mri/ ct/ urgent care facilityeidsoninc.com/crmcurgentcare2017/division 00 - procurement and... ·...

PROJECT MANUAL

for

MRI/ CT/ URGENT CARE FACILITY

for the

CULLMAN REGIONAL MEDICAL CENTER 1912 Alabama Highway 157 Cullman, Alabama 35058

ADPH PROJECT NO. B-16-066

ISSUED FOR BIDS

January 23, 2017

Prepared By

2701 1st Avenue South, Suite 100 | Birmingham, AL 35233 Tel 205.879.4462 | GMCNETWORK.COM

GMC PROJECT NUMBER: HBHM160008

MRI /CT /URGENT CARE FACILITY ADPH PROJECT #B-16-066 for CULLMAN REGIONAL CULLMAN, ALABAMA

GOODWYN, MILLS & CAWOOD, INC. TABLE OF CONTENTS GMC PROJECT NO. HBHM160008 0 - 1/5

Division Section Title

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS 002113 INSTRUCTIONS TO BIDDERS 002600 PROCUREMENT SUBSTITUTION PROCEDURES 003132 003132A

GEOTECHNICAL DATA GEOTECHNICAL REPORT

004321 ALLOWANCE FORM 004322 UNIT PRICES FORM 006000 PROJECT FORMS

DIVISION 01 - GENERAL REQUIREMENTS 011000 SUMMARY 012100 ALLOWANCES 012200 UNIT PRICES 012500 SUBSTITUTION PROCEDURES 012600 CONTRACT MODIFICATION PROCEDURES 012900 PAYMENT PROCEDURES 013100 013100.1

PROJECT MANAGEMENT AND COORDINATION ELECTRONIC FILE (CAD) RELEASE

013200 CONSTRUCTION PROGRESS DOCUMENTATION 013300 SUBMITTAL PROCEDURES 014000 QUALITY REQUIREMENTS 014100 STRUCTURAL TESTS AND SPECIAL INSPECTIONS 014200 REFERENCES 015000 TEMPORARY FACILITIES AND CONTROLS 016000 PRODUCT REQUIREMENTS 017300 EXECUTION 017329 CUTTING AND PATCHING 017700 CLOSEOUT PROCEDURES 017823 OPERATION AND MAINTENANCE DATA 017839 PROJECT RECORD DOCUMENTS 017900 DEMONSTRATION AND TRAINING

DIVISION 02 - EXISTING CONDITIONS 024100 DEMOLITION

DIVISION 03 - CONCRETE 033000 CAST-IN-PLACE CONCRETE



DIVISION 04 - MASONRY 042000 UNIT MASONRY

DIVISION 05 - METALS 051200 STRUCTURAL STEEL 052100 STEEL JOISTS 053100 STEEL DECK 054000 COLD-FORMED METAL FRAMING 055000 METAL FABRICATIONS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES 061053 MISCELLANEOUS ROUGH CARPENTRY 061600 SHEATHING 064116 PLASTIC-LAMINATE-FACED ARCHITECTURAL CABINETS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION 071416 COLD FLUID-APPLIED WATERPROOFING 072100 THERMAL INSULATION 072726 FLUID-APPLIED MEMBRANE AIR BARRIERS 074213 METAL COMPOSITE MATERIAL WALL PANELS 075420 PVC (KEE) ROOFING 077100 ROOF SPECIALTIES 077200 ROOF ACCESSORIES 078413 PENETRATION FIRESTOPPING 078443 JOINT FIRESTOPPING 079200 JOINT SEALANTS

DIVISION 08 - OPENINGS 081113 HOLLOW METAL DOORS AND FRAMES 081416 FLUSH WOOD DOORS 083313 COILING COUNTER DOORS 083616 EXAM ROOM SLIDING DOOR ASSEMBLIES 084113 ALUMINUM-FRAMED ENTRANCES AND STOREFRONTS 087100 DOOR HARDWARE 088000 GLAZING 088300 MIRRORS



DIVISION 09 - FINISHES 092216 NON-STRUCTURAL METAL FRAMING 092900 GYPSUM BOARD 095113 ACOUSTICAL PANEL CEILINGS 096513 RESILIENT BASE AND ACCESSORIES 096516 RESILIENT SHEET FLOORING 096519 RESILIENT TILE FLOORING 096543 LINOLEUM FLOORING 099123 INTERIOR PAINTING

DIVISION 10 - SPECIALTIES 102113 PLASTIC-LAMINATE-CLAD TOILET COMPARTMENTS 102123 CUBICLE CURTAINS AND TRACK 102600 WALL PROTECTION 102800 TOILET ACCESSORIES 104413 FIRE PROTECTION CABINETS 104416 FIRE EXTINGUISHERS 105113 METAL LOCKERS 107300 OVERHEAD SUPPORTED ALUMINUM CANOPIES

DIVISION 12 - FURNISHINGS 122413 ROLLER WINDOW SHADES

DIVISION 13 - SPECIAL CONSTRUCTION 134900 RADIATION PROTECTION

DIVISION 21 – FIRE SUPPRESSION 210500 GENERAL PROVISIONS-FIRE SUPPRESSION 211000 MATERIALS AND METHODS-FIRE SUPPRESSION 214000 FIRE PROTECTION

DIVISION 22 - PLUMBING 220500 GENERAL PROVISIONS - PLUMBING 221000 MATERIALS AND METHODS - PLUMBING 221500 THERMAL AND ACOUSTICAL INSULATION FOR PLUMBING SYSTEMS 222000 PLUMBING FIXTURES AND EQUIPMENT



DIVISION 23 – HEATING VENTILATING AND AIR CONDITIONING 230500 GENERAL PROVISIONS - HVAC 231000 MATERIALS AND METHODS - HVAC 231500 THERMAL AND ACOUSTICAL INSULATION FOR HVAC SYSTEMS 235000 HEATING AND AIR CONDITIONING EQUIPMENT AND SPECIALTIES 236000 AIR DISTRIBUTION 237000 HVAC TESTING AND BALANCING 238100 BUILDING AUTOMATION SYSTEM (BAS)

DIVISION 26 - ELECTRICAL 260101 ELECTRICAL – GENERAL PROVISIONS 260102 ELECTRICAL – SCOPE OF WORK 260104 BASIC MATERIALS AND METHODS 260519 CONDUCTORS 260526 GROUNDING 260533.1 RACEWAYS - METAL 260533.2 RACEWAYS – NON METALLIC 260533.3 OUTLET AND JUNCTION BOXES 260534 RACEWAY SYSTEMS FOR WONER FURNISHED EQUIPMENT 262213 DRY TYPE TRANSFORMERS 262416.1 PANELBOARDS – LIGHTING RECEPTACLE 262146.2 PANELBOARDS - POWER 262726 BASIC DEVICES 262813 FUSES 262816.1 SAFETY SWITCHES 262816.2 CIRCUIT BREAKERS – INDIVIDUALLY MOUNTED 263623 AUTOMATIC LINE TRANSFER SWITCHES 265000 LIGHTING MATERIALS AND METHODS

DIVISION 28 – ELECTRONIC SAFETY AND SECURITY 283100.1 FIRE ALARM SYSTEM

DIVISION 31 - EARTHWORK 312000 EARTH MOVING 312500 EROSION AND SEDIMENTATION CONTROL



313116 TERMITE CONTROL

DIVISION 32 – EXTERIOR IMPROVEMENTS 321216 HOT MIX ASPHALT 321313 PORTLAND CEMENT CONCRETE PAVING 321613 CURBS AND GUTTERS 321723 PAVEMENT MARKING 328423 UNDERGROUND IRRIGATION SYSTEM 329000 PLANTING

DIVISION 33 - UTILITIES 331000 WATER SERVICE PIPING 333000 SANITARY SEWERAGE 334000 STORM DRAINAGE

END OF TABLE OF CONTENTS

MRI / CT / URGENT CARE FACILITY ADPH PROJECT #B-16-066 for CULLMAN REGIONAL CULLMAN, ALABAMA

GOODWYN, MILLS & CAWOOD, INC. INSTRUCTIONS TO BIDDERS GMC PROJECT NO. HBHM160008 002113 - 1/1

DOCUMENT 002113 - INSTRUCTIONS TO BIDDERS

1.1 INSTRUCTIONS TO BIDDERS

A. AIA Document A701, "Instructions to Bidders," is hereby incorporated into the Procurement and Contracting Requirements by reference.

1. A copy of AIA Document A701, "Instructions to Bidders," will be provided under separate cover by the Architect.

1.2 RELATED REQUIREMENTS

1. Section 004313 “Bid Security Forms” for Bid Bond requirements.

END OF DOCUMENT 002113


GOODWYN, MILLS & CAWOOD, INC. PROCUREMENT SUBSTITUTION PROCEDURES GMC PROJECT NO. HBHM160008 002600 - 1/3

SECTION 002600 - PROCUREMENT SUBSTITUTION PROCEDURES

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 01 Specification Sections, apply to this Section.

1.2 SUMMARY

A. Section includes administrative and procedural requirements for substitution requests made prior to receipt of bids.

B. Related Requirements: 1. Section 012500 “Substitution Procedures” for product substitution requirements.

1.3 DEFINITIONS

A. Procurement Substitution Requests: Requests for changes in products, materials, equipment, and methods of construction from those indicated in the Procurement and Contracting Documents, submitted prior to receipt of bids.

B. Substitution Requests: Requests for changes in products, materials, equipment, and methods of construction from those indicated in the Contract Documents, submitted following Contract award. See Section 012500 "Substitution Procedures" for conditions under which Substitution requests will be considered following Contract award.

1.4 QUALITY ASSURANCE

A. Compatibility of Substitutions: Investigate and document compatibility of proposed substitution with related products and materials. Engage a qualified testing agency to perform compatibility tests recommended by manufacturers.

1.5 PROCUREMENT SUBSTITUTIONS

A. Procurement Substitutions, General: By submitting a bid, the Bidder represents that its bid is based on materials and equipment described in the Procurement and Contracting Documents, including Addenda. Bidders are encouraged to request approval of qualifying substitute materials and equipment when the Specifications Sections list materials and equipment by product or manufacturer name.

B. Procurement Substitution Requests will be received and considered by Owner when the following conditions are satisfied, as determined by Architect; otherwise requests will be returned without action:



1. Extensive revisions to the Contract Documents are not required. 2. Proposed changes are in keeping with the general intent of the Contract Documents,

including the level of quality of the Work represented by the requirements therein. 3. The request is fully documented and properly submitted.

1.6 SUBMITTALS

A. Procurement Substitution Request: Submit to Architect. Procurement Substitution Request must be made in writing by prime contract Bidder only in compliance with the following requirements:

1. Requests for substitution of materials and equipment will be considered if received no

later than 10 days prior to date of bid opening.

2. Submittal Format: a. Submit three copies of each Substitution Request, using CSI Form 1.5C,

“Substitution Request (During the Bidding Phase)”.

3. Substitution Request shall include at minimum, the following:

a. Identify the product or the fabrication or installation method to be replaced in each request. Include related Specifications Sections and drawing numbers.

b. Provide complete documentation on both the product specified and the proposed substitute, including the following information as appropriate: 1) Point-by-point comparison of specified and proposed substitute product

data, fabrication drawings, and installation procedures. 2) Copies of current, independent third-party test data of salient product or

system characteristics. 3) Samples where applicable or when requested by Architect. 4) Detailed comparison of significant qualities of the proposed substitute

with those of the Work specified. Significant qualities may include attributes such as performance, weight, size, durability, visual effect, sustainable design characteristics, warranties, and specific features and requirements indicated. Indicate deviations, if any, from the Work specified.

5) Material test reports from a qualified testing agency indicating and interpreting test results for compliance with requirements indicated.

6) Research reports, where applicable, evidencing compliance with building code in effect for Project, from ICC-ES.

7) Coordination information, including a list of changes or modifications needed to other parts of the Work and to construction performed by Owner and separate contractors, which will become necessary to accommodate the proposed substitute.

c. Provide certification by manufacturer that the substitute proposed is equal to or superior to that required by the Procurement and Contracting Documents, and



that its in-place performance will be equal to or superior to the product or equipment specified in the application indicated.

d. Bidder, in submitting the Procurement Substitution Request, waives the right to additional payment or an extension of Contract Time because of the failure of the substitute to perform as represented in the Procurement Substitution Request.

B. Architect's Action:

1. Architect may request additional information or documentation necessary for evaluation of the Procurement Substitution Request. Architect will notify all bidders of acceptance of the proposed substitute by means of an Addendum to the Procurement and Contracting Documents.

C. Architect's approval of a substitute during bidding does not relieve Contractor of the responsibility to submit required shop drawings and to comply with all other requirements of the Contract Documents.



GOODWYN, MILLS & CAWOOD, INC. GEOTECHNICAL DATA GMC PROJECT NO. HBHM160008 003132 - 1/1

SECTION 003132 - GEOTECHNICAL DATA

1.1 GEOTECHNICAL DATA

A. This Document with its referenced attachments is part of the Procurement and Contracting Requirements for Project. They provide Owner's information for Bidders' convenience and are intended to supplement rather than serve in lieu of Bidders' own investigations. They are made available for Bidders' convenience and information, but are not a warranty of existing conditions. This Document and its attachments are not part of the Contract Documents.

B. A geotechnical investigation report for Project, prepared by Goodwyn, Mills and Cawood, dated July 29, 2016, is available for viewing as appended to this Document.

C. Related Requirements:

1. Document 002113 "Instructions to Bidders" for the Bidder's responsibilities for examination of Project site and existing conditions.


JULY 29, 2016

REPORT OF GEOTECHNICAL EXPLORATION

CULLMAN REGIONAL

MEDICAL CENTER MRI/CT/URGENT CARE FACILITY

CULLMAN, CULLMAN COUNTY

ALABAMA

GM&C PROJECT NO. GBHM160031

TABLE OF CONTENTS

Page

1.0 PROJECT INFORMATION AND SCOPE OF WORK ......................................................................... 1

1.1 Project Information ........................................................................................................................................... 1 1.2 Scope of Work ................................................................................................................................................... 1

2.0 SITE AND SUBSURFACE CONDITIONS ............................................................................................ 2

2.1 General ............................................................................................................................................................... 2 2.2 Site Geology ....................................................................................................................................................... 2 2.3 Subsurface Conditions ..................................................................................................................................... 2 2.4 Groundwater Information ............................................................................................................................... 3 2.5 Laboratory Analyses ........................................................................................................................................ 3

3.0 RECOMMENDATIONS ............................................................................................................................ 4

3.1 Sitework Preparation ........................................................................................................................................ 4 3.2 Weathered Rock/Rock Excavation ................................................................................................................ 4 3.3 Time of Year Site Preparation Considerations .............................................................................................. 5 3.4 Fill Placement .................................................................................................................................................... 6 3.5 Backfilling Utility Trenches ............................................................................................................................. 7 3.6 Foundations ....................................................................................................................................................... 7 3.7 Floor Slabs .......................................................................................................................................................... 8

4.0 PAVEMENTS ............................................................................................................................................. 10

4.1 Pavement Subgrade ........................................................................................................................................ 10 4.2 Rigid Pavement ............................................................................................................................................... 10 4.3 Flexible Pavement ........................................................................................................................................... 11

5.0 OTHER CONSIDERATIONS ................................................................................................................. 12

5.1 Construction Services ..................................................................................................................................... 12

6.0 REPORT LIMITATIONS ......................................................................................................................... 13

APPENDIX: Boring Location Plans Soil Classification Chart Subsurface Diagrams Boring Records Summary of Laboratory Results Field and Laboratory Procedures

________________________________________________________________________________________________________ Proposed Cullman Regional Medical Center July 29, 2016 GM&C Project No. GBHM160031 Page 1 of 14

1.0 PROJECT INFORMATION AND SCOPE OF WORK

1.1 Project Information

A geotechnical exploration and evaluation has been conducted for the proposed Cullman Regional

Medical Center located in Cullman, Alabama. The proposed building will be a 1-story structure with

slab-on-grade and metal stud framing. The building will be approximately 10,000 SF in size and will be

within ±2 feet of existing grades. The existing parking lot will also be reconfigured and regraded. The

existing gravel parking lot north of the proposed building will also be graded and paved. We understand

that cuts up to 5 feet may be required in the gravel parking lot to achieve final grades.

The purpose of the exploration and evaluation is to provide a characterization of the site pertaining to site

preparation issues including earthwork and excavation considerations and recommendations relative to

design and construction of foundations; however no structural loads have been provided at this time.

1.2 Scope of Work

The purpose of this exploration was to perform a general evaluation of the subsurface conditions at the

site and to provide general sitework recommendations, recommended foundation types, and pavement

recommendations. The scope of the exploration and evaluation included a site reconnaissance, field and

laboratory testing, and an engineering evaluation of the foundation materials.

The scope of services for the geotechnical study did not include any environmental assessment for the

presence or absence of wetlands or hazardous or toxic materials in the soil, surface water, groundwater,

or air, on or below or around this site. Any statements in this report or on the boring records regarding

odors, colors, or unusual or suspicious items or conditions are strictly for the information of the client.


2.0 SITE AND SUBSURFACE CONDITIONS

2.1 General

The proposed new building location is currently in an existing parking lot for the Cullman Medical

Center. The proposed new parking lot north of the proposed new building is currently covered with

gravel.

2.2 Site Geology

Published geologic information and our experience indicates that the site is underlain by the Pottsville

formation. The Pottsville formation consists of alternating beds of sandstone, shale, and siltstone with

coal seams within the shale. The bedrock weathers to form clayey sand and sandy clay soils with varying

amounts of silt. The bedrock surface is relatively level in the formation.

2.3 Subsurface Conditions

Six (6) soil borings were performed at the site; two (2) in the proposed building area (B-1 and B-3) and

four (4) in the planned parking and drive areas. Boring B-4 was drilled in the proposed south parking lot,

B-2 in the proposed west parking lot near the existing cooling towers, and B-5 and B-6 in the north

parking lot across Kress Drive. Borings B-1, B-2, and B-3 were drilled to auger refusal depths of 10, 4, and

11 feet, respectively. The pavement borings were drilled to a boring termination depths ranging from 5.5

to 15.5 feet.

The borings were drilled using a truck mounted drill rig (CME 45) equipped with a rotary head and

hollow stem augers (HSA). Soils were sampled using a two-inch OD split barrel sampler driven with a

manual hammer. The boring locations were selected and staked in the field by GMC. The ground

surface elevations at the boring locations were determined by GMC survey crew.

Borings B-1 through B-4

The borings encountered medium to hard sandy LEAN CLAYS (Unified Soils Classification System CL)

to depths ranging from 4 to 6 feet below grade. Standard penetration tests (SPT) N-values in this soil

ranged from 9 to over 50 blows per foot (bpf). Boring B-1 encountered very dense clayey SAND (SC), or

partially weathered sandstone, from about 6 feet to the auger refusal depth of 10 feet. Standard

penetration tests (SPT) N-values in this soil was over 50 blows per foot (bpf). Boring B-3 encountered

hard SILT (ML), or weathered siltstone, from 3.5 feet to the refusal depth of 11 feet. Standard penetration

tests (SPT) N-values in this soil was over 50 blows per foot (bpf).


Borings B-5 and B-6

Material classified as FILL was encountered in borings B-5 and B-6. The fill consisted of medium to very

stiff lean clay (CL) and loose to medium SILTY, CLAYEY SAND with GRAVEL (SC-SM). The depth of

the FILL in borings B-5 extended to approximately 6 feet below existing grade. In boring B-6, the FILL

was present to the boring termination depth of 15.5 feet. Standard penetration tests (SPT) N-values in

this soil ranged from 10 to 20 blows per foot (bpf).

Refusal Material

Auger refusal was encounter in borings B-1 through B-3 at depths ranging from 4 to 11 feet below the

ground’s surface. Auger refusal is likely the less weathered parent bedrock. Rock coring of the material

would be required to confirm the material type and continuity. Rock coring was beyond the scope of this

exploration. However, these shallow refusal depths are common in this geology and the weathering of

the weathering of the parent bedrock gradually decreases with depth.

General

The subsurface descriptions contained herein are of a generalized nature to highlight the major soil

stratification features and soil characteristics. The boring records included in the appendix should be

reviewed for specific information as to individual boring locations. The stratification shown on the

boring records represents conditions only at the actual boring locations. Variations may occur and

should be expected between boring locations. The stratifications represent the approximate boundary

between subsurface materials, and the transition may be gradual.

2.4 Groundwater Information

At the time of our field activities, no groundwater was present in the borings. It is important to note that

the groundwater levels may not have stabilized in the borings. Furthermore, groundwater levels may

vary due to seasonal conditions, runoff, and other factors not evident at the time of drilling.

2.5 Laboratory Analyses

The soil samples collected were visually classified in the field by a geotechnical engineer. Selected

samples were tested in our laboratory. These tests consisted of natural moisture contents, Atterberg

limits, and grain size distribution. The results are shown on the Boring Records and the laboratory data

sheets in the Appendix.


3.0 RECOMMENDATIONS

3.1 Sitework Preparation

Sitework preparation should consist of the following:

Removal of all existing asphalt, curb and gutter, and tree roots in the proposed new construction

areas.

After the site has been brought to grade and before the placement of any fill material, the

subgrade should be proofrolled using a loaded tandem-axle dump truck or similar approved

equipment. Areas that rut or pump excessively should be undercut and replaced based upon the

geotechnical engineer’s recommendation.

We recommend a GM&C geotechnical engineer or qualified soils technician observe the

undercutting operations.

The amount of undercutting will heavily depend on the season, prevailing weather conditions, and/or

rainfall at or just before sitework takes place. During the wet season, the amount of undercutting may be

greater, whereas in drier weather, lesser amounts of undercutting may be necessary, if recompaction or

stabilization of soils left in place can be achieved. Stabilization using geotextile such as a Mirafi HP270 or

approved equal with stone and/or bridging of marginally suitable soils can be a more flexible option in

pavement areas.

Once the geotechnical engineer has approved the subgrade area, it can be filled following the Fill

Placement recommendations.

3.2 Weathered Rock/Rock Excavation

In this area, typically material that can be augered through can be removed in large excavations by

conventional grading equipment. Weathered rock can normally be removed by ripping in mass

excavations. The hard soil and partially weathered rock (PWR) will likely require loosening with

equipment such as a Caterpillar D8 or larger dozer equipped with a single tooth ripper or other means.

Intact bedrock will likely require blasting to remove. In confined excavations such as for utilities or

foundations, a hydraulic-ram or limited blasting may be required. It is our opinion that it would be

reasonable to have the grading contractors bid the project on the basis of unclassified excavation.

Unclassified excavation is commonly used for bidding excavation work in rock units where there is

gradual change from soil to partially weathered rock to intact bedrock.


If blasting is required during construction, it will be important to control blasting so that the rock below

the established final grade is not fractured to a high degree. The over-break and disturbance of rock

below the final grade can create voids and “fluffed up” rock that must be removed prior to foundation

construction. Consequently, minimizing rock disturbance beneath structural areas will be an important

item when resistant rock beds are excavated. Exercising strict elevation control when drilling the shot

holes is the first step in controlling overblasting of rock below the final grade. We recommend that the

grading specifications state that the contractor will be responsible for removing any over-blasted rock and

replacing the disturbed rock with lean concrete or compacted engineered fill as appropriate. The grading

contractor should recognize the stratified condition of the rock and the fact that resistant sandstone beds

could be underlain by softer shale beds and thin clay seams, or vice versa. Also, because the rock is

layered, it will tend to break in slab-like pieces.

3.3 Time of Year Site Preparation Considerations

During periods of heavy rain, the near surface soils can become saturated unstable conditions can occur.

The time of the year that the sitework begins can affect the project considerably. In this area, the “wet

season” is generally between the months of November and May, and the “dry season” from June to

October. There are many considerations that need to be addressed prior to bidding a project that could

affect the budget based on the time of year a project starts earthwork activities. The time of the year that

the geotechnical borings were performed can provide a false sense of actual near surface conditions

depending on the time of year and weather conditions. Below are considerations that should be

addressed based on the time of the year earthwork is started.

“Wet” Season

During the wet season, the amount of undercutting may be greater, therefore resulting in greater

excavation costs. The soils are typically proofrolled to determine their suitability for the placement of

new fill or subgrade support. During the wet season, the surface soils have a higher moisture content

and will tend to pump, therefore, hindering the placement of new fill. In addition, the drying time, time

period between rain events, and temperature is not conducive to scarify soils, allow to dry, and

recompact. At this time, the decision should be made by the owner to try either scarify/dry/compact the

in-place soils, which could take time, or undercut and replace with suitable material, which could

increase the sitework costs. Based on our experience, the amount of undercut could be 1 to 2 feet more

(or greater in localized areas), whereas in drier weather, lesser amounts of undercutting may be

necessary, if recompaction or stabilization of soils left in place can be achieved. Stabilization using

geotextile or geogrid with stone and/or bridging of marginally suitable soils can be a more flexible option

in pavement areas.


Some undercut soils are not always “unsuitable” soil and can be moisture conditioned and reused as fill

in the deep areas, if drying conditions are favorable.

The site contractor shall be responsible for maintaining a firm, unyielding and stable subgrade condition.

Should the near surface soils become wet, the contractor should be prepared to mitigate these conditions

by repeated aeration and exposure to sunlight or by admixture treatment (such as lime).

“Dry” Season

During the dry season, the surface soils have a lower moisture content and will tend to “bridge” or

“crust” softer underlying soils. They will generally allow the placement of new fill, but the crust can

break down if repeated passes with heavily loaded equipment is persistent. In addition, new fill from

cuts or other sources may need to be moisture conditioned prior to compaction. The soils can dry

significantly, requiring the addition of water for proper compaction. Water trucks should be used, as

required, by the contractor to condition the soils within the required specifications.

Contractor Responsibility

The grading contractors have the option of performing their own evaluation of the site conditions to

assess the excavation considerations based on the time of year a project is bid. We strongly suggest that

the grading contractors conduct their own exploration and evaluation of the site conditions and material

management requirements to cost effectively develop the site.

Typically, due to the movement of heavy equipment and weather conditions, the subgrade becomes

disturbed during construction. As a result, fine grained (clayey and silty) soils have a tendency to lose

shear strength and support capability. Therefore, additional effort on the Contractor’s part will be

required to reduce traffic and limit disturbance of soils. It is essential that the subgrade be restored to a

properly compacted condition based on optimum moisture and density requirements. Restoration of the

subgrade should be addressed in the project specifications.

3.4 Fill Placement

Select fill material in the building area and 5 feet beyond the building perimeter and in pavement areas

should be compacted to at least 98 percent of the standard Proctor (ASTM D-698) maximum dry density with

moisture requirements of minus 3 to plus 3 percentage points of the optimum moisture content.


Fill material should meet the following characteristics:

Material Property Specification

Liquid Limit (LL) < 50%

Plasticity Index (PI) < 25%

Maximum Dry Density (ASTM D-698) 100 pcf

Particle Size 3 inches or less

The on-site LEAN CLAY (CL) and CLAYEY SAND (SC) should be acceptable as fill material; however,

they will likely need to be moisture conditioned prior to use to achieve compaction. Samples of the

proposed fill materials should be provided to the geotechnical engineer for Proctor testing and evaluation

prior to placement. Density tests should be performed to document compaction and moisture content of

any earthwork involving soils and other applicable materials. Density tests should be performed

frequently, with a recommended minimum of one test per lift of fill under all structures and one test per

5,000 square feet per lift in other areas.

3.5 Backfilling Utility Trenches

Backfilling of storm drain and utility trenches must be performed in a controlled manner to reduce

settlement of the fill and cracking of overlying floor slabs and pavements. We recommend that utility

trenches be backfilled with acceptable borrow or dense-graded crushed stone in 6-inch loose lifts

compacted with mechanical piston tampers to the project requirements. Should seepage occur in utility

trenches, it may be necessary to “floor” the trench with dense-graded gravel to provide a working

surface. If crushed stone is used to backfill utility trenches, we recommend that dense graded

aggregate (DGA, compacted in lifts) be used. Open-graded crushed stone, such as ALDOT #57, can

serve as a channel for seepage toward structures and therefore is not recommended for use as utility

trench backfill within 10 feet of the building perimeter.

3.6 Foundations

Although no structural loads have been provided at this time, we believe that the building can be

supported on conventional shallow foundations designed for a net allowable bearing pressure of 3,000

psf for individual column footings and 2,500 pounds per square foot (psf) for continuous or wall

footings. This assumes the footings bear on stiff naturally occurring soil or compacted fill as

recommended. Assuming relatively light loads, we anticipate settlements of approximately 1 inch, total

for columns and ½ inch differential between adjacent columns and along 40-foot lengths of the walls.


Footings should bear on naturally occurring stiff soils or fill compacted to at least 98% standard Proctor

density. Exterior foundations should bear at a minimum of 18 inches below exterior adjacent grade;

interior foundations should bear at a minimum of 12 inches. All foundation excavations should be

cleared of all loose soil prior to concrete placement.

Even though computed footing dimensions may be less, column footings and continuous footings should

have minimum dimensions of 24 inches and 18 inches, respectively. This allows for hand cleaning of

materials disturbed during the excavation process and reduces the potential for punching shear failure.

The geotechnical engineer or his representative should observe all foundation excavations. The

engineer can provide geotechnical guidance to the owner’s design team should any unforeseen

foundation problems develop during construction. If any areas of foundation surfaces prove to be

unsuitable, the foundation excavation should be over-excavated. The over-excavated area can be

backfilled with “lean” concrete up to the planned foundation bearing depth.

Foundation concrete should be placed the same day as soon as possible so that the foundation bearing soils

can remain near the existing moisture content. Foundation bearing surfaces should not be disturbed or left

exposed during inclement weather. Saturation of the on-site soils can cause a loss of strength and

increased compressibility. Excavations for footings should be hand cleaned to remove any loose soil or

mud from the foundation bearing surface. If concreting is not possible immediately after excavation, we

recommend that a thin layer (approximately 2 inches) of lean concrete or CLSM be placed on the bearing

surface for protection after we have observed and evaluated the exposed bearing surfaces. Exposed

bearing soils should be compacted prior to placement of reinforcing.

3.7 Floor Slabs

It is our opinion that floor slabs can be built on-grade achieving support from properly compacted fills as

outlined in the Site Preparation section of this report. Ground supported slabs should be founded on a

minimum of 4 inches of compacted, material such as an open graded crushed stone or gravel such as

ALDOT #57, or a clean sand or dense graded aggregate (DGA) with less than 10% passing the #200 sieve.

Granular material and DGA should be compacted to at least 95% of the standard Proctor density. This

layer should provide uniform and immediate support for the slab and act as a capillary break. A vapor

retarder should be used on top of the granular layer, as required by the building use.

Care should be taken so that fines from the subgrade are not allowed to contaminate the granular layer.

If fines do contaminate this layer, capillary rise and subsequent damage to moisture sensitive floor


coverings could occur. On most projects, there is some time lag between initial grading and the time

when the contractor is ready to place concrete for the slab-on-grade. Inclement weather just prior to

placement of concrete for the slab-on-grade can result in trapped water in the granular layer.


4.0 PAVEMENTS

4.1 Pavement Subgrade

Typically, during construction, the pavement subgrade becomes disturbed because of traffic and

environmental conditions. Prior to construction of pavements, it is essential that the subgrade be restored

to a properly compacted condition. The specifications should include notes pertaining to subgrade

restoration immediately prior to pavement construction. The on-site soils will have a tendency to lose

shear strength (and consequently pavement support capability) if they are exposed to excessive moisture.

Thus, proper moisture conditioning of the subgrade prior to placement of the pavement base course will

result in better pavement performance. Subgrade soils should be compacted to at least 98 percent of the

materials standard Proctor maximum dry density.

4.2 Rigid Pavement

All Portland cement concrete pavements should contain 4 to 6 percent entrained air assuming the mix will

contain ¾ -inch to 1-inch nominal maximum size aggregate. Concrete slump should be no more than 2

inches when placed by slip forming and no more than 4 inches for non-slip formed concrete. Minimum 28-

day concrete compressive strength should be 4,000 psi and minimum flexural strength 550 psi.

RIGID PAVEMENT MINIMUM THICKNESS

Pavement Materials Light Duty (inches) Heavy Duty (inches)

Portland Cement Concrete 5 7

Crushed Aggregate Base Course 4 4

Pavement joints, reinforcing, and details should be designed in accordance with the applicable American

Concrete Institute (ACI) standards.

Areas to be paved should be prepared as recommended in Site Preparation section of this report.

Portland cement concrete pavement should meet the requirements of ALDOT Section 450 and the

crushed aggregate base course should meet the requirements of Section 825 Type B.


4.3 Flexible Pavement

No traffic information has been provided; however, we assume that typical traffic will include

automobiles and occasional trucks in parking areas and drives. If this traffic information changes, it

should be provided to Goodwyn, Mills and Cawood, Inc. so that we can review the pavement

recommendations and make any necessary changes to the pavement sections.

Typical minimum recommended pavement sections for this project site are as follows:

FLEXIBLE PAVEMENT MINIMUM THICKNESS

Pavement Materials Standard Duty (inches) Heavy Duty (inches)

Asphaltic Concrete Surface Course 1 1.5

Asphaltic Concrete Binder Course 2 3

Crushed Aggregate Base Course 6 8

The pavement sections represent minimum recommended thickness for a pavement section designed for

a 20-year life. However, periodic maintenance should be anticipated over the pavement design life. All

pavement materials and construction procedures should conform to the State of Alabama Department of

Transportation Standard Specifications for Highway Construction, 2012 Edition. The crushed aggregate base

stone should be an aggregate as outlined in Section 825, Type B, and should be compacted to at least 98

percent of the modified Proctor (AASHTO T-180) maximum dry density. The hot-mix asphalt should

conform to Section 424.


5.0 OTHER CONSIDERATIONS

5.1 Construction Services

Field observations, monitoring, and quality assurance testing during earthwork and foundation

installation are an extension of the geotechnical design. We recommend that Goodwyn, Mills, and

Cawood, Inc. be allowed to continue our involvement in the project through these phases of construction.

Quality assurance observations and testing related to earthwork should be performed by competent

personnel under the general administrative supervision of a geotechnical engineer familiar with the

design requirements and considerations of this project. We recommend that qualified geotechnical

personnel observe proofrolling and associated undercutting, as required, foundation excavations and

subgrades, evaluate the materials to be used as fill, and test the compaction of all fill and backfill.


6.0 REPORT LIMITATIONS

The recommendations submitted are based on the available soil information obtained by GM&C and

design details furnished by GM&C for the proposed project. If there are any revisions to the plans for

this project or if deviations from the subsurface conditions noted in this report are encountered during

construction, we should be notified immediately to determine if changes in the foundation, or other,

recommendations are required. If GM&C is not retained to perform these functions, GM&C cannot be

responsible for the impact of those conditions on the performance of the project.

The geotechnical engineer warrants that the findings, recommendations, specifications, or professional

advice contained herein have been made in accordance with generally accepted professional geotechnical

engineering practices in the local area. No other warranties are implied or expressed.

After the plans and specifications are more complete, the geotechnical engineer should be provided the

opportunity to review the final design plans and specifications to check that our engineering

recommendations have been properly incorporated into the design documents. At that time, it may be

necessary to submit supplementary recommendations.

We emphasize that this report was prepared for design and informational purposes only and may not be

sufficient to prepare an accurate construction budget. Contractors reviewing this report should

acknowledge that the recommendations contained herein are for design and informational purposes only.

A more comprehensive exploration and testing program would be required to assist the contractor in

preparing the final building pad preparation, grading, and foundation construction budgets. In no case

should this report be utilized as a substitute for development of specific earthwork specifications.

The information contained in this report is not intended, nor is sufficient, to aid in the design of

segmental or mechanically stabilized earth (MSE) retaining walls. Segmental or MSE wall designers and

builders should not rely on this report and should perform independent analysis to determine all

necessary soil characteristics for use in their wall design, including but not limited to, soil shear strengths,

bearing capacities, global stability, etc.

APPENDIX

Boring Location Plans

Soil Classification Chart

Subsurface Diagram

Boring Records

Summary of Laboratory Results

Field and Laboratory Procedures

GBHM1600317.28.16

Boring Location PlanCullman MOBCullman, Alabama

B‐1

B‐4

B‐3

B‐2

BORING LOCATIONS APPROXIMATED IN THE FIELD BY REFERENCING SITE FEATURES

NOT TO SCALE

APPROXIMATE BORING LOCATIONSN

jshaddix

Line

GBHM1600317.28.16

Boring Location PlanCullman MOBCullman, Alabama

B‐5

B‐6

BORING LOCATIONS APPROXIMATED IN THE FIELD BY REFERENCING SITE FEATURES

NOT TO SCALE

APPROXIMATE BORING LOCATIONSN

jshaddix

Line

GRAVELAND

GRAVELLYSOILS

CLAYEY GRAVELS, GRAVEL - SAND -CLAY MIXTURES

WELL-GRADED SANDS, GRAVELLYSANDS, LITTLE OR NO FINES

POORLY-GRADED SANDS,GRAVELLY SAND, LITTLE OR NOFINES

PEAT, HUMUS, SWAMP SOILS WITHHIGH ORGANIC CONTENTS

LETTERGRAPH

SYMBOLSMAJOR DIVISIONS

COARSEGRAINED

SOILS

TYPICAL

DESCRIPTIONS

WELL-GRADED GRAVELS, GRAVEL -SAND MIXTURES, LITTLE OR NOFINES

POORLY-GRADED GRAVELS,GRAVEL - SAND MIXTURES, LITTLEOR NO FINES

SILTY GRAVELS, GRAVEL - SAND -SILT MIXTURES

CLEANGRAVELS

GRAVELS WITHFINES

CLEAN SANDS

(LITTLE OR NO FINES)

SANDS WITHFINES

LIQUID LIMITLESS THAN 50

LIQUID LIMITGREATER THAN 50

HIGHLY ORGANIC SOILS

NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

PT

SILTY SANDS, SAND - SILTMIXTURES

CLAYEY SANDS, SAND - CLAYMIXTURES

INORGANIC SILTS AND VERY FINESANDS, ROCK FLOUR, SILTY ORCLAYEY FINE SANDS OR CLAYEYSILTS WITH SLIGHT PLASTICITY

INORGANIC CLAYS OF LOW TOMEDIUM PLASTICITY, GRAVELLYCLAYS, SANDY CLAYS, SILTYCLAYS, LEAN CLAYS

ORGANIC SILTS AND ORGANICSILTY CLAYS OF LOW PLASTICITY

INORGANIC SILTS, MICACEOUS ORDIATOMACEOUS FINE SAND ORSILTY SOILS

INORGANIC CLAYS OF HIGHPLASTICITY

SILTSAND

CLAYS

MORE THAN 50%OF MATERIAL ISLARGER THANNO. 200 SIEVE

SIZE

MORE THAN 50%OF MATERIAL ISSMALLER THANNO. 200 SIEVE

SIZE

MORE THAN 50%OF COARSEFRACTION

PASSING ON NO.4 SIEVE

MORE THAN 50%OF COARSEFRACTION

RETAINED ON NO.4 SIEVE

SOIL CLASSIFICATION CHART

(APPRECIABLEAMOUNT OF FINES)

(APPRECIABLEAMOUNT OF FINES)

(LITTLE OR NO FINES)

FINEGRAINED

SOILS

SANDAND

SANDYSOILS

SILTSAND

CLAYS

ORGANIC CLAYS OF MEDIUM TOHIGH PLASTICITY, ORGANIC SILTS

800

805

810

815

820

825

830

0 20 40 60 80 100 120 140 160 180 200800

805

810

815

820

825

830

0 20 40 60 80 100 120 140 160 180 200

AR9.1'

EL 816.6'

30

19

13

50/5"

50/1"

4.5

4.5

AR4'

EL 824.5'

19 3.5

AR11'

EL 812.5'

16

24

50/5"

50/5"

50/1"

BT5.5'

EL 821.5'

12

50/3"

26

CLIENT Cullman Regional Medical Center

PROJECT LOCATION Cullman, AL

PROJECT NAME MRI/CT/Urgent Care Facility

SUBSURFACE DIAGRAMBuilding and Parking

CL SC Asphalt

GP ML

Distance Along Baseline (ft)BT - Boring TerminationAR - Auger Refusal

Ele

vatio

n (f

t)

PROJECT NUMBER GBHM160031

BT

-AR

DE

PT

H+

ELE

V L

OG

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T 7

/29/

16

B-1PPV(tsf)

N-Value(%REC/%RQD)

B-2PPV(tsf)

N-Value(%REC/%RQD)

B-3PPV(tsf)

N-Value(%REC/%RQD)

B-4PPV(tsf)

N-Value(%REC/%RQD)

810

815

820

825

830

835

840

0 10 20 30 40 50 60 70 80 90810

815

820

825

830

835

840

0 10 20 30 40 50 60 70 80 90

BT10.5'

EL 819'

17

26

7

9

50/5"

4.5

3.5

2.25

4.5

BT15.5'

EL 813.9'

10

20

10

20

20

4.5




SUBSURFACE DIAGRAMNorth Parking Lot

FILL CL

Distance Along Baseline (ft)BT - Boring TerminationAR - Auger Refusal

Ele

vatio

n (f

t)


BT

-AR

DE

PT

H+

ELE

V L

OG

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T 7

/29/

16

B-5PPV(tsf)

N-Value(%REC/%RQD) B-6

PPV(tsf)

N-Value(%REC/%RQD)

SS

SS

SS

SS

SS

63

16-17-13(30)

10-10-9(19)

6-6-7(13)

25-50/5"

50/1"

4.5

4.5

13 27 15 1212

SANDY LEAN CLAY (CL), brown, very stiff, moist


SANDY LEAN CLAY (CL), red, stiff, moist

CLAYEY SAND (SC), red, very dense, medium to fine,moist - partially weathered sandstone

CLAYEY SAND (SC), brown, very dense, medium tofine, moist - partially weathered sandstoneAuger refusal was encountered at 9.1 feet.

NOTES

GROUND ELEVATION 825.7 ft

LOGGED BY J. Shaddix

DRILLING METHOD CME 45, Manual-Hammer, HSA w/SPT AT TIME OF DRILLING None Encountered

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 5"

DRILLING CONTRACTOR Smith Drilling GROUND WATER LEVELS:

CHECKED BY K. Wales

DATE STARTED 7/15/16 COMPLETED 7/15/16

ATTERBERGLIMITS

SA

MP

LE T

YP

EN

UM

BE

R

FIN

ES

CO

NT

EN

T(%

)

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DE

PT

H(f

t)

0

5

10

15

20

25

30

35

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

XP

LAS

TIC

ITY

IND

EX

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

GR

AP

HIC

LOG

MATERIAL DESCRIPTION

PAGE 1 OF 1BORING NUMBER B-1





1.G

MC

BO

RIN

GS

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T

7/29

/16

SS 6-12-7(19) 3.5

2" Asphalt6" Base StoneSANDY LEAN CLAY (CL), red, very stiff, moist

Auger refusal was encountered at 4.0 feet.

NOTES





AFTER DRILLING ---

HOLE SIZE 5"


CHECKED BY K. Wales


ATTERBERGLIMITS

SA

MP

LE T

YP

EN

UM

BE

R

FIN

ES

CO

NT

EN

T(%

)

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DE

PT

H(f

t)

0

5

10

15

20

25

30

35

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

XP

LAS

TIC

ITY

IND

EX

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

GR

AP

HIC

LOG







1.G

MC

BO

RIN

GS

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T

7/29

/16

SS

SS

SS

SS

SS

62

8-8-8(16)

14-11-13(24)

50/5"

50/5"

50/1"

10 28 20 88


SANDY LEAN CLAY (CL), red, medium, moist

SILT (ML), reddish-brown, hard, moist - weatheredsiltstone

Auger refusal was encountered at 11.0 feet.

NOTES





AFTER DRILLING ---

HOLE SIZE 5"


CHECKED BY K. Wales


ATTERBERGLIMITS

SA

MP

LE T

YP

EN

UM

BE

R

FIN

ES

CO

NT

EN

T(%

)

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DE

PT

H(f

t)

0

5

10

15

20

25

30

35

ELE

VA

TIO

N(f

t)

820

815

810

805

800

795

790

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

XP

LAS

TIC

ITY

IND

EX

ELE

VA

TIO

N(f

t)

820

815

810

805

800

795

790

GR

AP

HIC

LOG







1.G

MC

BO

RIN

GS

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T

7/29

/16

SS

SS

SS

8-6-6(12)

30-50/3"

14-15-11(26)

11

9

SANDY LEAN CLAY (CL), light red, medium, fine,moist

SANDY LEAN CLAY (CL), light red, hard, fine, moist -weathered siltstone

SANDY LEAN CLAY (CL), red, very stiff, moist -weathered siltstone

Boring was terminated at 5.5 feet.

NOTES

GROUND ELEVATION 827 ft




AFTER DRILLING ---

HOLE SIZE 5"


CHECKED BY K. Wales


ATTERBERGLIMITS

SA

MP

LE T

YP

EN

UM

BE

R

FIN

ES

CO

NT

EN

T(%

)

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DE

PT

H(f

t)

0

5

10

15

20

25

30

35

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

XP

LAS

TIC

ITY

IND

EX

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

GR

AP

HIC

LOG







1.G

MC

BO

RIN

GS

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T

7/29

/16

SS

SS

SS

SS

SS

7-8-9(17)

8-12-14(26)

6-3-4(7)

5-5-4(9)

25-50/5"

4.5

3.5

2.25

4.5

14

14

SANDY LEAN CLAY (CL), brown, very stiff - FILL,moist

SILT (ML), dark brown, gray, medium - FILL, moist,with trace of organics

SANDY LEAN CLAY (CL), yellowish-brown, stiff, moist

SANDY LEAN CLAY (CL), reddish-brown, hard, moist -weathered siltstone


NOTES





AFTER DRILLING ---

HOLE SIZE 5"


CHECKED BY K. Wales


ATTERBERGLIMITS

SA

MP

LE T

YP

EN

UM

BE

R

FIN

ES

CO

NT

EN

T(%

)

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DE

PT

H(f

t)

0

5

10

15

20

25

30

35

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

XP

LAS

TIC

ITY

IND

EX

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

GR

AP

HIC

LOG







1.G

MC

BO

RIN

GS

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T

7/29

/16

SS

SS

SS

SS

SS

36

5-5-5(10)

8-10-10(20)

6-6-4(10)

10-10-10(20)

10-10-10(20)

4.5 13

7 19 14 55

SANDY LEAN CLAY (CL), red, stiff - FILL, moist

SILTY CLAYEY SAND with GRAVEL (SC-SM), brown,medium, coarse to fine- FILL, moist

SILTY CLAYEY SAND with GRAVEL (SC-SM), brown,loose, coarse to fine- FILL, moist

SILTY CLAYEY SAND with GRAVEL (SC-SM), darkgray, medium, coarse to fine- FILL, moist


NOTES





AFTER DRILLING ---

HOLE SIZE 5"


CHECKED BY K. Wales


ATTERBERGLIMITS

SA

MP

LE T

YP

EN

UM

BE

R

FIN

ES

CO

NT

EN

T(%

)

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PO

CK

ET

PE

N.

(tsf

)

DE

PT

H(f

t)

0

5

10

15

20

25

30

35

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

DR

Y U

NIT

WT

.(p

cf)

MO

IST

UR

EC

ON

TE

NT

(%

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

PLA

ST

ICIT

YIN

DE

XP

LAS

TIC

ITY

IND

EX

ELE

VA

TIO

N(f

t)

825

820

815

810

805

800

795

GR

AP

HIC

LOG







1.G

MC

BO

RIN

GS

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T

7/29

/16

B-1 1.5-3 27 15 12 12.5 63 12.9 CL

B-3 1.5-3 28 20 8 9.5 62 10.1 CL

B-4 0-1.5 10.7

B-4 1.5-3 8.8

B-5 0-1.5 14.3

B-5 1.5-3 14.1

B-6 1.5-3 12.6

B-6 4-5.5 19 14 5 19 36 7.3 SC-SM

SpecificGravity

PAGE 1 OF 1

PlasticLimit

PlasticityIndex

%<#200Sieve

LiquidLimitDepth

NaturalMoisture

(%)Borehole

Max. SieveSize Tested

(mm)

SUMMARY OF LABORATORY RESULTS

Class-ification

Opt.MoistureContent

(%)

Max DryDensity

(pcf)





1.U

SC

S S

UM

MA

RY

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T 7

/29/

16

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

coarse fine

ClassificationSpecimen Identification

Specimen Identification D100 D60 D30 D10 %Gravel

0.955

1.5-3.0

1.5-3.0

4.0-5.5

B-1

B-3

B-6

coarseSILT OR CLAY

2006

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

SILTY, CLAYEY SAND with GRAVEL(SC-SM)

PI Cc

15

20

14

27

28

19

CuLL PL

finemedium

10 501/2HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 20 406 601.5 8 143/4 3/8

GRAIN SIZE DISTRIBUTION

COBBLESGRAVEL

62.8

61.7

36.3

12.5

9.5

19

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SAND

GRAIN SIZE IN MILLIMETERS

12

8

5

%Sand %Silt %Clay

8.6

1.1

29.4

28.6

37.2

34.3

3 100

B-1

B-3

B-6

24 16 301

1.5-3.0

1.5-3.0

4.0-5.5





7.G

RA

IN S

IZE

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T 7

/29/

16

0

10

20

30

40

50

60

0 20 40 60 80 100

LL PL PI

1.5-3.0

1.5-3.0

4.0-5.5

12

8

5

ATTERBERG LIMITS' RESULTS

SANDY LEAN CLAY(CL)

SANDY LEAN CLAY(CL)

SILTY, CLAYEY SAND with GRAVEL(SC-SM)

B-1

B-3

B-6

ML

CL

MH

CH

63

62

36

Specimen Identification

CL-ML

PLASTICITY

INDEX

LIQUID LIMIT

Fines Classification

27

28

19

15

20

14





2.A

TT

ER

BE

RG

LIM

ITS

GB

HM

1600

31 C

ULL

MA

N M

ED

ICA

L C

EN

TE

R.G

PJ

GM

C D

AT

A T

EM

PLA

TE

.GD

T 7

/29/

16

FIELD TEST PROCEDURES General The general field procedures employed by Goodwyn, Mills and Cawood, Inc. (GM&C), are summarized in the American Society for Testing and Materials (ASTM) Standard D420 which is entitled "Investigating and Sampling Soil and Rock". This recommended practice lists recognized methods for determining soil and rock distribution and groundwater conditions. These methods include geophysical and in-situ methods as well as borings. The detailed collection methods used during this exploration are presented in the following paragraphs. Standard Drilling Techniques General: To obtain subsurface samples, borings are drilled using one of several alternate techniques depending upon the subsurface conditions. These techniques are: In Soils: a) Continuous hollow stem augers. b) Rotary borings using roller cone bits or drag bits, and water or drilling mud to flush the hole. c) "Hand" augers. In Rock: a) Core drilling with diamond-faced, double or triple tube core barrels. b) Core boring with roller cone bits. Hollow Stem Auger: A hollow stem augers consists of a hollow steel tube with a continuous exterior spiral flange termed a flight. The auger is turned into the ground, returning the cuttings along the flights. The hollow center permits a variety of sampling and testing tools to be used without removing the auger. Rotary Borings: Rotary drilling involves the use of roller cone or drag type drill bits attached to the end of drill rods. A flushing medium, normally water or bentonite slurry, is pumped through the rods to clear the cuttings from the bit face and flush them to the surface. Casing is sometimes set behind the advancing bit to prevent the hole from collapsing and to restrict the penetration of the drilling fluid into the surrounding soils. Cuttings returned to the surface by the drilling fluid are typically collected in a settling tank, to allow the fluid to be recirculated. Hand Auger Boring: Hand auger borings are advanced by manually twisting a 4” diameter steel bucket auger into the ground and withdrawing it when filled to observe the sample collected. Posthole diggers are sometimes used in lieu of augers to obtain shallow soil samples. Occasionally these hand auger borings are used for driving 3-inch diameter steel tubes to obtain intact soil samples. Core Drilling: Soil drilling methods are not normally capable of penetrating through hard cemeted soil, weathered rock, coarse gravel or boulders, thin rock seams, or the upper surface of sound, continuous rock. Material that cannot be penetrated by auger or rotary soil-drilling methods at a reasonable rate is designated as “refusal material”. Core drilling procedures are required to penetrate and sample refusal materials. Prior to coring, casing may be set in the drilled hole through the overburden soils, to keep the hole from caving and to prevent excessive water loss. The refusal materials are then cored according to ASTM D2113 using a diamond studded bit fastened to the end of a hollow, double or triple tube core barrel. This device is rotated at high speeds, and the cuttings are brought to the surface by circulating water. Core samples of the material penetrated are protected and retained in the swivel-mounted inner tube. Upon completion of each drill run, the core barrel is brought to the surface, the core recovery is measured, and the core is placed, in sequence, in boxes for storage and transported to our laboratory.

Sampling and Testing in Boreholes General: Several techniques are used to obtain samples and data in soils; however the most common methods in this area are: a) Standard Penetrating Testing b) Water Level Readings These procedures are presented below. Any additional testing techniques employed during this exploration are contained in other sections of the Appendix. Standard Penetration Testing: At regular intervals, the drilling tools are removed and soil samples obtained with a standard 2 inch diameter split tube sampler connected to an A or N-size rod. The sampler is first seated 6 inches to penetrate any loose cuttings, and then driven an additional 12 inches with blows of a 140-pound safety hammer falling 30 inches. Generally, the number of hammer blows required to drive the sampler the final 12 inches is designated the "penetration resistance" or "N" value, in blows per foot (bpf). The split barrel sampler is designed to retain the soil penetrated, so that it may be returned to the surface for observation. Representative portions of the soil samples obtained from each split barrel sample are placed in jars, sealed and transported to our laboratory. The standard penetration test, when properly evaluated, provides an indication of the soil strength and compressibility. The tests are conducted according to ASTM Standard D1586. The depths and N-values of standard penetration tests are shown on the Boring Records. Split barrel samples are suitable for visual observation and classification tests but are not sufficiently intact for quantitative laboratory testing. Water Level Readings: Water table readings are normally taken in the borings and are recorded on the Boring Records. In sandy soils, these readings indicate the approximate location of the hydrostatic water table at the time of our field exploration. In clayey soils, the rate of water seepage into the borings is low and it is generally not possible to establish the location of the hydrostatic water table through short-term water level readings. Also, fluctuation in the water table should be expected with variations in precipitation, surface run-off, evaporation, and other factors. For long-term monitoring of water levels, it is necessary to install piezometers. The water levels reported on the Boring Records are determined by field crews immediately after the drilling tools are removed, and several hours after the borings are completed, if possible. The time lag is intended to permit stabilization of the groundwater table, which may have been disrupted by the drilling operation. Occasionally the borings will cave-in, preventing water level readings from being obtained or trapping drilling water above the cave-in zone. The cave-in depth is measured and recorded on the Boring Records. Boring Records The subsurface conditions encountered during drilling are reported on a field boring record prepared by the Driller. The record contains information concerning the boring method, samples attempted and recovered, indications of the presence of coarse gravel, cobbles, etc., and observations of ground water. It also contains the driller's interpretation of the soil conditions between samples. Therefore, these boring records contain both factual and interpretive information. The field boring records are kept on file in our office. After the drilling is completed, a geotechnical professional classifies the soil samples and prepares the final Boring Records, which are the basis for all evaluations and recommendations. The following terms are taken from ASTM D2487 or Deere's Technical Description of Rock Cores for Engineering Purposes, Rock Mechanical Engineering Geology 1, pp. 18-22.

Relative Density of Cohesionless Soils From Standard Penetration Test

Consistency of Cohesive Soils

Very Loose < 4 bpf Loose 5 - 10 bpf Medium 11 - 30 bpf Dense 31 - 50 bpf Very Dense > 50 bpf (bpf = blows per foot, ASTM D 1586)

Very Soft < 2 bpf Soft 3 - 4 bpf Medium 5 - 8 bpf Stiff 9 - 15 bpf Very Stiff 16 - 30 bpf Hard > 30 bpf

Relative Hardness of Rock Particle Size Identification Very Soft Rock disintegrates or easily compresses to touch; can be hard to very hard soil. Soft Rock may be broken with fingers. Moderately Soft Rock may be scratched with a nail, corners and edges may be broken with fingers. Moderately Hard Rock a light blow of hammer is required to break samples. Hard Rock a hard blow of hammer is required to break sample.

Boulders Larger than 12" Cobbles 3" - 12" Gravel Coarse 3/4" - 3" Fine 4.76mm - 3/4" Sand Coarse 2.0 - 4.76 mm Medium 0.42 - 2.00 mm Fine 0.42 - 0.074 mm Fines (Silt or Clay) Smaller than 0.074 mm

Rock Continuity Relative Quality of Rocks

RECOVERY = Total Length of Core x 100 % Length of Core Run

RQD = Total core, counting only pieces > 4" long x 100 % Length of Core Run

Description Core Recovery % Incompetent Less than 40 Competent 40 - 70 Fairly Continuous 71 - 90 Continuous 91 - 100

Description RQD % Very Poor 0 - 25 % Poor 25 - 50 % Fair 50 - 75 % Good 75 - 90 % Excellent 90 - 100 %

LABORATORY TESTING GENERAL The laboratory testing procedures employed by Goodwyn, Mills and Cawood, Inc. (GM&C) are in general accordance with ASTM standard methods and other applicable specifications. Several test methods, described together with others in this Appendix, were used during the course of this exploration. The Laboratory Data Summary sheet indicates the specific tests performed. SOIL CLASSIFICATION Soil classifications provide a general guide to the engineering properties of various soil types and enable the engineer to apply his past experience to current problems. In our investigations, samples obtained during drilling operations are examined in our laboratory and visually classified by an engineer. The soils are classified according to consistency (based on number of blows from standard penetration tests), color and texture. These classification descriptions are included on our "Boring Records". The classification system discussed above is primarily qualitative and for detailed soil classification two laboratory tests are necessary; grain size tests and plasticity tests. Using these test results the soil can be classified according to the AASHTO or Unified Classification Systems (ASTM D-2487). Each of these classification systems and the in-place physical soil properties provides an index for estimating the soil's behavior. The soil classification and physical properties obtained are presented in this report. POCKET PENETROMETER TEST A pocket penetrometer test is performed by pressing the tip of a small, spring-loaded penetrometer with even pressure to a prescribed depth into a soil sample. This test yields a value for unconfined compressive strength, which may be correlated with unconfined compressive strengths obtained by other laboratory methods. MOISTURE CONTENT Moisture contents are determined from representative portions of the specimen. The soil is dried to a constant weight in an oven at 100o C and the loss of moisture during the drying process is measured. From this data, the moisture content is computed. PARTICLE SIZE DISTRIBUTION The distribution of soils coarser than the No. 200 (75-mm) sieve is determined by passing a representative specimen through a standard set of nested sieves. The weight of material retained on each sieve is determined and the percentage retained (or passing) is calculated. A specimen may be washed through only the No. 200 sieve, if the full range of particle sizes is not required. The percentage of material passing the No. 200 sieve is reported. The distribution of materials finer than the No. 200 sieve is determined by use of a hydrometer. The particle sizes and distribution are computed from the time rate of settlement of the different size particles while suspended in water. These tests are performed in accordance with ASTM D-421, D-422 and D-1140. ATTERBERG LIMITS Liquid Limit (LL), Plastic Limit (PL) and Shrinkage Limit (SL) tests are performed to aid in the classification of soils and to determine the plasticity and volume change characteristics of the materials. The Liquid Limit is the minimum moisture content at which a soil will flow as a heavy viscous fluid. The Plastic Limit is the minimum moisture content at which the soil behaves as a plastic material. The Shrinkage Limit is the moisture content below which o further volume change will take place with continued drying. The Plasticity Index (PI) is the numeric difference of Liquid Limit and Plastic Limit and indicates the range of moisture content over which a soil remains plastic. These tests are performed in accordance with ASTM D-4318, D-4943 and D-427.


GOODWYN, MILLS & CAWOOD, INC. ALLOWANCE FORM GMC PROJECT NO. HBHM160008 004321 - 1/1

FORM OF PROPOSAL – ATTACHMENT 2

SECTION 004321 - ALLOWANCE FORM

1.1 BID INFORMATION

A. Bidder: __________________________________________________________________________________________________________________________________________

B. Project Identification: MRI /CT /Urgent Care Facility

C. Project Location: Cullman Regional 1912 Alabama Highway 157 Cullman, Alabama 35058

D. Owner: The Healthcare Authority of Cullman County d/b/a Cullman Regional

1912 Alabama Highway 157 Cullman, Alabama 35058

E. Architect: Goodwyn, Mills and Cawood

F. Architect Project Number: HBHM160008

1.2 BID FORM SUPPLEMENT

A. This form is required to be attached to the Bid Form.

B. The undersigned Bidder certifies that Base Bid submission to which this Bid Supplement is attached includes those allowances described in the Contract Documents and scheduled in Section 012100 "Allowances."

1.3 SUBMISSION OF BID SUPPLEMENT

A. Respectfully submitted this 15th day of February, 2017.

B. Submitted By :______________________________________________________( Insert name of bidding firm or corporation).

C. Authorized Signature: _________________________________________________________________________ (Handwritten signature).

D. Signed By: _________________________________________________________________________________________________ (Type or print name).

E. Title: _____________________________________________________________________ (Owner/Partner/President/Vice President).



GOODWYN, MILLS & CAWOOD, INC. UNIT PRICES FORM GMC PROJECT NO. HBHM160008 004322 - 1/2

FORM OF PROPOSAL – ATTACHMENT 1

DOCUMENT 004322 - UNIT PRICES FORM

1.1 BID INFORMATION

A. Bidder: __________________________________________________________________________________________________________________________________________

B. Project Identification: MRI /CT /Urgent Care Facility

C. Project Location: Cullman Regional 1912 Alabama Highway 157 Cullman, Alabama 35058

D. Owner: The Healthcare Authority of Cullman County d/b/a Cullman Regional

1912 Alabama Highway 157 Cullman, Alabama 35058

E. Architect: Goodwyn, Mills and Cawood

F. Architect Project Number: HBHM160008

1.2 BID FORM SUPPLEMENT

A. This form is required to be attached to the Bid Form.

B. The cost of Unit Prices itemized below, in the quantities noted to be included in base bid, shall be included in the bid amount entered on the Form of Proposal

C. The undersigned Bidder proposes the amounts below be added to or deducted from the Contract Sum on performance and measurement of the individual items of Work and for adjustment of the quantity given in the Unit-Price Allowance for the actual measurement of individual items of the Work.

D. If the unit price does not affect the Work of this Contract, the Bidder shall indicate "NOT APPLICABLE."


GOODWYN, MILLS & CAWOOD, INC. UNIT PRICES FORM GMC PROJECT NO. HBHM160008 004322 - 2/2

1.3 UNIT PRICES

A. Unit-Price No. 1: Removal of unsatisfactory soil and replacement with satisfactory soil material.

1. ___________________________________________________________________________ Dollars ($_______________________________) per unit.

B. Unit-Price No. 2: Rock excavation and replacement with satisfactory soil material.

1. ___________________________________________________________________________ Dollars ($_______________________________) per unit.

C. Unit-Price No. 3: Off-site disposal of excess soil in lieu of stockpiling at a designated on-site location.

1. ___________________________________________________________________________ Dollars ($_______________________________) per unit.

1.4 UNIT PRICES SHALL BE INCLUDED IN BASE BID

A. The cost of Unit Prices itemized above, in the quantities noted to be included in base bid, shall be included in the bid amount entered on the Form of Proposal.

1.5 SUBMISSION OF BID SUPPLEMENT

A. Respectfully submitted this 15th day of February 2017.

B. Submitted By :______________________________________________________( Insert name of bidding firm or corporation).

C. Authorized Signature: _________________________________________________________________________ (Handwritten signature).

D. Signed By: _________________________________________________________________________________________________ (Type or print name).

E. Title: _____________________________________________________________________ (Owner/Partner/President/Vice President).



GOODWYN, MILLS & CAWOOD, INC. PROJECT FORMS GMC PROJECT NO. HBHM160008 006000 - 1/1

SECTION 006000 – PROJECT FORMS

1.1 FORM OF AGREEMENT AND GENERAL CONDITIONS

A. Owner/Contractor Agreement and General Conditions:

1. AIA Document A101, "Standard Form of Agreement between Owner and Contractor, Stipulated Sum" and,

2. AIA Document A201, "General Conditions of the Contract for Construction."

3. Copies of AIA Documents A101 and A201 will be provided under separate cover by the Architect.

1.2 ADMINISTRATIVE FORMS

A. Administrative Forms: Additional administrative forms are specified in Division 01 General Requirements.

B. Preconstruction Forms:

1. AIA Document A312, "Performance Bond and Payment Bond." 2. AIA Document G715, "Supplemental Attachment for ACORD Certificate of

Insurance 25-S."

C. Information and Modification Forms:

1. AIA Document G716, "Request for Information (RFI)." 2. AIA Document G709, "Work Changes Proposal Request." 3. AIA Document G701, “Change Order." 4. AIA Document G707, "Architect's Supplemental Instructions." 5. AIA Document G714, "Construction Change Directive."

D. Payment Forms:

1. AIA Document G702, "Application and Certificate for Payment." 2. AIA Document G703, “Continuation Sheet” 3. AIA Document G706, "Contractor's Affidavit of Payment of Debts and Claims." 4. AIA Document G706A, "Contractor's Affidavit of Payment of Release of Liens." 5. AIA Document G707, "Consent of Surety to Final Payment."
