MUSKOGEE PUBLIC SCHOOLS
MUSKOGEE PUBLIC SCHOOLS Request for Bids # 1606 ADDENDUM #1 Muskogee High School H-unit Parking lot Expansion Sealed Bids will be accepted at the office of the Chief Financial Officer until 2:00 p.m. on October 22, 2015. At 2:00 p.m. of the same day, a public opening of all Bids will be held in the office of the Chief Financial Officer.
Addendum #1 1. Information to Bidders 2. Update documents with updated notes from pre-conducted on October 7, 2015. 3. Geo-Tech report from Cook and Associates Engineering Inc. 4. Bid Form
Information to Bidders The intent of the Board of Education it to award project at the next regularly scheduled Board meeting. The existing H-unit parking lot of H-unit parking lot will be shut down during the construction of the project. The contractor will be responsible for any damage to existing surface and property of Muskogee Public Schools caused by project during construction. At any time during the project if there is a concern of conditions the contractor is to contact the Director of Maintenance so a solution can be worked out or existing conditions can be defined. This project shall be scheduled for completion from the notice to proceed in sixty calendar days. Weather days shall be allotted using the ODOT Adverse weather day’s methodology. The project shall have liquidated damages of $100.00 per school or event calendar day. Payment will be man in increments due to this being bond funding. The total amount of the project will be divided into twenty increments and the contractor can bill for 90% of completed stages in increment amounts. The contractor call bill for multiple increments they just have to match increment percentage with purchase order with Muskogee Maintenance Department prior to billing. This information needed to be provided because different than most project yet when establish on front of project easier to track.
Addendum #1 Page 1 of 37
Addendum #1 Page 2 of 37
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 3 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
QUANTITIES & NOTES
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 4 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
MISCELLANEOUS DETAILS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 5 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
OVERALL LAYOUT
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 6 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
PROPOSED REMOVAL PLAN
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 7 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
PROPOSED SITE PLAN
Holloway, Updike and Bellen, Inc.
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PARKING LOT
PROPOSED SITE ELEVATIONS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 9 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
STRIPING LAYOUT PLAN
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 10 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
O.D.O.T. STANDARDS
Holloway, Updike and Bellen, Inc.
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PARKING LOT
O.D.O.T. STANDARDS
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PARKING LOT
O.D.O.T. STANDARDS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 13 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
O.D.O.T. STANDARDS
COOK & ASSOCIATES ENGINEERING, INC Engineering
Surveying
Geotechnical
Construction Management
1486 East Poplar St Fort Gibson, Ok 74434 918-478-3930 Office 918-478-5498 Fax www.cook-eng.com CA #4479, Exp. 6/30/16 May 4, 2015 Muskogee Public Schools C/O Mr. Greg Armstrong, P.E. 3200 E Shawnee Rd Muskogee, Ok 74403 Re:
Preliminary Geotechnical Report; Muskogee High School Parking Lot CAA # 151605
We are submitting, herewith, the results of the subsurface exploration performed for the proposed Muskogee High School in Muskogee, Oklahoma. The attached report outlines the findings and recommendations associated with the preliminary foundation construction of the proposed Muskogee High School Parking Lot. We appreciate the opportunity to be of service to you and look forward to continuing our service during the construction of this project. If you have any questions regarding the contents of this report, or if we can be of further service, please do not hesitate to contact us. Sincerely, D T ER E GI S RE Addendum #1 Page 14 of 37
R
Enclosure
ENG I NEE
JKC
JUSTIN COOK
L
Justin Cook, P.E. President
A
OF E SS I ON PR
GEOTECHNICAL ENGINEERING REPORT
Muskogee High School Parking Lot Muskogee, Oklahoma
CAA Project No. 151605 May 4, 2015 Prepared for:
Muskogee Public Schools C/O Mr. Greg Armstrong, P.E. 3200 E Shawnee Rd Muskogee, Ok 74403
Prepared by:
COOK & ASSOCIATES ENGINEERING, INC Engineering
Surveying
Geotechnical
Construction Management
1486 East Poplar St Fort Gibson, Ok 74434 918-478-3930 Office 918-478-5498 Fax www.cook-eng.com
Addendum #1 Page 15 of 37
CA #4479, Exp. 6/30/16
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 15172 May 4, 2015
TABLE OF CONTENTS
Page
Letter of Transmittal ........................................................................................................... i INTRODUCTION/SCOPE ................................................................................................ 2 SUBSURFACE EXPLORATION PROCEDURES ............................................................. 2 LABORATORY TESTING PROGRAM .............................................................................. 3 SITE CONDITIONS ................................................................................................................. 3 SUBSURFACE CONDITIONS................................................................................................ 4 Boring Descriptions ..................................................................................................... 4 Groundwater Conditions.......................................................................................... 4 ANALYSIS AND RECOMMENDATIONS ......................................................................... 5 Geotechnical Considerations................................................................................ 5 General Site Preparation and Grading ................................................................. 5 Wet Weather Construction .............................................................................. 6 Dry Weather Construction ............................................................................... 7 Pavements.............................................................................................................. 8 GENERAL COMMENTS ................................................................................................. 10 APPENDIX A Boring Location Diagram Borings Logs APPENDIX B General Notes Unified Soil Classification System Rock Classification General Notes
Addendum #1 Page 16 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
GEOTECHNICAL ENGINEERING REPORT ________________________________________________________________________ INTRODUCTION/SCOPE Cook & Associates Engineering Inc. has completed the subsurface exploration and geotechnical engineering services for a proposed Muskogee High School Parking Lot, located in Muskogee Oklahoma. The proposed project consists of expanding an existing asphalt parking lot over an existing grass area. It can be assumed that cut and fills of less than 1 foot will be required to achieve final design grades. SUBSURFACE EXPLORATION PROCEDURES Cook & Associates drilled four (4) borings within the footprint of the proposed parking area to a depth of approximately 5 feet. The results of the borings and a boring location diagram are attached in the appendix. Boring locations were established by tapping the locations from dimensions scaled off of the diagram in appendix. The boring locations and elevations should be considered only accurate to the degree implied by the methods used to make the measurements. The borings were drilled via a hand auger using 4” flight augers to advance the borings. Cook & Associates' drill crew prepared field boring logs during the drilling operation. These logs report drilling and sampling methods, sampling intervals, soil and groundwater conditions, and the driller's visual evaluation of the conditions encountered between samples. The final boring logs, included in this report, have been prepared based on the driller's field logs and have been modified, where appropriate, based on the results of the laboratory observation and testing. Soil samples obtained in the field were tagged for identification, sealed to reduce moisture loss and returned to our laboratory for further examination, testing, and classification.
2
Addendum #1 Page 17 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
LABORATORY TESTING PROGRAM In general, soil samples are tested for the natural (in-situ) moisture content, relative unconfined compressive strength via an end bearing soil pocket penetrometer, atterberg limits and grain size distribution. The laboratory test results are shown on the boring logs. The samples were examined at the time of drilling by a geotechnical engineer and were classified based on the soil's texture and plasticity in accordance with the Unified Soil Classification System. The estimated Unified System group symbols are shown on the boring logs. A brief description of the Unified Soil Classification System is attached. Bedrock materials, if encountered, were classified in accordance with the General Notes and described using commonly accepted geotechnical terminology. Rock core samples and petrographic examination may reveal other rock types. SITE CONDITIONS The site is located on the Muskogee High School Campus, just north of Shawnee and just west of Country Club. The proposed parking lot is an expansion of the existing auto lot just west of the baseball field. The location is identified on the location map in the appendix.
SUBSURFACE CONDITIONS Boring Descriptions An approximate 24-inch thick silty topsoil layer was encountered at the boring locations. Asphalt and crushed aggregate occurred in the upper layer of boring B3. The generalized subsurface profile within the depths explored can be described as silt with sand underlain by lean to fat clay. Groundwater Conditions Observations were made while drilling and immediately after boring to obtain data regarding groundwater conditions. At these times groundwater was not observed at the borings. The groundwater level observations made during our exploration provide an indication of the groundwater conditions at the time the borings were drilled. Longer monitoring in piezometer
3
Addendum #1 Page 18 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
or cased holes would be required to evaluate longer-term groundwater conditions. During some periods of the year, perched water could develop in or on top of the existing fill materials and / or at the soil overburden/bedrock interface. Fluctuations in the amount of perched water, if any and groundwater levels should be expected throughout the years depending upon variations in the amount of rainfall, runoff, evaporation and other hydrological factors not apparent at the time the borings were drilled.
ANALYSIS AND RECOMMENDATIONS Geotechnical Considerations Silt soils comprise the upper 2 feet of soil at the boring locations. The silts are generally low strength materials and may become unstable with elevated moisture contents. At the time of boring, the samples showed elevated moisture contents between the silt and clay layer interface. Due to the low permeability of the underlying clays, groundwater may perch on the clay layer and saturate the silt. Because of these conditions, subgrade improvement procedures may be required to develop adequate support for new fills and pavements. With the recommended general site preparation procedures, and construction procedures, the site should be suitable for support of the proposed paving.
General Site Preparation and Grading The recommendations presented below apply to site preparation and grading in the proposed paving areas. Areas to be graded should be stripped and cleared of any surface vegetation, topsoil, trees and debris (including any uncontrolled fill encountered). After stripping and completing the required cuts and over excavations, the exposed subgrade should be proof rolled with a loaded dump truck, scraper, or other rubber-tired construction equipment weighing at least 25 tons, to evaluate the presence of any soft, unstable soils. Soft, unstable soils should be over excavated and replaced with approved, engineered fill, if they cannot be stabilized properly in-place. The geotechnical engineer should observe the proof rolling and over excavation/stabilization procedures to verify that the unstable soils are identified and properly removed or stabilized. Before placing fill, the subgrade after stripping and cutting should be scarified to a depth of at least 9 inches, moisture conditioned to a level equal to or slightly above the material's optimum moisture content, and compacted to at least 95 percent of the material's maximum laboratory dry density determined in accordance with ASTM D-698. Off-site fill should consist 4
Addendum #1 Page 19 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
of approved, low plasticity material having a plasticity index (PI) of 18 or less and containing at least 15 percent fines (material passing the No. 200 sieve). All fill materials should be free of organic matter and debris, and have a maximum rock size of 3 inches. Proposed fill materials, from on-site or off-site sources, should be tested and approved prior to their use. It may be feasible to reuse the existing soils as general fill material, provided any deleterious material and debris is satisfactorily removed. Fill should be placed in loose lifts not exceeding 9 inches in thickness and compacted to at least 95 percent of the material's maximum laboratory dry density, determined according to ASTM D-698. Fill should be placed and compacted within 2 percent of the material's optimum moisture content determined by ASTM D-698. The recommended moisture content should be maintained in the scarified and compacted zone and in new fills, until fills are completed and floor slabs and pavements are constructed. Care should be taken in design and construction to develop and maintain rapid, positive drainage away from the building and pavement area. Water should not be allowed to pond adjacent to or on pavements. In addition to sloping the ground surface away from these areas, proper drainage should be established in landscape areas adjacent to the pavements. These procedures can reduce the potential for moisture fluctuations under the pavement in the subgrade soils. Wet Weather Construction: During wet weather conditions, it is likely that much of the project area will be unstable and will hinder the placement of fill material or construction of the pavement. Alternatives for subgrade stabilization could include the following:
Over excavation and Replacement – Any low strength soils could be removed to firm materials. New fill should be placed as recommended in the “General Site Preparation and Grading” section of this report.
Chemical Stabilization – The use of Portland cement or Class “C” Fly Ash could also be considered to stabilize the low strength silty sand soils at this site prior to placement of fill. The effectiveness of chemical stabilization will depend on the depth to which the silty sand soils are wet and soft. The deeper the soils are wet and soft, the deeper the chemical stabilization will be required. The required stabilization depth can only be determined at the time of construction. The actual amount of Portland cement or fly ash should be verified in the field as the amount required to stabilize the sandy material. Portland cement and fly ash treatment should be performed according to the Oklahoma Department of Transportation specifications. We recommend a Cook & Associates Engineering, Inc. representative be present during the mixing and compaction procedure to determine that project specifications are being fulfilled. 5
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Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
We estimate that the following percentages, by weight, will be required to stabilize the exposed soils: Class C Fly Ash: 15 to 18 percent Portland Cement: 6 to 8 percent The percentages are estimates that are based on an evaluation of the moisture content of the subsurface soils at the time of drilling. The above percentages should be evaluated in the field and adjusted, if needed, to stabilize the exposed soils. The Class “C” Fly Ash or Portland Cement should be thoroughly mixed into the native soils to a depth of at least 10 inches below plan grades. Mixing of the soils with a rotarytype mixer is recommended to adequately combine the additive into the existing soils. The mixing of the stabilization material with the native soils is time dependent due to the curing and hydration processes of the stabilization material. A maximum two hour window is typically recommended from the time that the Class “C” Fly Ash or Portland Cement is added to the soil to the time that compaction is completed to realize the full stabilization properties of the material. If the processing and recompaction of the stabilized mixture exceeds two hours, a reduction in strength will occur in the stabilized mixture. Dry Weather Construction: Following stripping and prior to fill placement, the exposed subgrade should be proof rolled in overlapping passes with a rubber-tired construction vehicle weighing at least 25 tons, such as a loaded scraper or tandem-axle dump truck. The geotechnical engineer or his representative should observe subgrade performance during the proof rolling procedure. The proof rolling is recommended to aid in locating unstable subgrade materials. Unstable materials located by proof rolling may be stabilized in-place. Fill placement can commence on a stable subgrade, as approved by the geotechnical engineer. Alternatives for subgrade stabilization could include the following: Scarification and Recompaction - It may be feasible to scarify, moisture condition, and recompact the exposed soils during dry or wet weather conditions to stabilize the native soils. The success of this procedure would depend primarily upon favorable weather and sufficient time to dry the soils.
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Addendum #1 Page 21 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
Pavements Based on the anticipated final grades, soils comprising the pavement subgrade should consist of existing subgrade and or new fill. The upper 2 feet of the existing subgrade soils generally consist of silt and require over excavation down to stable clay sub base. If sections of the clay is saturated, soil subgrade improvements may be required as outlined in the “General Site Preparation & Grading” section of this report, to gain stability. Select fill shall have to be replaced as outlined above to establish the plan grades. The minimum thickness of select fill shall be as identified in the table below. Recommended alternative minimum pavement sections are presented below. These sections are based on a 15-year design life and a subgrade CBR value of 3 for the unmodified subgrade soils. Some periodic maintenance should be expected to realize the 15-year life. Without specific loading or traffic information, the pavement sections listed below should be considered as minimum sections. Other pavement sections could be considered. These sections assume that the light-duty pavements will only be traveled by automobiles, and the heavy-duty pavements will be traveled by no more than 5 trucks per day having a gross weight of 50,000 pounds or equivalent trafficking.
HEAVY-DUTY
LIGHT-DUTY
2” 5” 6” 8”
2” 2” 6”
PAVEMENT SECTION I Asphalt over Aggregate Base over Modifed Subgrade or Select Fill
10”
Type “B”* over Type “A”* over Aggregate Base* over Treated Subgrade* or Select Fill
8” 10”
Type “B”* over Type “A”* over Aggregate Base* or Treated Subgrade* or Select Fill
PAVEMENT SECTION II 3,500 psi Air Entrained Portland Cement Concrete over Aggregate Base or Modifed Subgrade or Select Fill
6" 6”
Concrete over 5" Aggregate Base* 4” or 8” Treated Subgrade* 8” or 10” Select Fill 10” *Oklahoma Department of Transportation Standard Specifications 7
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Concrete over Aggregate Base* or Treated Subgrade* or Select Fill
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
Note: If aggregate base is placed on subgrade that is not chemically stabilized a 6 oz. nonwoven separator fabric shall be used. Because of the frequent stopping and turning motions of trash collection trucks and the concentrated wheel paths that occur within the trash dumpster area, we recommend that the pavements in the dumpster area consist of a minimum of 7 inches of reinforced (#4 rebar spaced 18” on center) concrete underlain by a 6-inch layer of ODOT Type "A" aggregate base, supported on a 10 inches of compacted select fill or 8 inches of modified subgrade. All pavements and areas adjacent to pavements should be adequately sloped to provide rapid surface drainage to minimize ponding on or around pavements that could result in subgrade saturation and loss of pavement support. Construction Considerations The near surface silty soils are sensitive to disturbance and instability when wet. If wet conditions occur during construction, equipment mobility would be hindered and it may be necessary to overexcavate and replace or stabilize the near surface silty soils full-depth to allow construction to proceed.
GENERAL COMMENTS Cook & Associates should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Cook & Associates should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between the borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is 8
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Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Cook & Associates reviews the changes and either verifies or modifies the conclusions of this report in writing.
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Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 15172 May 4, 2015
APPENDIX A
Boring Location Diagram Borings Logs
Addendum #1 Page 25 of 37
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 26 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
OVERALL LAYOUT
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 27 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
PROPOSED REMOVAL PLAN
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - SW Corner
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B1
PROJECT: Muskogee High School Parking Lot
0
silt with sand, Brown ML A-4(0)
1
82.7
NP
CL A-76(26)
2
93.9
25
2.0 2.5
lean clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 28 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - SE Corner
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B2
PROJECT: Muskogee High School Parking Lot
0
silt with sand, Brown ML A-4(0)
1
74.7
NP
CH A-76(38)
2
95
35
2.0 2.5
fat clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 29 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - north edge ex paving
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B3
PROJECT: Muskogee High School Parking Lot
0
silty sand with gravel, Brown SM A-4(0)
1
45.4
NP
CH A-76(32)
2
95.3
30
2.0 2.5
fat clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 30 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - north corner
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B4
PROJECT: Muskogee High School Parking Lot
0
silty with sand, Brown ML A-4(0)
1
81.9
NP
CL A-6(22)
2
95.5
22
2.0 2.5
fat clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 31 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
KEY TO SYMBOLS Symbol
Description
Strata symbols Silt Low plasticity clay High plasticity clay Silty sand Soil Samplers Auger
Notes: 1. Exploratory borings were drilled on dates indicated using a truck mounted drill rig. 2. Water level observations are noted on the boring logs. 3. Boring locations were established by CAE field taping and the use of the available reference features and a local monument. 4. These logs are subject to the limitations, recommendations in this report.
conclusions,
and
5. Results of tests conducted on samples recovered are reported on the logs. 6. The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. 7. Rock classifications are based on drilling characteristics and visual observation of disturbed samples. Core samples and petrographic analysis may reveal other rock types. 8. Strength(tsf) was estimated with a calibrated hand penetrometer. Addendum #1 Page 32 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 15172 May 4, 2015
APPENDIX B General Notes Unified Soil Classification System
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GENERAL NOTES DESCRIPTIVE SOIL CLASSIFICATION: Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DRILLING, SAMPLING & WATER LEVEL SYMBOLS: SS ST PA HA DB AS HS
: : : : : : :
WL . WCI : DCI . AB .
Split Spoon - 1%" I.D., 2" O.D., Thin-Walled Tube - 2" O.D. Power Auger Hand Auger Diamond Bit - 4", N, B Auger Sample Hollow Stem Auger Water Level Wet Cave In Dry Cave In After Boring
PS WS FT RB BS PM DC WB
: : : : : : : :
WS WD BCR ACR
. : : :
Piston Sample Wash Sample Fish Tail Bit Rock Bit Bulk Sample Pressuremeter Dutch Cone Wash Bore
While Sampling While Drilling Before Casing After Casing R l Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon, except where noted. CONSISTENCY OF FINE-GRAINED SOILS: Unconfined Compressive
Consistency
RELATIVE DENSITY OF N•Blows/ft.
Strength, Qu, psf 500 1,001 2,001 4,001 8,001 >
< 500 - 1,000 - 2,000 - 4,000 - 8,000 -16,000 -16,000
0-3 Very Soft Soft Medium Stiff Very Stiff Hard Very Hard
4-9 10-29 30-49 50-80 80+
RELATIVE PORTION OF SAND AND GRAVEL Descriptive term
Percent by Dry Weight
Trace
< 15
With
15 – 29
Modifier
> 30
COARSE-GRAINED SOILS: Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense
GRAIN SIZE TERMINOLOGY
Boulders Cobbles
OVER 12” (< 300 mm) 3” TO 12” (75mm TO 300 mm)
Gravel
#4 TO 3” (4.75mm TO 75mm)
RELATIVE PORTION OF FINES Descriptive term Percent by Dry Weight Trace
< 5
With
5 – 12
Modifier
> 12
Sand
#200 TO #4 (0.075mm to 4.75mm)
Silt or Clay
Passing #200 sieve (> 0.075mm)
Cook & Associates Engineering, Inc. Addendum #1 Page 35 of 37
MUSKOGEE PUBLIC SCHOOLS Request for Bids # 1606 ADDENDUM #1 Bid Form Base bid H-unit Gym Parking Lot Expansion Price for demolition, expansion and installation of parking and drainage as defined on plans including all foreseen factors for a turnkey completed for Muskogee Public Schools project. Understanding this project is to be completed in sixty-days pending defined parameters in documents. $___________________________
Addendum #1 Page 36 of 37
MUSKOGEE PUBLIC SCHOOLS Request for Bids # 1606 ADDENDUM #1 Bid Form Base bid H-unit Gym Parking Lot Expansion Price for demolition, expansion and installation of parking and drainage as defined on plans including all foreseen factors for a turnkey completed for Muskogee Public Schools project. Understanding this project is to be completed in sixty-days pending defined parameters in documents. $___________________________
Addendum #1 Page 37 of 37
Addendum #1 1. Information to Bidders 2. Update documents with updated notes from pre-conducted on October 7, 2015. 3. Geo-Tech report from Cook and Associates Engineering Inc. 4. Bid Form
Information to Bidders The intent of the Board of Education it to award project at the next regularly scheduled Board meeting. The existing H-unit parking lot of H-unit parking lot will be shut down during the construction of the project. The contractor will be responsible for any damage to existing surface and property of Muskogee Public Schools caused by project during construction. At any time during the project if there is a concern of conditions the contractor is to contact the Director of Maintenance so a solution can be worked out or existing conditions can be defined. This project shall be scheduled for completion from the notice to proceed in sixty calendar days. Weather days shall be allotted using the ODOT Adverse weather day’s methodology. The project shall have liquidated damages of $100.00 per school or event calendar day. Payment will be man in increments due to this being bond funding. The total amount of the project will be divided into twenty increments and the contractor can bill for 90% of completed stages in increment amounts. The contractor call bill for multiple increments they just have to match increment percentage with purchase order with Muskogee Maintenance Department prior to billing. This information needed to be provided because different than most project yet when establish on front of project easier to track.
Addendum #1 Page 1 of 37
Addendum #1 Page 2 of 37
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 3 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
QUANTITIES & NOTES
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 4 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
MISCELLANEOUS DETAILS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 5 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
OVERALL LAYOUT
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 6 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
PROPOSED REMOVAL PLAN
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 7 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
PROPOSED SITE PLAN
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 8 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
PROPOSED SITE ELEVATIONS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 9 of 37 MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
STRIPING LAYOUT PLAN
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 10 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
O.D.O.T. STANDARDS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 11 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
O.D.O.T. STANDARDS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 12 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
O.D.O.T. STANDARDS
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 13 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
O.D.O.T. STANDARDS
COOK & ASSOCIATES ENGINEERING, INC Engineering
Surveying
Geotechnical
Construction Management
1486 East Poplar St Fort Gibson, Ok 74434 918-478-3930 Office 918-478-5498 Fax www.cook-eng.com CA #4479, Exp. 6/30/16 May 4, 2015 Muskogee Public Schools C/O Mr. Greg Armstrong, P.E. 3200 E Shawnee Rd Muskogee, Ok 74403 Re:
Preliminary Geotechnical Report; Muskogee High School Parking Lot CAA # 151605
We are submitting, herewith, the results of the subsurface exploration performed for the proposed Muskogee High School in Muskogee, Oklahoma. The attached report outlines the findings and recommendations associated with the preliminary foundation construction of the proposed Muskogee High School Parking Lot. We appreciate the opportunity to be of service to you and look forward to continuing our service during the construction of this project. If you have any questions regarding the contents of this report, or if we can be of further service, please do not hesitate to contact us. Sincerely, D T ER E GI S RE Addendum #1 Page 14 of 37
R
Enclosure
ENG I NEE
JKC
JUSTIN COOK
L
Justin Cook, P.E. President
A
OF E SS I ON PR
GEOTECHNICAL ENGINEERING REPORT
Muskogee High School Parking Lot Muskogee, Oklahoma
CAA Project No. 151605 May 4, 2015 Prepared for:
Muskogee Public Schools C/O Mr. Greg Armstrong, P.E. 3200 E Shawnee Rd Muskogee, Ok 74403
Prepared by:
COOK & ASSOCIATES ENGINEERING, INC Engineering
Surveying
Geotechnical
Construction Management
1486 East Poplar St Fort Gibson, Ok 74434 918-478-3930 Office 918-478-5498 Fax www.cook-eng.com
Addendum #1 Page 15 of 37
CA #4479, Exp. 6/30/16
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 15172 May 4, 2015
TABLE OF CONTENTS
Page
Letter of Transmittal ........................................................................................................... i INTRODUCTION/SCOPE ................................................................................................ 2 SUBSURFACE EXPLORATION PROCEDURES ............................................................. 2 LABORATORY TESTING PROGRAM .............................................................................. 3 SITE CONDITIONS ................................................................................................................. 3 SUBSURFACE CONDITIONS................................................................................................ 4 Boring Descriptions ..................................................................................................... 4 Groundwater Conditions.......................................................................................... 4 ANALYSIS AND RECOMMENDATIONS ......................................................................... 5 Geotechnical Considerations................................................................................ 5 General Site Preparation and Grading ................................................................. 5 Wet Weather Construction .............................................................................. 6 Dry Weather Construction ............................................................................... 7 Pavements.............................................................................................................. 8 GENERAL COMMENTS ................................................................................................. 10 APPENDIX A Boring Location Diagram Borings Logs APPENDIX B General Notes Unified Soil Classification System Rock Classification General Notes
Addendum #1 Page 16 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
GEOTECHNICAL ENGINEERING REPORT ________________________________________________________________________ INTRODUCTION/SCOPE Cook & Associates Engineering Inc. has completed the subsurface exploration and geotechnical engineering services for a proposed Muskogee High School Parking Lot, located in Muskogee Oklahoma. The proposed project consists of expanding an existing asphalt parking lot over an existing grass area. It can be assumed that cut and fills of less than 1 foot will be required to achieve final design grades. SUBSURFACE EXPLORATION PROCEDURES Cook & Associates drilled four (4) borings within the footprint of the proposed parking area to a depth of approximately 5 feet. The results of the borings and a boring location diagram are attached in the appendix. Boring locations were established by tapping the locations from dimensions scaled off of the diagram in appendix. The boring locations and elevations should be considered only accurate to the degree implied by the methods used to make the measurements. The borings were drilled via a hand auger using 4” flight augers to advance the borings. Cook & Associates' drill crew prepared field boring logs during the drilling operation. These logs report drilling and sampling methods, sampling intervals, soil and groundwater conditions, and the driller's visual evaluation of the conditions encountered between samples. The final boring logs, included in this report, have been prepared based on the driller's field logs and have been modified, where appropriate, based on the results of the laboratory observation and testing. Soil samples obtained in the field were tagged for identification, sealed to reduce moisture loss and returned to our laboratory for further examination, testing, and classification.
2
Addendum #1 Page 17 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
LABORATORY TESTING PROGRAM In general, soil samples are tested for the natural (in-situ) moisture content, relative unconfined compressive strength via an end bearing soil pocket penetrometer, atterberg limits and grain size distribution. The laboratory test results are shown on the boring logs. The samples were examined at the time of drilling by a geotechnical engineer and were classified based on the soil's texture and plasticity in accordance with the Unified Soil Classification System. The estimated Unified System group symbols are shown on the boring logs. A brief description of the Unified Soil Classification System is attached. Bedrock materials, if encountered, were classified in accordance with the General Notes and described using commonly accepted geotechnical terminology. Rock core samples and petrographic examination may reveal other rock types. SITE CONDITIONS The site is located on the Muskogee High School Campus, just north of Shawnee and just west of Country Club. The proposed parking lot is an expansion of the existing auto lot just west of the baseball field. The location is identified on the location map in the appendix.
SUBSURFACE CONDITIONS Boring Descriptions An approximate 24-inch thick silty topsoil layer was encountered at the boring locations. Asphalt and crushed aggregate occurred in the upper layer of boring B3. The generalized subsurface profile within the depths explored can be described as silt with sand underlain by lean to fat clay. Groundwater Conditions Observations were made while drilling and immediately after boring to obtain data regarding groundwater conditions. At these times groundwater was not observed at the borings. The groundwater level observations made during our exploration provide an indication of the groundwater conditions at the time the borings were drilled. Longer monitoring in piezometer
3
Addendum #1 Page 18 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
or cased holes would be required to evaluate longer-term groundwater conditions. During some periods of the year, perched water could develop in or on top of the existing fill materials and / or at the soil overburden/bedrock interface. Fluctuations in the amount of perched water, if any and groundwater levels should be expected throughout the years depending upon variations in the amount of rainfall, runoff, evaporation and other hydrological factors not apparent at the time the borings were drilled.
ANALYSIS AND RECOMMENDATIONS Geotechnical Considerations Silt soils comprise the upper 2 feet of soil at the boring locations. The silts are generally low strength materials and may become unstable with elevated moisture contents. At the time of boring, the samples showed elevated moisture contents between the silt and clay layer interface. Due to the low permeability of the underlying clays, groundwater may perch on the clay layer and saturate the silt. Because of these conditions, subgrade improvement procedures may be required to develop adequate support for new fills and pavements. With the recommended general site preparation procedures, and construction procedures, the site should be suitable for support of the proposed paving.
General Site Preparation and Grading The recommendations presented below apply to site preparation and grading in the proposed paving areas. Areas to be graded should be stripped and cleared of any surface vegetation, topsoil, trees and debris (including any uncontrolled fill encountered). After stripping and completing the required cuts and over excavations, the exposed subgrade should be proof rolled with a loaded dump truck, scraper, or other rubber-tired construction equipment weighing at least 25 tons, to evaluate the presence of any soft, unstable soils. Soft, unstable soils should be over excavated and replaced with approved, engineered fill, if they cannot be stabilized properly in-place. The geotechnical engineer should observe the proof rolling and over excavation/stabilization procedures to verify that the unstable soils are identified and properly removed or stabilized. Before placing fill, the subgrade after stripping and cutting should be scarified to a depth of at least 9 inches, moisture conditioned to a level equal to or slightly above the material's optimum moisture content, and compacted to at least 95 percent of the material's maximum laboratory dry density determined in accordance with ASTM D-698. Off-site fill should consist 4
Addendum #1 Page 19 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
of approved, low plasticity material having a plasticity index (PI) of 18 or less and containing at least 15 percent fines (material passing the No. 200 sieve). All fill materials should be free of organic matter and debris, and have a maximum rock size of 3 inches. Proposed fill materials, from on-site or off-site sources, should be tested and approved prior to their use. It may be feasible to reuse the existing soils as general fill material, provided any deleterious material and debris is satisfactorily removed. Fill should be placed in loose lifts not exceeding 9 inches in thickness and compacted to at least 95 percent of the material's maximum laboratory dry density, determined according to ASTM D-698. Fill should be placed and compacted within 2 percent of the material's optimum moisture content determined by ASTM D-698. The recommended moisture content should be maintained in the scarified and compacted zone and in new fills, until fills are completed and floor slabs and pavements are constructed. Care should be taken in design and construction to develop and maintain rapid, positive drainage away from the building and pavement area. Water should not be allowed to pond adjacent to or on pavements. In addition to sloping the ground surface away from these areas, proper drainage should be established in landscape areas adjacent to the pavements. These procedures can reduce the potential for moisture fluctuations under the pavement in the subgrade soils. Wet Weather Construction: During wet weather conditions, it is likely that much of the project area will be unstable and will hinder the placement of fill material or construction of the pavement. Alternatives for subgrade stabilization could include the following:
Over excavation and Replacement – Any low strength soils could be removed to firm materials. New fill should be placed as recommended in the “General Site Preparation and Grading” section of this report.
Chemical Stabilization – The use of Portland cement or Class “C” Fly Ash could also be considered to stabilize the low strength silty sand soils at this site prior to placement of fill. The effectiveness of chemical stabilization will depend on the depth to which the silty sand soils are wet and soft. The deeper the soils are wet and soft, the deeper the chemical stabilization will be required. The required stabilization depth can only be determined at the time of construction. The actual amount of Portland cement or fly ash should be verified in the field as the amount required to stabilize the sandy material. Portland cement and fly ash treatment should be performed according to the Oklahoma Department of Transportation specifications. We recommend a Cook & Associates Engineering, Inc. representative be present during the mixing and compaction procedure to determine that project specifications are being fulfilled. 5
Addendum #1 Page 20 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
We estimate that the following percentages, by weight, will be required to stabilize the exposed soils: Class C Fly Ash: 15 to 18 percent Portland Cement: 6 to 8 percent The percentages are estimates that are based on an evaluation of the moisture content of the subsurface soils at the time of drilling. The above percentages should be evaluated in the field and adjusted, if needed, to stabilize the exposed soils. The Class “C” Fly Ash or Portland Cement should be thoroughly mixed into the native soils to a depth of at least 10 inches below plan grades. Mixing of the soils with a rotarytype mixer is recommended to adequately combine the additive into the existing soils. The mixing of the stabilization material with the native soils is time dependent due to the curing and hydration processes of the stabilization material. A maximum two hour window is typically recommended from the time that the Class “C” Fly Ash or Portland Cement is added to the soil to the time that compaction is completed to realize the full stabilization properties of the material. If the processing and recompaction of the stabilized mixture exceeds two hours, a reduction in strength will occur in the stabilized mixture. Dry Weather Construction: Following stripping and prior to fill placement, the exposed subgrade should be proof rolled in overlapping passes with a rubber-tired construction vehicle weighing at least 25 tons, such as a loaded scraper or tandem-axle dump truck. The geotechnical engineer or his representative should observe subgrade performance during the proof rolling procedure. The proof rolling is recommended to aid in locating unstable subgrade materials. Unstable materials located by proof rolling may be stabilized in-place. Fill placement can commence on a stable subgrade, as approved by the geotechnical engineer. Alternatives for subgrade stabilization could include the following: Scarification and Recompaction - It may be feasible to scarify, moisture condition, and recompact the exposed soils during dry or wet weather conditions to stabilize the native soils. The success of this procedure would depend primarily upon favorable weather and sufficient time to dry the soils.
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Addendum #1 Page 21 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
Pavements Based on the anticipated final grades, soils comprising the pavement subgrade should consist of existing subgrade and or new fill. The upper 2 feet of the existing subgrade soils generally consist of silt and require over excavation down to stable clay sub base. If sections of the clay is saturated, soil subgrade improvements may be required as outlined in the “General Site Preparation & Grading” section of this report, to gain stability. Select fill shall have to be replaced as outlined above to establish the plan grades. The minimum thickness of select fill shall be as identified in the table below. Recommended alternative minimum pavement sections are presented below. These sections are based on a 15-year design life and a subgrade CBR value of 3 for the unmodified subgrade soils. Some periodic maintenance should be expected to realize the 15-year life. Without specific loading or traffic information, the pavement sections listed below should be considered as minimum sections. Other pavement sections could be considered. These sections assume that the light-duty pavements will only be traveled by automobiles, and the heavy-duty pavements will be traveled by no more than 5 trucks per day having a gross weight of 50,000 pounds or equivalent trafficking.
HEAVY-DUTY
LIGHT-DUTY
2” 5” 6” 8”
2” 2” 6”
PAVEMENT SECTION I Asphalt over Aggregate Base over Modifed Subgrade or Select Fill
10”
Type “B”* over Type “A”* over Aggregate Base* over Treated Subgrade* or Select Fill
8” 10”
Type “B”* over Type “A”* over Aggregate Base* or Treated Subgrade* or Select Fill
PAVEMENT SECTION II 3,500 psi Air Entrained Portland Cement Concrete over Aggregate Base or Modifed Subgrade or Select Fill
6" 6”
Concrete over 5" Aggregate Base* 4” or 8” Treated Subgrade* 8” or 10” Select Fill 10” *Oklahoma Department of Transportation Standard Specifications 7
Addendum #1 Page 22 of 37
Concrete over Aggregate Base* or Treated Subgrade* or Select Fill
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
Note: If aggregate base is placed on subgrade that is not chemically stabilized a 6 oz. nonwoven separator fabric shall be used. Because of the frequent stopping and turning motions of trash collection trucks and the concentrated wheel paths that occur within the trash dumpster area, we recommend that the pavements in the dumpster area consist of a minimum of 7 inches of reinforced (#4 rebar spaced 18” on center) concrete underlain by a 6-inch layer of ODOT Type "A" aggregate base, supported on a 10 inches of compacted select fill or 8 inches of modified subgrade. All pavements and areas adjacent to pavements should be adequately sloped to provide rapid surface drainage to minimize ponding on or around pavements that could result in subgrade saturation and loss of pavement support. Construction Considerations The near surface silty soils are sensitive to disturbance and instability when wet. If wet conditions occur during construction, equipment mobility would be hindered and it may be necessary to overexcavate and replace or stabilize the near surface silty soils full-depth to allow construction to proceed.
GENERAL COMMENTS Cook & Associates should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Cook & Associates should be retained to provide testing and observation during excavation, grading, foundation and construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between the borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is 8
Addendum #1 Page 23 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 151605 May 4, 2015
concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Cook & Associates reviews the changes and either verifies or modifies the conclusions of this report in writing.
9
Addendum #1 Page 24 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 15172 May 4, 2015
APPENDIX A
Boring Location Diagram Borings Logs
Addendum #1 Page 25 of 37
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 26 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
OVERALL LAYOUT
Holloway, Updike and Bellen, Inc.
Addendum #1 Page 27 of 37MUSKOGEE PUBLIC SCHOOLS MUSKOGEE HIGH SCHOOL
PARKING LOT
PROPOSED REMOVAL PLAN
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - SW Corner
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B1
PROJECT: Muskogee High School Parking Lot
0
silt with sand, Brown ML A-4(0)
1
82.7
NP
CL A-76(26)
2
93.9
25
2.0 2.5
lean clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 28 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - SE Corner
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B2
PROJECT: Muskogee High School Parking Lot
0
silt with sand, Brown ML A-4(0)
1
74.7
NP
CH A-76(38)
2
95
35
2.0 2.5
fat clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 29 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - north edge ex paving
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B3
PROJECT: Muskogee High School Parking Lot
0
silty sand with gravel, Brown SM A-4(0)
1
45.4
NP
CH A-76(32)
2
95.3
30
2.0 2.5
fat clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 30 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
This information pertains only to this boring and should not be interpreted as being indicitive of the site.
PROJECT NO.:
CLIENT: HUB Engineers PROJECT LOCATION: Muskogee High School LOCATION: See Diagram - north corner
DATE: ELEVATION:
DRILLER: JF
LOGGED BY:
Plasticity Index
% INITIAL: Strength (tsf)
Depth (feet) Sampler
LOG OF BORING NO. B4
PROJECT: Muskogee High School Parking Lot
0
silty with sand, Brown ML A-4(0)
1
81.9
NP
CL A-6(22)
2
95.5
22
2.0 2.5
fat clay, Dark Yellow Brown
3 5
Boring terminated at 5 ft.
7.5
10
12.5
15
17.5
#1 Page 31 of 37 CookAddendum & Associates Engineering, Inc.
Appendix
PAGE 1 of 1
15172 5/4/15
JKC CAVING> TEST RESULTS
Plastic Limit Water Content Penetration 10 20
Liquid Limit
30
40
50
KEY TO SYMBOLS Symbol
Description
Strata symbols Silt Low plasticity clay High plasticity clay Silty sand Soil Samplers Auger
Notes: 1. Exploratory borings were drilled on dates indicated using a truck mounted drill rig. 2. Water level observations are noted on the boring logs. 3. Boring locations were established by CAE field taping and the use of the available reference features and a local monument. 4. These logs are subject to the limitations, recommendations in this report.
conclusions,
and
5. Results of tests conducted on samples recovered are reported on the logs. 6. The stratification lines represent the approximate boundary lines between soil and rock types. In-situ the transition may be gradual. 7. Rock classifications are based on drilling characteristics and visual observation of disturbed samples. Core samples and petrographic analysis may reveal other rock types. 8. Strength(tsf) was estimated with a calibrated hand penetrometer. Addendum #1 Page 32 of 37
Muskogee High School Parking Lot
Cook & Associates Engineering, Inc.
Job No. 15172 May 4, 2015
APPENDIX B General Notes Unified Soil Classification System
Addendum #1 Page 33 of 37
Addendum #1 Page 34 of 37
GENERAL NOTES DESCRIPTIVE SOIL CLASSIFICATION: Soil Classification is based on the Unified Soil Classification System and ASTM Designations D-2487 and D-2488. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are described as: clays, if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse grained soils are defined on the basis of their relative in-place density and fine grained soils on the basis of their consistency. Example: Lean clay with sand, trace gravel, stiff (CL); silty sand, trace gravel, medium dense (SM). Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of ground water levels is not possible with only short term observations. DRILLING, SAMPLING & WATER LEVEL SYMBOLS: SS ST PA HA DB AS HS
: : : : : : :
WL . WCI : DCI . AB .
Split Spoon - 1%" I.D., 2" O.D., Thin-Walled Tube - 2" O.D. Power Auger Hand Auger Diamond Bit - 4", N, B Auger Sample Hollow Stem Auger Water Level Wet Cave In Dry Cave In After Boring
PS WS FT RB BS PM DC WB
: : : : : : : :
WS WD BCR ACR
. : : :
Piston Sample Wash Sample Fish Tail Bit Rock Bit Bulk Sample Pressuremeter Dutch Cone Wash Bore
While Sampling While Drilling Before Casing After Casing R l Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a 2 inch OD split spoon, except where noted. CONSISTENCY OF FINE-GRAINED SOILS: Unconfined Compressive
Consistency
RELATIVE DENSITY OF N•Blows/ft.
Strength, Qu, psf 500 1,001 2,001 4,001 8,001 >
< 500 - 1,000 - 2,000 - 4,000 - 8,000 -16,000 -16,000
0-3 Very Soft Soft Medium Stiff Very Stiff Hard Very Hard
4-9 10-29 30-49 50-80 80+
RELATIVE PORTION OF SAND AND GRAVEL Descriptive term
Percent by Dry Weight
Trace
< 15
With
15 – 29
Modifier
> 30
COARSE-GRAINED SOILS: Relative Density Very Loose Loose Medium Dense Dense Very Dense Extremely Dense
GRAIN SIZE TERMINOLOGY
Boulders Cobbles
OVER 12” (< 300 mm) 3” TO 12” (75mm TO 300 mm)
Gravel
#4 TO 3” (4.75mm TO 75mm)
RELATIVE PORTION OF FINES Descriptive term Percent by Dry Weight Trace
< 5
With
5 – 12
Modifier
> 12
Sand
#200 TO #4 (0.075mm to 4.75mm)
Silt or Clay
Passing #200 sieve (> 0.075mm)
Cook & Associates Engineering, Inc. Addendum #1 Page 35 of 37
MUSKOGEE PUBLIC SCHOOLS Request for Bids # 1606 ADDENDUM #1 Bid Form Base bid H-unit Gym Parking Lot Expansion Price for demolition, expansion and installation of parking and drainage as defined on plans including all foreseen factors for a turnkey completed for Muskogee Public Schools project. Understanding this project is to be completed in sixty-days pending defined parameters in documents. $___________________________
Addendum #1 Page 36 of 37
MUSKOGEE PUBLIC SCHOOLS Request for Bids # 1606 ADDENDUM #1 Bid Form Base bid H-unit Gym Parking Lot Expansion Price for demolition, expansion and installation of parking and drainage as defined on plans including all foreseen factors for a turnkey completed for Muskogee Public Schools project. Understanding this project is to be completed in sixty-days pending defined parameters in documents. $___________________________
Addendum #1 Page 37 of 37
