

SPT

S-6

SH

S-7

SPT

S-8

SH

S-9

SPT

S-10

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 1

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 12/21/2023

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during the drilling operations and the boring was dry upon completion of the drilling operations.

Boring location determined by ROCK. Drilling operations performed by ROCK.

GPS Coordinates: N 29.365637o, W -98.463651o

Rock Engineering & Testing Laboratory LLC 10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

Chesney Morales Partners, Inc.

SASH Addition & Sallyport

San Antonio, Texas

G224010 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-1

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

LO

G

_O F

_B O

R

IN

G G

LO

G

S .G

P J

R O

C K

_E T

L.

G

D T

/1

9/

N=12

N=29

N=25

N=21

P=4.5+

P=4.5+

N=21

N=21

N=22

P=4.5+

P=4.5+

N=33

9.4

SANDY FAT CLAY, dark brown, moist, stiff.

LEAN CLAY WITH GRAVEL, brown, moist, very stiff. (CL)

Same as above, with calcareous material, brown and light brown, dry.

LEAN CLAY, with calcareous material, light brown and gray, moist, very stiff. (CL) FAT CLAY, with calcareous material, light brown and gray, moist, very stiff.

Same as above.

Same as above, sans calcareous.

Same as above.

Same as above.

Same as above.

Same as above.

Same as above, hard. (confining pressure= 37.4 psi)

Same as above.

SPT

S-1

SH

S-2

SPT

S-3

SPT

S-4

SPT

S-5

SH

S-6

SH

S-7

SPT

S-8

SPT

S-9

SPT

S-10

SH

S-11

SH

S-12

SPT

S-13

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 1 of 2

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 12/21/2023

SURFACE ELEVATION: N/A

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during the drilling operations and the boring was dry upon completion of the drilling operations.

Boring location determined by ROCK. Drilling operations performed by ROCK.

GPS Coordinates: N 29.364970o, W -98.463786o

Rock Engineering & Testing Laboratory LLC 10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

Chesney Morales Partners, Inc.

SASH Addition & Sallyport

San Antonio, Texas

G224010 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-2

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

LO

G

_O F

_B O

R

IN

G G

LO

G

S .G

P J

R O

C K

_E T

L.

G

D T

/1

9/

N=19-50/5"

N=45

7.6 Same as above. (confining pressure= 45.9 psi)

Same as above. orange-brown and gray, very hard. (CH)

Same as above, shaley, dark gray, hard.

Boring terminated at a depth of 65-feet.

9624 60

101SH

S-14

SPT

S-15

SPT

S-16

S A

M P

LE

N

U M

B E

R

PI

P

LA

S

T

IC

IT

Y

IN

D

E X

M O

IS

T

U R

E C

O N

T E

N T

LL

LI

Q

U

ID

L

IM

IT

FIELD DATA

CLIENT:

PROJECT:

LOCATION:

NUMBER:

SHEET 2 of 2

DRILLING METHOD(S):

GROUNDWATER INFORMATION:

DATE(S) DRILLED: 12/21/2023

REMARKS:

N : B

LO

W

S /F

T P

: T O

N S

/S Q

F T

T : T

O N

S /S

Q F

T Q c:

T

O N

S /S

Q F

T

ATTERBERG

LIMITS

Solid Flight Auger

Groundwater was not encountered during the drilling operations and the boring was dry upon completion of the drilling operations.

Boring location determined by ROCK. Drilling operations performed by ROCK.

GPS Coordinates: N 29.364970o, W -98.463786o

Rock Engineering & Testing Laboratory LLC 10856 Vandale Street San Antonio, Texas 78216 Telephone: 210-495-8000 Fax: 210-495-8015

Chesney Morales Partners, Inc.

SASH Addition & Sallyport

San Antonio, Texas

G224010 S

A M

P

LE

S

LABORATORY DATA

C O

M P

R E

S S

IV

E

S T

R E

N G

T H

(T O

N S

/S Q

F T

M

IN

U S

N O

. 2

S

IE

V E

D R

Y D

E N

S

IT

Y

P O

U N

D S

/C U

.F T

D E

P T

H

F T

S O

IL

S

Y M

B O

L

P

LA

S T

IC

L

IM

IT

PL

LOG OF BORING B-2

DESCRIPTION OF STRATUM

N - STANDARD PENETRATION TEST RESISTANCE

Qc - STATIC CONE PENETROMETER TEST INDEX

P - POCKET PENETROMETER RESISTANCE

LO

G

_O F

_B O

R

IN

G G

LO

G

S .G

P J

R O

C K

_E T

L.

G

D T

/1

9/

Silty Sands, Sand-Silt Mixtures

Inorganic Clays of low to medium plasticity, Gravelly Clays, Sandy Clays, Silty Clays, Lean Clays

Organic Silts and Organic Silt-Clays of low plasticity

Inorganic Silts, Micaceous or Diatomaceous fine Sandy or Silty soils, Elastic Silts

Inorganic Clays of high plasticity, Fat Clays

Organic Clays of medium to high plasticity, Organic Silts

GM

SP

SC

ML

CL

OL

MH

CH

OH

COARSE

GRAINED

SOILS

GRAVEL

AND

GRAVELLY

SOILS

SILTS

AND

CLAYS

LL < 50

UNIFIED SOIL CLASSIFICATION SYSTEM

Limestone

Marl/Claystone

Sandstone

Auger Sample

SPT Samples

Shelby Tube Sample

Groundwater Level (Final Reading)

Groundwater Level (Initial Reading)

Rock Core

Poorly Graded Gravels or Gravel-Sand mixtures, little or no fines

Silty Gravels, Gravel-Sand-Silt mixtures

Well Graded Sands or Gravelly Sands, little or no fines

Poorly Graded Sands or Gravelly Sands, little or no fines

Clayey Sands, Sand-Clay mixtures

Inorganic Silts and very fine Sands, Rock Flour, Silty or Clayey fine Sands or Clayey Silts

GW

GC

SW

SM

SYMBOL

Well Graded Gravels or Gravel-Sand mixtures, little or no fines

Clayey Gravels, Gravel-Sand-Clay Mixtures

GP

SLICKENSIDED - having inclined planes of weakness that are slick and glossy in appearance

FISSURED - containing shrinkage cracks, frequently filled with fine sand or silt; usually more or less vertical

LAMINATED (VARVED) - composed of thin layers of varying color and texture, usually grading from sand or silt at the bottom to clay at the top

CRUMBLY - cohesive soils which break into small blocks or crumbs on drying

CALCAREOUS - containing appreciable quantities of calcium carbonate, generally nodular

WELL GRADED - having wide range in grain sizes and substantial amounts of all intermediate particle sizes

POORLY GRADED - predominantly of one grain size uniformly graded) or having a range of sizes with some intermediate size missing (gap or skip graded)

Engineering & Testing Laboratory, LLC

KEY TO SOIL CLASSIFICATION AND SYMBOLS

NAME

SYMBOLS FOR TEST DATA

SAND

AND

SANDY

SOILS

SILTS

AND

CLAYS

LL > 50

MAJOR DIVISIONS

TERMS CHARACTERIZING SOIL

STRUCTURE

NO. BLOWS/FT.

STANDARD PEN.

TEST

DESCRIPTIVE

TERM

NO. BLOWS/FT.

STANDARD PEN.

TEST

DESCRIPTIVE

TERM

COARSE GRAINED SOILS

TERMS DESCRIBING CONSISTENCY OF SOIL

Very Loose Loose Medium Dense Very Dense

0 - 4 4 - 10 10 - 30 30 - 50 over 50

Very Soft Soft Firm Stiff Very Stiff Hard

< 2 2 - 4 4 - 8 8 - 15 15 - 30 over 30

< 0.25

0.25 - 0.50

0.50 - 1.00

1.00 - 2.00

2.00 - 4.00 over 4.00

UNCONFINED

COMPRESSION

TONS PER SQ. FT.

FINE GRAINED SOILS

Texas Cone Penetrometer

Grab Sample

NON

USCS

MATERIALS

Field Classification for "Consistency" of Fine Grained Soils is determined with a 0.25" diameter penetrometer

Rock Engineering & Testing Laboratory 10856 Vandale Street San Antonio, TX 78216 Telephone: 210-495-8000