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HomeMy WebLinkAboutBID - 5727 UTILITIES SERVICE CENTERCITY OF FORT COLLINS UTILITY SERVICE CENTER WAREHOUSE STORAGE IMPROVEMENTS 700 WOOD STREET, FORT COLLINS, COLORADO A PORTION OF NORTHWEST 1/4 SECTION OF SECTION 11 AND SOUTHWEST 1/4 SECTION OF SECTION 2, TOWNSHIP 7 NORTH, RANGE 69 WEST OF THE 6TH P.M., CITY OF FORT COLLINS, COUNTY OF LARIMER, STATE OF COLORADO raEx ro oenwr�s BID DOCUMENTS � n0N T. 8B9 TS X8 AUGUST 19, 2002 BID #5727 CPoW iVME [@KUIgX PL.W 0®IpVml mlM N ow cow c X—E LT! PlY CBWB C80W PXABNf PL.W PXABfap PL.W C8100 XOIQg1IK CCWIX0. RAN Cegl lXK f.OMECThM XOIRpRAL WMX0. RIN C8Y00 CB'L01 9i0810N CMR110. 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Op Crkul(gRquq Nv1tl8166S1 agpwW qW ulm.vumllx.uW mq.w.e mW. CWmNpIm AYI Eewlvm®v u map�•m¢rW WmmuMHmy �mnl4em"„ upmWrlm�annmum rtpveo pW^= m.,n aw.e nnam ma m.lmn p� n ®amm m mmur.m.., i�neAm,.e mnmm.wam.. RefvmSsoumvR3l TmnM1ioy BVYfillivgMCempwm'!m uxmiuWn Ie ml C36U% I 11 11, 11, 11 /1 11 i 11 �� 11 •T.I• � 11, 11, • 11; • 11 w SECURITY 11 FENCE EXISTING ill 1 �� 11 EMPLOYEEE 11 PARKING 11 CC= =:D 11, 11, O III 11; •� II �1 III,' 111, 11. 11. 11 11, 11 PLANTS 11QUANTITIES — ��A ADDED «a.r REVISED mrWIA NA SEE REVISED — PLANT LIST ��11�/4�9 SERVICE wAIA ��L.li .�a�i��,.�i•�`1Y� � 1� , � ��isr.+il�lf�►�G�.:� 7� l� A ARCHITECTURE INTERIOR DESIGN Ll ii FWCoUim,CO8052 PLANT LIST ABB. SCIENTIFIC NAME DECIDUOUS TREES FNF Fraxinus nlgre'Fallgold' FP Fraxinus pennsylvenica GO Gymnociadus dioica GTS Gleditsia triacanthos in.'Shademastef OR Quemus Robur ORNAMENTAL TREES CCI Crataegus crus-galli'lnennis' COMMONNAME SIZE NOTES CITY. Fallgold Ash 2' cal B+B 9 Green Ash 2" cal B+B 12 Kentucky Coffeetree 2' cal B+B 3 Shademaster Honeylocust 2" cal B+B 3 English Oak 2" cal B+B 3 Thornless Cockspur Hawthorn 2" cal B+B 4 EVERGREEN TREES PPG Picea pungens glauca Colorado Blue Spruce 8' ht. B+B 3 PPG Picea pungens glauca Colorado Blue Spruce 10' ht. B+B 4 PPG Picea pungens glauca Colorado Blue Spruce 12' ht. B+B 4 PN Pinus nigra Austrian Pine 8' ht. B+B 4 PN Pinus nigra Austrian Pine 10' ht. B+B 2 PN Pinus nigra Austrian Pine 12' ht. B+B 2 DECIDUOUS SHRUBS AA Aronia arbutifolia 'Brilliantissima' Red Chokebeny 5 gal. 6' o.c. 45 AM Aronia melanocarpa Black Chokebeny 5 gal. 4' o.c. 42 CDC Cotoneaster divaricatus Spreading Cotoneaster 5 gal. 4' o.c. 47 CSI Comus sericea'Isantf Isanti Dogwood 5 gal. 6' o.c. 76 PB 5 gal. V o 6 SCH Symphorlcarpos x chenaultii'Hancock' Hancock Coralbeny 5 gai. 5' o.C. 67 li,RA Ribes alpinum Alpine Current 5 gal. V o.c. 47 EVERGREEN SHRUBS JCH Juniperus chinensis'Holbert' Holbert Juniper 5 gal. T o.c. 59 JSB Juniperus sabina'Buffalo' Buffalo Juniper 5 gal. 6' o.c. 135 MITIGATION: 5 existing trees have were identified on site to be mitigated. The City Forester recommended on 3/11/02 -10 proposed trees should be upsized to replace the 5 trees lost. The 10 trees to be upsized are • identified in the plant list above. ', ` REVISED PLANT V• RIPLEY LIST SHEET L1 ANDNIATI11111. INC, Wl a.w ..uY. Y—.. MW MI (M) Wyk MYI VAUUMI • rKrt ARCHITECTS ARCHITECTURE INTERIOR DESIGN 401WWMououun Avenue SuiteM Ton Collins,C0g0s2 f=970224.1662 phone 9702w24.1191 .wugh7ryom e.e UTILITY SERVICE CENTER ADDENDUM #1 Project number 02-002 AD-2 Landscape Plan L1 Data oa/3o/o2 Checked by LH Scale 1"=30' DESIGNER'S NOTE: CONTRACTOR SHALL HAND WATER ANY EXISTING LANDSCAPED AREA DISTURBED BY CURB AND GUTTER CONSTRUCTION THAT CANNOT 5E PROVIDED IMMEDIATE IRRIGATION, TO ENSURE LANDSCAPE WATER REQUIREMENTS ARE MET. CONTACT OWNER'S REPRESENTATIVE IF EXISTING IRRIGATION REQUIRES FIELD CHANGES. CONTRACTOR SHALL ADJUST EXISTING IRRIGATION ALONG EAST SIDE OF PARKING LOT TO ACCOMMODATE NEW DRIP IRRIGATION. PROJECT NAME: UTILITY SERVICE CENTER G HINES IRRIGATION CONSULTANTS, INC. FORT co"s. COLOWAO B09ri hlge c. 970.2NS213 Fnr 970226 M2 DRAWING DESCRIPTION: IRRIGATION DESIGN ADDENDUM REVISION: ADDENDUM h DATE: AUGUST 30, 2002 BY: MLT T GEOTECHNICAL ENGINEERING REPORT PROPOSED WOOD STREET CULVERT PROJECT CITY OF FORT COLLINS FACILITIES WOOD STREET AND ELM STREET FORT COLLINS, COLORADO TERRACON PROJECT NO.20025065 MAY 20, 2002 Prepared for. CITY OF FORT COLLINS - OPERATIONS SERVICES DEPARTMENT PROJECT MANAGEMENT, PLANNING, 8, DESIGN 117 NORTH MASON STREET P.O. BOX 580 FORT COLLINS, COLORADO 80522-0580 ATTN: MR. JACK GIANOLA Prepared by. Terracon 301 North Howes Street Fort Collins, Colorado 80521 lrerraco May 20, 2002 JCity of Fort Collins — Operations Services Department Project Management, Planning & Design 117 North Mason Street P.O. Box 580 Fort Collins, Colorado 80522-0580 Attn: Mr. Jack Gianola Project Manager Irerracon 301 N. Howes • P.O. Box 503 Fort Collins, Colorado 80521-0503 (970)484-0359 Fax: (970) 484-0454 Re: Geotechnical Engineering Report Proposed Wood Street Culvert Project City of Fort Collins Facilities Wood Street and Elm Street Fort Collins, Colorado Terracon Project No. 20025065 Terracon has completed the geotechnical engineering exploration for the proposed wood street reinforced concrete box culvert Stormwater improvement project located on the City of Fort Collins Utilities facility at 700 Wood Street near the intersection of Wood Street and Elm Street in Fort Collins, Colorado. This study was performed in general accordance with our Proposal No. D2002131 dated April 1, 2002. Terracon has performed various geotechnical engineering exploration for the City of Fort Collins on the Light and Power premises, with two of the most recent being conducted in August of 1993 and in April of 1995. These reports present data and information with regards to an underdrain evaluation and additional pavement recommendations for a new parking area. For further information and findings thereof, please refer to our "Geotechnical Engineering Reports" dated September 14, 1993, Project No. 20935201 and April 28, 1995 Project No. 20955066. The results of our recent engineering study, including the boring location diagram, laboratory test results, test boring records, and the geotechnical recommendations needed to aid in the design and construction of a proposed 4-foot by 12-foot reinforced concrete box culvert, 1 additional pavement areas, a transformer concrete pad, and other earth connected phases of us I this project are attached. The subsoils at the site for the most recently drilled test borings consisted of existing asphalt pavement underlain by aggregate base course, silty sand with gravel fill material, or native silty clayey sand in Test Boring Nos. 4 and 5. The existing asphalt pavement thickness varied from 1 to 2-inches in depth underlain by aggregate base course that varied from 1 to 1-1/2 inches. The upper layer of subsoils encountered in the general vicinity of Test Boring Nos. 1 and 2 consisted of approximately 6-inches of silty topsoil. Sandy lean clay fill material was observed at the surface of Test Boring No. 3. The underlying soils consisted of sandy lean clay, poorly Arizona ■ Arkansas ■ California ■ Colorado ■ Georgia ■ Idaho ■ Illinois ■ Iowa ■ Kansas ■ Kentucky ■ Minnesota Missouri Montana ■ Nebraska Nevada ■ New Mexico ■ Oklahoma ■ Tennessee ■ Texas ■ Utah IN Wisconsin ■ Wyoming M Consulting Engineers & Scientists Since 1965 T Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project J Fort Collins, Colorado Project No. 20025065 graded gravel with silt and sand, and poorly graded sand with silt and gravel, which extended to the bedrock stratum below. The sandstone/claystone/siltstone bedrock was encountered in each boring at approximate depths of 6 to 10-feet below existing site grades and extended to the depths explored. Groundwater was encountered in Test Boring Nos. 1, 2, 3, and 5 at approximate depths of 3 to 10 feet below existing site grades during initial drilling operations. The test borings were backfilled upon completion of our drilling operations; therefore stabilized water measurements were not obtained. 11 1] J J J J I J J I The clay subsurface soils exhibit low to moderate bearing characteristics and low to moderate swell potential. The sandy soils exhibit low to moderate bearing characteristics and non -to -low swell potential. The sandstone/claystone/siltstone bedrock exhibits moderate bearing characteristics and moderate swell potential. Further details are provided in this report. We appreciate the opportunity to be of service to you on this phase of your project. If you have any questions concerning this report, or if we may be of further service to you, please feel free to contact us at your convenience. Sincerely, TERRACON 1L Gary L. Wilson, E.I.T. Dave A. Geotechnical Engineer Geotechi Copies to: (3) Addressee (2) Mr. Stan Dunn - Sear Brown (3) Louise Herbert - VF Ripley Architects Manager TABLE OF CONTENTS Letter of Transmittal--------------- - ----- --------- ------------- Page No. -------- ------ ------- .� INTRODUCTION ..................................... 1 PROJECT DESCRIPTION ................................. ......................................................... r 1 SITEEXPLORATION............................................................................................ FieldExploration...................................................................................... 2 Laboratory Testing 2 """""""' SITECONDITIONS.............................................................................................................3 SUBSURFACE CONDITIONS .............................................................................................3 SoilConditions.......................................................................... Field and Laboratory Test Results .............................. Groundwater Conditions 4 7 ..........................................................................................4 ENGINEERING RECOMMENDATIONS ................................ ....................... Geotechnical Considerations 4 ...................................................................................4 Foundation Systems ..................................................... Lateral Earth Pressures . 5 ........................................................................................... Retaining Wall and/or Abutment Wall Drainage 5 7 .......................................................7 Box Culvert Slab Design and Construction ................ ....................... Pavement Design and Construction 7 ............................ 7 ............................ . Recommended Minimum Pavement Thickness —inches .............................. 7 Earthwork................................................................................................................12 7 General Considerations ................................. ................................. Site Preparation............................................................... ......... 12 Subgrade Preparation........................................ 12 7 Fill Materials and Placement ............. .............................13 ........................................ Additional Design and Construction Considerations................................................. Underground Utility ........13 Systems........................................................................14 GENERALCOMMENTS .....................................................................................................14 APPENDIX A Site Plan and Boring Location Diagram _ Logs of Boring Nos. 1 - 5 APPENDIX B Laboratory Test Results APPENDIX C General Notes — Pavement Notes GEOTECHNICAL ENGINEERING REPORT WL PROPOSED WOOD STREET CULVERT PROJECT CITY OF FORT COLLINS FACILITIES T WOOD STREET AND ELM STREET FORT COLLINS, COLORADO TERRACON PROJECT NO.20025065 MAY 20, 2002 INTRODUCTION This report contains the results of the geotechnical engineering exploration for the proposed wood street culvert project located on the City of Fort Collins Facilities property at 700 Wood Street near the intersection of Wood Street and Elm Street in Fort Collins, Colorado. The project site is located in the Southwest 1/4 of Section 2 and the Northwest 1/4 of Section 11, Township 7 North, Range 69 West of the 6"' Principal Meridian. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: 7 • subsurface soil and bedrock conditions • groundwater conditions • foundation design and construction • lateral earth pressures • pavement design and construction • earthwork The conclusions and recommendations contained in this report are based upon the results of field and laboratory testing, engineering analyses, our experience with similar soil conditions J and our understanding of the proposed project. PROJECT DESCRIPTION We understand the City of Fort Collins — Operations Services Department intends on constructing a 4-foot by 12-foot reinforced concrete box culvert (RCBC) through the eastern portion of the City of Fort Collins Utilities facility located at 700 Wood Street. The RCBC is to collect surface runoff from nearby properties and discharge into a water quality pond located beyond the property to the northeast on the Lee Martinez property. A concrete paved area will also be constructed for use as a storage area for transformers in the southeast comer of the facility. Elm Street is also planned to be extended beyond the railroad track spur and be - constructed in general accordance with current pavement standards. 1 WE 27 r • � bl per.. r.K ppvnf� l � IE o �ha _ Sp�"T I— , —ET wT r ores Pr am. c�rsz� W Le�F 1-800-92ZI987 oho UTI PL MpROVAL 4 y0 _ cart tinr ur $OJ p •m,rr �Q'�-��J� 4m 7oo \\:..—.E, l,. 7 Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project Fort Collins, Colorado 7 Project No. 20025065 SITE EXPLORATION The scope of the services performed included a site reconnaissance by a geotechnical engineer and engineering geologist, a subsurface exploration program, laboratory testing and l engineering analysis. J Field Exploration A total of 5 borings, were drilled on April 18 and 19, 2002, to approximate depths of 15 to 20 feet below existing site grades at the locations shown on the Site Plan, Figure 1. It should be noted that Test Boring No. 6 was not drilled due to limited accessibility to our drilling equipment. We could explore this area in the future when access becomes available if determined necessary. All borings were advanced with a truck -mounted drilling rig, utilizing 4- inch diameter solid stem auger. Continuous lithologic logs of each boring were recorded by the geotechnical engineer and I engineering geologist during the drilling operations. At selected intervals, samples of the subsurface materials were taken by pushing thin -walled Shelby tubes, or by driving split -spoon samplers. Penetration resistance measurements were obtained by driving the split -spoon into the 1 subsurface materials with a 140-pound hammer falling 30 inches. The penetration resistance J value is a useful index to the consistency, relative density or hardness of the materials encountered. Groundwater measurements were made in each boring at the time of site exploration. The test borings were back -filled upon completion of the drilling operations; therefore, stabilized water measurements were not obtained for these borings. Laboratory Testing All samples retrieved during the field exploration were returned to the laboratory for observation by the project geotechnical engineer, and were classified in accordance with the I Unified Soil Classification System described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Bedrock Classification. At that time, the t field descriptions were confirmed or modified as necessary and an applicable laboratory J testing program was formulated to determine engineering properties of the subsurface materials. Boring logs were prepared and are presented in Appendix A. 2 I I I I IJ I I I I Geotechnical Engineering Report Proposed Wood Street Culvert Project Fort Collins, Colorado Project No. 20025065 Selected soil samples were tested for the following engineering properties: • Water Content • Dry Density • Swell Consolidation • Compressive Strength Terracon • Expansion Potential • Water Soluble Sulfate Content • Grain Size • R-Value Laboratory test results are presented in Appendix B, and were used for the geotechnical engineering analyses, and the development of pavement and earthwork recommendations. The significance and purpose of each laboratory test is described in Appendix C. All laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards. SITE CONDITIONS The proposed RCBC and pavement evaluation project is located northeast of the intersection of Wood Street and Elm Street on the City of Fort Collins Utilities property at 700 Wood Street. The area for the proposed construction consists of asphalt -paved areas as well as landscaped areas with grass and trees with a portion of the proposed RCBC alignment meandering through the existing transformed storage area. It is our understanding a perforated underdrain line collecting groundwater runs parallel on the north side of the Elm Street then transverses in a northeasterly direction through the City of Fort Collins property in a solid PVC pipe to the Nauta Pond located beyond the northern property line. Existing residences lie to the east and south and the Nauta Pond is located north of the site with the Lee Martinez Park situated to the northeast. SUBSURFACE CONDITIONS Soil Conditions The subsoils at the site consisted of existing asphalt pavement underlain by aggregate base course, silty sand with gravel fill material, or native silty clayey sand in Test Boring Nos. 4 and 5. The existing asphalt pavement thickness varied from 1 to 2-inches in depth underlain by aggregate base course that varied from 1 to 1-1/2 inches. The upper layer of subsoils '• encountered in the general vicinity of Test Boring Nos. 1 and 2 consisted of approximately 6- inches of silty topsoil. Sandy lean clay fill material was observed at the surface of Test Boring No. 3. The underlying soils consisted of sandy lean clay, poorly graded gravel with silt and sand, and poorly graded sand with silt and gravel, which extended to the bedrock stratum below. The sandstone/claystone/siltstone bedrock was encountered in each boring at approximate depths of 6 to 10-feet below existing site grades and extended to the depths explored. 3 Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project - Fort Collins, Colorado Project No. 20025065 Field and Laboratory Test Results The clay subsurface soils exhibit low to moderate bearing characteristics and low to moderate swell potential. The sandy soils exhibit low to moderate bearing characteristics and non -to - low swell potential. The sandstone/claystone/siltstone bedrock exhibits moderate bearing characteristics and moderate swell potential. Field and laboratory test results indicate that the native clay soils are medium stiff in consistency and are moderately plastic. The sandy soils are loose to dense in relative density. Groundwater Conditions Groundwater was encountered in Test Boring Nos. 1, 2, 3, and 5 at approximate depths of 3 to 10 feet below existing site grades during initial exploration procedures. The test borings were backfilled upon completion of our drilling operations; therefore stabilized water measurements were not obtained. Based on previous site explorations the piezometric groundwater flow at the site is in the north to northeast direction. These observations represent only current groundwater conditions, and may not be indicative of other times, or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and 7 weather conditions ENGINEERING RECOMMENDATIONS Geotechnical Considerations Based on the subsurface conditions encountered at the site, it is our opinion the proposed pavement and culvert construction is feasible at the site from a geotechnical engineering point of view. However, based on the current groundwater conditions, it is anticipated temporary dewatering measures will be required to prepare subgrade and foundation bearing strata grades for the proposed RCBC. The subsoils for the pavement sections at the test boring locations are moderately plastic in various areas. Due to the plastic nature of the soil subgrade, stabilization may be required at the time the pavement is constructed depending on weather conditions prior to and during road construction. It is our understanding the proposed transformed area is to be reconstructed with reinforced concrete pavement. Based on a progress meeting conducted at the project architect's office on May 15, 2002 it is our understanding the on -site pavement areas are to be constructed with full -depth asphalt. Areas of the pavement subgrade may become unstable due to the effects of weather or possess swell potential. Flyash should be utilized for the stabilization of pavement subgrade in these areas and it is recommended that the upper 12-inches of the subgrade be treated 9 Geotechnical Engineering Report Proposed Wood Street Culvert Project Fort Collins, Colorado Project No. 20025065 Terracon with flyash. Fyyash, where utilized, should be placed in general accordance with the standard of industry for placement procedures. Terracon is available to provide the required laboratory soil and flyash mix design as well as placement recommendations upon request. The following foundation systems for the proposed RCBC and/or associated inlets or other related structures were evaluated for use on the site: • Conventional -type spread footings and/or structural reinforced slab bearing on native undisturbed soil and/or engineered fill material. Design and construction recommendations for foundation systems and other earth connected phases of the project are outlined below. Foundation Systems For the proposed reinforced concrete box culvert and drop inlet structures, it is recommended these structures be supported by conventional spread footings and/or a structural slab bearing on undisturbed soils or structural fill. The footings and/or structural slabs may be designed for a maximum bearing pressure of 2,000 psf. The design bearing pressure applies to dead loads plus design live load conditions. Exterior footings should be placed a minimum of 30 inches below finished, grade for frost protection and the minimum depths required for scour and to provide confinement for the bearing soils. Finished grade is the lowest adjacent grade for perimeter footings. Total settlement resulting from the assumed structural loads is estimated to be on the order of 1/2 inch or less. Differential settlement should be on the order of 1/2 to 3/4 of the estimated total settlement. The geotechnical engineer should observe foundation excavations. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required. Lateral Earth Pressures For soils above any free water surface, recommended equivalent fluid pressures for unrestrained foundation elements are: • Active: Cohesive soil backfill (on -site clay) ......................................... 45 psf/ft Cohesionless soil backfill (on -site granular material) .............. 35 psf/ft Geotechnicai Engineering Report Terracon Proposed Wood Street Culvert Project w Fort Collins, Colorado Project No. 20025065 Passive: Cohesive soil backfill (on -site clay) ........................................ 250 psf/ft Cohesionless soil backfill (on -site granular material).............350 psf/ft Adhesion at base of footing 500 psf Coefficient of Base Friction.........................................................0.35* *The coefficient of base friction should be reduced to 0.30 when used in conjunction with passive pressure. Where the design includes restrained elements, the following equivalent fluid pressures are recommended: At rest: Cohesive soil backfill (on -site clay) ......................................... 60 psflft Cohesionless soil backfill (on -site granular material) .............. 50 psflft The lateral earth pressures herein do not include any factor of safety and are not applicable for submerged soils/hydrostatic loading. In addition, hydrostatic pressures below groundwater should be taken into account during the design of abutment walls. The following lateral earth pressures are applicable for submerged soils/hydrostatic loading conditions: Active: Submerged Soils/Hydrostatic Loading Cohesive soil backfill (on -site clays) ....................................... 85 psflft Cohesionless soil backfill (on -site granular material) .............. 75 psflft Passive: Submerged Soils/Hydrostatic Loading Cohesive soil backfill (on -site clays)......................................200 psf/ft Cohesionless soil backfill (on -site granular material).............175 psf/ft At -Rest: Submerged Soils/Hydrostatic Loading Cohesive soil backfill (on -site clays) ....................................... 90 Ps f/ft Cohesionless soil backfill (on -site granular material) .............. 80 psflft Fill against grade beams and retaining walls should be compacted to densities specified in Earthwork. High plasticity clay soils or expansive bedrock should not be used as backfill against abutment walls. Compaction of each lift adjacent to walls should be accomplished with hand -operated tampers or other lightweight compactors. Overcompaction may cause excessive lateral earth pressures, which could result in wall movement. t7 11 Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project Fort Collins, Colorado - i Project No. 20025065 Retaining Wall and/or Abutment Wall Drainage To reduce hydrostatic loading on any retaining wall and/or abutment walls, a drain system should be placed behind the wall to intercept surface water infiltration. The drain system should consist of free -draining granular soils containing less than five- percent fines (by weight) passing a No. 200 sieve placed adjacent to the wall. The free -draining granular material should be graded to prevent the intrusion of fines or encapsulated in a suitable filter fabric. A drainage system consisting of either weep holes or perforated drain lines (placed near the base of the wall) should be used to intercept and discharge any surface water infiltration, which would tend to saturate the backfill. Where used, drain lines should be embedded in a uniformly graded filter material and provided with adequate clean -outs for periodic maintenance. An impervious soil should be used in the upper layer of backfill to reduce the potential for water infiltration. As an alternative, a prefabricated drainage structure, such as geocomposite, may be used as a substitute for the granular backfill adjacent to the wall. -i Box Culvert Slab Design and Construction It is our understanding the groundwater in this area is not to be impacted with the installation of the proposed 4-foot by 12-foot RCBC. Therefore, to minimize the possibility of the RCBC acting as a conveyance mechanism and impacting the groundwater characteristics, it is recommended the RCBC be placed on native or imported cohesive type soils without any underlying granular bedding material. We also recommend the backfill material consist of properly moisture conditioned and compacted cohesive type soils to also minimize the conveyance effect. To minimize the potential for buoyancy to occur within the RCBC, we recommend the bottom and/or the culvert slab be thickened and/or structurally reinforced to reduce the buoyant forces. Some differential movement of a box culvert slab -on -grade system is possible should the 7 subgrade soils become elevated in moisture content. To reduce potential slab movements, the subgrade soils should be prepared as outlined in the earthwork section of this report. For structural design of concrete slabs -on -grade, a modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be used for floors supported on the existing cohesive type 7 soils, and 200 if placed on granular imported structural fill material or the on -site sand and gravel stratum. 7 Pavement Design and Construction Design of pavements for this portion of the project have been based on the procedures 7 outlined in the 1993 Guideline for Design of Pavement Structures by the American Association 7 Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project ' Fort Collins, Colorado Project No. 20025065 --I of State Highway and Transportation Officials (AASHTO) as well as the City of Fort Collins — Engineering Department. Traffic criteria for the proposed improvements for the site include a 18-kip equivalent daily load application (18-kip EDLA) values of 7 for the transformer storage yard, 10 for automobile parking areas, 20 for heavy duty and/or truck access/loading areas, and 50 for Elm Street based on information contained in the Larimer County Urban Area Street Standards — Pavement Design criteria for a local residential major collector roadway classification. The City of Fort Collins provided Terracon with anticipated loading conditions for the proposed transformer storage yard. Based on the anticipated utilization of transformer being stored in the yard and the quantity and weight of each unit we determined an equivalent comparable traffic loading number for our pavement thickness assessment. 1 1 I I 11 I 11 I Local drainage characteristics of proposed pavements areas are considered for vary from fair to good depending upon location on the site. For purposes of this design analysis, fair drainage characteristics are considered to control the design. These characteristics, coupled with the approximate duration of saturated subgrade conditions, results in a design drainage coefficient of 0.90 when applying the AASHTO criteria for design. 18-k1'pES/lL Traffic .. Reliability,'. 'Initial"", .Terminal uzl Designated Area Value ESALNumber "Service Service 'i ability .ability Transformer Storage 7 51,100 70 4.5 2.0 1.92 Yard Area Automobile Parking 10 73,000 70 4.5 2.0 2.04 Areas Heavy Duty Truck 20 146,000 75 4.5 2.3 2.35 Access Areas Elm Street -Residential 50 365,000 65 4.5 2.3 2.24 Collector Using the correlated design R-value of 10 for on -site pavement areas and 22 for off -site areas, such as Elm Street as determined by our laboratory testing for material collected from Test Boring No. 3, appropriate ESAL/day, environmental criteria and other factors, the above structural numbers (SN) of the pavement sections were determined on the basis of the 1993 AASHTO design equation. I M fV Geotechnical Engineering Report - Proposed Wood Street Culvert Project Fort Collins, Colorado Project No. 20025065 J I I Recommended alternatives for flexible and rigid pavements, summarized as follows: Terracon Traffic ;, ' Area Aitema&es Recommended Minimum Pavement Thickness -inches ;Asphalt , Concrete Surface 'GradingS orSX Asphalt .Concrete Surface .Grading "SG A99regate'. 9ase , - :Course- Class5or6 m�''� Fly Ash Treated, Sub Base Portland Cement Conerefe : Total' Actual versus Required -:. `SN m A 3.0 6.0 9.0 1.96%.92 Trans- r3r B 2.0 3.0 5 2.2011.92 former 14) C - - - - - - Yard rr D 49 E 5 5 NIA (2) A 3-112 6.0 9 2.2012.04 Auto- w B 2-.0 3.0 5 2.2012.04 Mobile " C - - - - - - Parking m D (5) E 5.1/2 5-112 NIA m A 4.0 6.0 10 2.4212.35 Heavy- cr B 1 2.5 3.0 5-112 2.4212.35 Duty 8/or Truck (4) C 3.0 6.0 12.0 21.0 3.1812.35 Access (5) D 2.0 3.0 12.0 170 3.4012.35 0) E 1 6 6 1 NA m A 2.0 3.0 6.0 11.0 1 2.86I2.22 m B 2.5 3.0 55 2.4212.22 Elm Street r'r C 2.0 3.0 6.0 12.0 23.0 4.061222 Ai D 2.0 3.0 12.0 170 3.401222 ust E 7.0 7.0 NA' (1) If flyash is utilized for portions of the proposed roadway construction and considered as part of the strength coefficient equation, it is recommended that the upper 12-inches of the subgrade be treated with flyash. Terracon used a strength coefficient value of 0.10 for the required minimum thickness of 12-inches, which results in a total strength value of 1.2 in the pavement thickness formula. Using a minimum thickness of 12-inches of flyash treated subgrade will reduce the required asphalt thickness by approximately 2-3/4- inches. However, in this case the required minimum asphalt pavement thickness in accordance with the City of Fort Collins - Engineering Department's Pavement Design Criteria for a residential collector is 5-inches, which takes precedent in the pavement thickness sections. Therefore no reduction may be provided and the use of flyash may +' not be economical, unless needed for subgrade stabilization. Fyyash, where utilized, J. 9 Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project Fort Collins, Colorado Project No. 20025065 should be placed in general accordance with the standard of industry for placement procedures. Terracon is available to provide the required laboratory soil and flyash mix design as well as placement recommendations upon request. (2) Altemative A: Provides the minimum pavement thicknesses for use of asphalt concrete surface material, Grading S, SX and SG, underlain by Class 5 or 6 aggregate road base material. 3 (3) Alternative B: Provides the minimum pavement thicknesses for use of full -depth asphalt concrete surface material, Grading S or SX, underlain by asphalt concrete surface material, Grading SG. (4) Alternative C: Provides the minimum pavement thicknesses for use of asphalt concrete surface material, Grading S, SX and SG, underlain by a minimum of 6-inches of Class 5 or 6 aggregate road base material, and a minimum of 12-inches of flyash treated subgrade. (5) Alternative D: Provides the minimum pavement thicknesses for use of full -depth asphalt concrete surface material, Grading S or SX, underlain by asphalt concrete surface material, Grading SG and a minimum of 12-inches of flyash treated subgrade l J (6) Alternative E: Provides the minimum required pavement thicknesses for use of Portland Cement Concrete pavement. ] Each alternative should be investigated with respect to current material availability. and economic conditions. Aggregate base course (if used on the site) should consist of a blend of sand and gravel, which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for base course. Aggregate base course should be placed in lifts not exceeding six inches and should be compacted to a minimum of 95% Standard Proctor 1 Density (ASTM D698). Asphalt concrete pavement should be composed of a mixture of aggregate, filler and additives, if required, and approved bituminous material. The asphalt concrete should conform to approved mix designs stating the Hveem and/or SuperPave properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in the asphalt concrete should meet particular gradations, such as the Colorado Department of Transportation Grading S, SX or SG specifications. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3-inch lifts and should be compacted within a range of 92 to 96 % of Maximum Theoretical Density. Where rigid pavements are used, the concrete should be obtained from an approved mix design with the following minimum properties: 1 10 Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project Fort Collins, Colorado ' j Project No. 20025065 • Compressive Strength @ 28 days...............................................4000 psi minimum • Strength Requirements........................................................................... ASTM C94 • Minimum Cement Content............................................................. 6.0 sacks/cu. yd. • Cement Type....................................................................................Type I Portland • Entrained Air Content....................................................................................4 to 8% • Concrete Aggregate .......................................... ASTM C33 and CDOT Section 703 AggregateSize...............................................................................1 inch maximum • Maximum Water Content...........................................................0.49 lb/lb of cement • Maximum Allowable Slump..........................................................................4 inches Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added.,to the mix. Other specifications outlined by the Colorado Department of Transportation should be followed.. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation. The location and extent of joints should be based upon the final pavement geometry and should be placed (in feet) at roughly twice the slab thickness (in inches) on center in either direction. Sawed joints should be cut within 24-hours of concrete placement, and should be a minimum of 25% of slab thickness plus 1/4 inch. All joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. Preventative maintenance should be planned and provided for through an on -going pavement management program in order to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventative maintenance consists of both localized maintenance (e.g. crack sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. Recommended preventative maintenance policies for asphalt and jointed concrete pavements, based upon type and severity of distress, are provided. Prior to implementing any maintenance, additional engineering observation is recommended to determine the type and extent of preventative maintenance. J11 13 ®� a��r...� o®00�raara 0®�srtcsna 0m00�a a�ar.•.•..aa a�0��err� ��01�i![LffF4.� I���:FSFCS ®0� ®�0�S55RIIf4� �uwm vnun vux ..evrzov.� wr— am a.o .. n.... w., 1.808-922-1987 11 I I 1 Geotechnical Engineering Report Proposed Wood Street Culvert Project Fort Collins, Colorado Project No. 20025065 Earthwork General Considerations Terracon The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by Terracon. The evaluation of earthwork should include observation and testing of engineered fill, pavement subgrade preparation, and other geotechnical conditions exposed during the construction of the project. • Site Preparation Strip and remove existing vegetation, fill materials, debris, and other deleterious materials from proposed pavement areas. All exposed surfaces should be free of mounds and depressions, which could prevent uniform compaction. It is our understanding, and based on the present condition of the existing asphalt pavement section, that an overlay is not suitable. The existing asphalt material should be removed and/or roto-milled for possible reuse, and extend to the existing subgrade layer. The existing subgrade material should be prepared in accordance with the recommendations contained in the Subgrade Preparation section of this report as well as in general accordance with flyash stabilization procedures if utilized. The site should be initially graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed pavements. All exposed areas which will receive fill, once properly cleared and benched where necessary, should be scarified to a minimum depth of eight inches, conditioned to near optimum moisture content, and compacted. It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Depending upon depth of excavation and seasonal conditions, groundwater will be encountered in excavations on the site. Pumping from sumps and/or temporary well points may be utilized to control water within excavations. Based upon the subsurface conditions determined from the geotechnical exploration, subgrade soils exposed during construction are anticipated to be relatively stable. However, the stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Overexcavation of wet zones and replacement with granular materials may be necessary. Use of lime, fly ash, kiln dust, cement or J 12 Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project Fort Collins, Colorado j Project No. 20025065 J geotextiles could also be considered as a stabilization technique. Laboratory evaluation is recommended to determine the effect of chemical stabilization on J subgrade soils prior to construction. Lightweight excavation equipment may be required to reduce subgrade pumping. Subgrade Preparation JSubgrade soils beneath pavements should be scarified; moisture conditioned and compacted to a minimum depth of eight inches. The moisture content and compaction of subgrade soils should be maintained until slab or pavement construction. Fill Materials and Placement Clean on -site soils or approved imported materials may be used as fill material. On -site soils are suitable for use as compacted fill beneath pavement sections. y Imported soils (if required) should conform to the following: i J Percent fines by weight Gradation (ASTM C136) J 3.. ......................................... ................................................................. 100 No. 4 Sieve.......................................................................................30-80 No. 200 Sieve.............................................................................. 50 (max) Liquid Limit.......................................................................30 (max) Plasticity Index.................................................................15 (max) J Group Index.....................................................................10 (max) R-Value.............................................................................15 (min) Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Recommended compaction criteria for engineered fill materials are as follows: 13 Geotechnical Engineering Report Proposed Wood Street Culvert Project Fort Collins, Colorado Project No. 20025065 Material Terracon Minimum Percent (ASTM D6981 Scarified subgrade soils.........................................................................95 On -site and imported fill soils: Beneath pavements.................................................................... 95 Beneath and adjacent to foundations ......................................... 95 Miscellaneous backfill (non-structural areas)..........................................90 .1 On -site clay soils should be compacted within a moisture content range of 2 percent below, to 2 percent above optimum. Imported granular soils should be compacted within a moisture range of 3 percent below to 3 percent above optimum unless modified by the project geotechnical engineer. j Additional Design and Construction Considerations ,l'II Underground Utility Systems J For any new utility installation procedures, all piping should be adequately bedded for proper load distribution. It is suggested that clean, graded gravel compacted to 75 percent of Relative Density ASTM D4253 be used as bedding. Where utilities are excavated below groundwater, temporary dewatering will be required during excavation, pipe placement and backfilling operations for proper construction. Utility trenches should be excavated on safe and stable slopes in accordance with OSHA regulations as discussed above. Backfill should consist of the on -site soils or imported 1 material approved by the geotechnical engineer. The pipe backfiil should be compacted to a minimum of 95 percent of Standard Proctor Density ASTM 0698. 1 GENERAL COMMENTS .J Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide testing and _) observation during excavation, grading, and construction phases of the project. a 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, which may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be 14 M Geotechnical Engineering Report Terracon Proposed Wood Street Culvert Project Fort Collins, Colorado Project No.20025065 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 assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is concerned about the potential for such contamination, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report, are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes, and either verifies or modifies the conclusions of this report in writing. I I I I I J I No Text I N I MI I 7 I 7 I I I I 1 IN LOG OF BORING NO. 1 Page 1 of 1 CLIENT City of Fort Collins- Operations Services Department SITE Wood Street and Elm Street PROJECT Fort Collins, Colorado Wood Street Culvert Pro act SAMPLES TESTS DESCRIPTION m > =° WW n �w U _ D_ ..: 2 M N � W � W > ,� ZN Z rCW F_ Z Z= LL~ ZU �c Z_o Zlci-N W O 3 W1- 0W Hft U D Z F LU r am 3�U On Za 7ga d' ' 0.5 6" TOPSOIL SANDY LEAN CLAY FEE 1 SS 12 17 2 —3— Brown, moist, stiff 2 o Q, POORLY GRADED GRAVEL with SILT AND SAND Op Tan, moist to wet, loose to medium dense NV/NP/12 2 ST NR 3 SS 12 7 18.3 op 5 o Qo VWEATHERED 4 SS 12 16 215 SANDSTONEICLAYSTONE/SILTSTONEGray, tan, rust, moist, soft to moderately hard x x q SANDSTONEICLAYSTONE/SILTSTONE • x Gray, tan, rust, moist, moderately hard to z • .x very hard 14.3 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil androcktypes: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, it BORING STARTED 4-18-02 WL -7 4 WD l= BORING COMPLETED 4-18-02 Irerraconi WL RIG CME-551 FOREMAN AS WL INITIAL WATER LEVEL READING APPROVED DAR JOB # 20025065 N k I I I I .] .] J �e S g S LOG OF BORING NO. 2 Page 1 of 1 CLIENT City of Fort Collins - Operations Services Department SITE Wood Street and Elm Street PROJECT Fort Collins, Colorado Wood Street Culvert Project SAMPLES TESTS DESCRIPTION M > c a LU ro U } of W > Z = l a J=0 _ = d 0 W > OU Zo KW Z ZZ OUM � c� < o U D z d F..0 l--Z } a-9 t im3°o�o0 a 0.5 6" TOPSOIL SANDY LEAN CLAY Brown, gray, moist, medium stiff 2 POORLY GRADED SAND with SILT AND GRAVEL 4 1 ST 12 1 16.0 114 Tan, moist to wet, medium dense to dense NV/NP/8 2 SS 12 32 9.8 s. 5 `.: 7 SANDY LEAN CLAY Brown, tan, gray, moist, medium stiff 3 SS 12 6 25.1 10 0 WEATHERED SAN DSTON E/CLAYSTONE/SILTSTONE Gray, tan, rust, moist, soft to moderately 12 hard x x x w SANDSTONE/CLAYSTONE/SILTSTONE x : Gray, tan, rust, moist, moderately hard to x ; hard x x x x 4 SS 12 50 14.7 x x 15 15 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. LEVEL OBSERVATIONS, ft BORING STARTED 4-19-02 rWLATER �3 WD�1t'�rracon BORING COMPLETED 4-19-02 RIG CME-55 FOREMAN GLW INITIAL WATER LEVEL READING APPROVED DAR JOB # 20025065 ri - �j _I _I 1 1 1 t J J 1 'J 1 LOG OF BORING NO. 3 Page 1 of 1 CLIENT City of Fort Collins • Operations Services Department SITE Wood Street and Elm Street PROJECT Fort Collins, Colorado Wood Street Culvert Project SAMPLES TESTS _ DESCRIPTION a o m n o� W j z W } > W W z3 CL _ W Wz 30 z > O n w c LL O Oz Zf t-w g�a m �da FILL MATRIAL 12.5 Sandy Lean Clay Brown, tan, dry to moist, stiff 1 SS 12 16 8.3 POORLY GRADED SAND with SILT AND GRAVEL Tan, moist to wet, loose to medium dense 3 SS 12 15 3.7 5 Intermittent Cobbles Encountered s 10 NV/NP/11 4 SS 12 26 8.2 12 WEATHERED SAN DSTO N E/C LAYSTO N EIS I LTSTO N E 13.5 Gray, tan, rus t, moist, soft to moderately hard x x x x x x 14.5 SANDSTONE/CLAYSTONEISILTSTONE Gray, tan, rust, moist, moderately hard to hard BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft Irerracon BORING STARTED 4-18-02 � 10 WD � BORING COMPLETED 4-18-02 [!WL $RIG CME-55 FOREMAN AS INITIAL WATER LEVEL READING APPROVED DAR I JOB # 20025065 LOG OF BORING NO. 4 Page 1 of 1 CLIENT City of Fort Collins - Operations Services Department w SITE Wood Street and Elm Street PROJECT Fort Collins, Colorado Wood Street Culvert Project SAMPLES TESTS m = e w n Ew DESCRIPTION � �_ r F z z o = y W C > z(0 XW W H zz W 0HN tt G wy= w�OKz� a < a a<' O Z H M Nm 3:5 0n 5y M(L 0.2 2" ASPHALT 0.3 1" BASE COURSE SILTY CLAYEY SAND Brown, tan, rust, moist, loose NV/NP/26 1 ST 12 12.0 121 1315 2 SS 12 8 15.9 5 6 WEATHERED SAN DSTO N E/C LAYSTO N EIS I LTSTO N E 3 ST 12 20.0 107 1110 Gray, an,rust, moist, soft to moderately hard SO4 = 4 SS 12 9 22.9 0.0007% 10 10 SAN DSTONE/CLAYSTONEISILTSTON E Gray, tan, rust, moist, moderately hard to • x hard xx xx xx xx xx xx x 14,6 5 SS 7 50/0.6 10.9 BOTTOM OF BORING Q a 0 a rc w F- The stratification lines represent the approximate boundary lines g between soil and rock types: in -situ, the transition may be gradual. g WATER LEVEL OBSERVATIONS, ft BORING STARTED 4-19-02 m WL WD = COMPLETED 4-19-02 Irerracon'BORING o WL —DRY 1� RIG CME-55 FOREMAN GLW g WL INITIAL WATER LEVEL READING APPROVED DAR JOB # 20025065 -1 C C I I LOG OF BORING NO. 5 Page 1 of 1 CLIENT City of Fort Collins - Operations Services Department SITE Wood Street and Elm Street PROJECT Fort Collins, Colorado Wood Street Culvert Project SAMPLES TESTS DESCRIPTION in> z= m w _ zv W -Z Z w � yy U rw U 0 F F-Z T 00- U= wwr u- o =z m m30 o �aaN ya 0.1 1"ASPHALT 0•2 1-1/2" BASE COURSE FILL MATERIAL Silty Sand with Gravel Brown, tan, gray, moist, medium dense, with trace clay 1 ST NR 5 2 SS 12 30 7.4 SZ 8 WEATHERED SAN DSTONE/CLAYSTONE/SILTSTONE Gray, tan, rust, moist, soft to moderately 3 SS 12 20 16.4 hard 10 12 x x SANDSTONE/CLAYSTONE/SILTSTONE x Gray, tan, rust, moist, moderately hard to x x x x hard X. x x x x 780 4 SS 10 50/0.8 12.1 x x x x 15 x x x x x x x x x x x x x x x x x x x x x x x x 19.3 BOTTOM OF BORING The stratification lines represent the approximate boundary lines between soil and rock types: in -situ, the transition may be gradual. WATER LEVEL OBSERVATIONS, ft BORING STARTED 4-19-02 WL 4 7 WD FT BORING COMPLETED 4 19-02 1 rerracon WL RIG CME-55 FOREMAN GLW WL I INITIAL WATER LEVEL READING APPROVED DAR I JOB # 20025065 No Text 0 a APPLIED PRESSURE, TSF Specimen Identification I Classification I X" pcf WC,% 1*1 4 7.0ft 1 WEATHERED SANDSTONE/CLAYSTONE/SILTSTONE 1 107 20 Notes: CONSOLIDATION TEST 1 rerr acon Project: Wood Street Culvert Project Site: Wood Street and Elm Street Fort Collins, Colorado Job #: 20025065 -2 cn M m 2 e 0 z z N O r a 4 0 z 6 6 10 0.1 1 10 APPLIED PRESSURE, TSF N Specimen Identification Classification pcf WC'.71 0 No Text 7 7 Irerracon Box 503 - 301 North Howes Street FORT COLLINS, COLORADO 80521 (970)484-0359 FAX (970) 484-0454 -VALUE & EXPANSION RESISTANCE R ` . PRESSURE OF COMPACTED SOIL, AASHTO T-1`90 7PROJECT: NT: City of Fort Collins - Operations Services Department DATE OF TEST: 28-Apr-02 Wood Street RCBC Project - 700 Wood Street ATION: Elm Street Improvement - Composite Sample TB No. 2 @ 0.5' - 4.0': AASHTO A-4 RACON NO. 20025065 CLASSIFICATION: Poorly Graded Sand with Silt and Gravel SAMPLE "DATA TEST RESULTS II TEST SPECIMEN NO. 1 2 350 3 350 COMPACTION PRESSURE (PSI) 250 DENSITY (PCF) 115.2 117.4 119.8 13.0 MOISTURE CONTENT (%) 14.4 13.2 0.00 EXPANSION PRESSURE (PSI) -0.12 0.00 HORIZONTAL PRESSURE @ 160 PSI 124 118 112 SAMPLE HEIGHT (INCHES) 2.41 2.44 2.47 EXUDATION PRESSURE (PSI) 194.9 306.3 397.8 CORRECTED R-VALUE 15.8 22.0 29.6 29.6 UNCORRECTED R-VALUE 16.4 22.6 R-VALUE @ 300 PSI EXUDATION PRESSURE = 22 100 90 I I I I II 80 I II II 70 I W 60 I'� I II 50 40 30 20 10 film 0 100 200 300 400 500 600 700 80U EXUDATION PRESSURE - PSI 7 r GENERAL NOTES DRILLING & SAMPLING SYMBOLS: SS: Split Spoon -1 N" I.D., 2" O.D., unless otherwise noted HS: Hollow Stem Aucer ST: Thin -Walled Tube -2"O.D., unless otherwise noted PA Power Aucer RS: Ring Sam pler-2.4L' I.D., 3" O.D., unless othsrrrise noted HA Hand Auger DS: Diamond Bit Coring - 4", N, S RB: Rock Bit SS: Bulk Sample or Auger Sample WS: Wash Boring or Mud Rotary The number of blows required to advance a standard 2-inch O.D. split -spoon sampler (SS) the last 12 inches of the total 18-inch penetration with a 140-pound hammer falling 30 inches is considered the "Standard Penetration" or'N-value". WATER LEVEL MEASUREMENT SYMBOLS: WL: Water Level WS: While Sampling NJE: Not Encountered WCI: Wet Cave in WD: While Drilling DCI: Dry Cave in SCR: Before Casing Removal AS: After Boring ACR: After Casing Removal Water levels indicated on the boring logs are the levels measured in the borings at the times indicated. Groundwater levels at other times and other locations across the site could vary. In pervious soils, the indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater levels may not be possible with only short- term observations. DESCRIPTIVE SOIL CLASSIFICATION: Soil classification is based on the Unified Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally 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 proportionsbased on grain size. In addition to gradation, coarse -grained soils are defined on the basis of their in -place relative density and. fine-grained soils on the basis of their consistency. CONSISTENCY OF FINE-GRAINED SOILS RELATIVE DENSITY OF COARSE -GRAINED SOILS Standard Unconfined Penetration or Standard Penetration Compressive N-value (SS) or N-value (SS) Strength, Qu, Ps f Blows/Ft. Consistency Blows/Ft. Relative Density < 500 <2 Very Soft 0-3 Very Loose 500 — 1,000 2-3 Soft 4-9 Loose 1,001 — 2,000 4-6 Medium Stiff 10 — 29 Medium Dense 2.001 — 4,000 7-12 Stiff 30 — 49 Dense 4,001 — 8,000 13-26 Very Stiff 50+ Very Dense 8,000+ 26+ Hard RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Term(s) of other Percent of constituents DryWeight Trace < 15 With 15 — 29 Modifier > 30 RELATIVE PROPORTIONS OF FINES Descriptive Terms) of other Percent of constituents DryWeight Trace < 5 With 5-12 Modifiers > 12 GRAIN SIZE TERMINOLOGY Major Component of Sample Particle Size Boulders Over 12 in. (300mm) Cobbles 12 in. to 3 in. (300mm to 75 mm) Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Sand #4 to #200 sieve (4.75mm to Silt or Clay 0.075mm) Passing #200 Sieve (0.075mm) PLASTICITY DESCRIPTION Term Plasticity Index Non -plastic 0 Low 1-10 Medium 11-30 High 30+ i rrarmrnn UNIFIED SOiL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Coarse Grained Soils More than 50% retained on No. 200 sieve Fine -Grained Soils 50% or more passes the No. 200 sieve Gravels More than 50% of coarse fraction retained on No. 4 slave Sands 50% or more of coarse fraction passes No. 4 sieve Clean Gravels Less than 54%fineso Cu a 4and l sCcs 3` Cu < 4 and/or 1 > Cc > 3s Gravels with Fines More Fines than 120,6 fines° Fines as ML or MH as CL or CH Soil Classification Group Symbol Group Names GW Weil -graded gravel` GP Poorly graded gravelF GM Siitygravelfc•" GC Clayey gravelfo" Clean Sands Cu a 6 and 1 s Cc 5 31 SW Well -graded sand' Less than 5"h finest) Cu < 6 and/or 1 > Co > 3' SP Poorly graded sand' Sands with Fines Fines More than 12% fines" Fines Silts and Clays inorganic Liquid limit less than 50 PI > 7 and as ML or MH SM Silty sando�' r CL or CH SC Clayey sando'u on or above 'A"line' CL Lean clay)'-^' PI <4 or plots below'A" line' ML Silt)'-" organic Liquid limit - oven dried c 0.75 OL Liquid limit - not dried Silts and Clays, inorganic 'Liquid limit 50 or more organic PI plots on or above "A' line PI lots below'A' line Liquid limit - oven dried < 0.75 Liquid limit - not dried matter, dark in color, and organic odor MH OH Organic silt^ — Fat clayr W Elastic Silt'"-" Organic clay'""' Organic slit)l"o PT Peat Abased on the material passing the 3-In..(75-mm) sieve "if fines are organic, add 'With organic fines' to group name. a If field sample contained cobbles or boulders, or both, add °with cobbles or r If soil contains >_ 15% gravel, add ryMth gravel" to group name. boulders, or both" to group name. ' If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. °Gravels with 5 to 12% fines require dual symbols: • GW-GM well -graded) If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel withslt, GW-GC well -graded gravel with.clay; GP -GM poorly graded c gravel,' whichever Is predominanL gravel with silt, GP -GC poorly graded gravel with clay.. L If soil contains 230% plus No: 200 predominantly sand, add "sandy' "Sands with 5 to 12% fines require dual symbols: SWSM well -graded sand to group name. with silt,. SW -SC well-gradedsand with clay, SPSM poorly graded sand -'If soil contains 230% plus No. 200, predominantly gravel, add with silt, SP-SC poorly.graded sand with clay "gravelly" to group name. aCu = DadDro Cc = (D3. = "" PI 2 4 and plots on or above 'A' line. 010 x 060 PI <4 or plots below'A" line. f If soil contains >_ 15% sand, add "with sand" to group name. ° PI plats on or above "A" line. °If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM. °PI plots below "A' line. 60 5o 40 Z � ao U 20 d 0 7 a �— For classification of fine-grained IHorizantal soils and fine-grained fraction of coarse-grainedsoils Equation of "A' - tine,{ 71,`0�" I •P at PI-4 to LL=25.5. — then PI-0.73 (LL•20) .j"° Equation of'U' - line I Vertical at LL=16 to PI=7, C' r then PI-0.9 (LL-6) MH or OH l j l ' I i MLorOL ( I a 0 10 16 20 30 40 57 60 70 6o 90 LIQUID LIMIT (LL) 100 110 lrerracon LABORATORY TESTS SIGNIFICANCE AND PURPOSE TEST SIGNIFICANCE PURPOSE California Used to evaluate the potential strength of subgrade soil, Pavement Bearing subbase, and base course material, including recycled Thickness Ratio materials for use in road and airfield pavements. Design Consolidation Used to develop an estimate of both the rate and amount of Foundation both differential and total settlement of a structure. Design Direct Used to determine the consolidated drained shear strength of Bearing Capacity, ` Shear soil or rock. Foundation Design & Slope Stability Dry Used to determine the in -place density of natural, inorganic, Index Property Density fine-grained soils. Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil Foundation & Slab and to provide a basis for swell potential classification. Design Gradation Used for the quantitative determination of the distribution of Soil particle sizes in soil. Classification Liquid & Used as an integral part of.engineering classification systems Soil. Plastic Limit, to characterize the fine-grained fraction of soils, and to Classification Plasticity specify the fine_grained fraction of construction materials. Index Permeability Used to determine the capacity of soil or rock to conduct a Groundwater liquid or gas. Flow Analysis pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion electrical currents. Potential R-Value Used to evaluate the potential strength of subgrade soil, Pavement subbase, and base course material, including recycled Thickness materials for use in road and airfield pavements. Design Soluble Used to determine the quantitative amount of soluble Corrosion Sulphate sulfates within a soil mass. Potential Unconfined To obtain the approximate compressive strength of soils that Bearing Capacity Compression possess sufficient cohesion to permit testing in the Analysis unconfined state. for Foundations Water Used to determine the quantitative amount of water in a soil Index Property Content mass. Soil Behavior Irerracon Allowable Soil Bearing Capacity Alluvium Aggregate Base Course i 71 REPORT TERMINOLOGY (Based on ASTM D653) The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. Backfrll A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled pier A concrete foundation element cast in a circular excavation which may have an or Shaft) enlarged base. Sometimes referred to as a cast -in -place pier or drilled shaft. Coefficient of A constant proportionality factor relating normal stress and the corresponding shear Friction stress at which sliding starts between the two surfaces. Col/uvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation. Concrete Slab -on- A concrete surface layer cast directly upon a base, subbase or subgrade, and Grade typically used as a floor system. Differential Unequal settlement or heave between, or within foundation elements of a Movement structure. Earth Pressure The pressure or force exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (118,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the.pressure increases linearly with depth and the wall friction is neglected. Existing Fill (or man- Materials deposited through the action of man prior to exploration of the site. made fi/1) Existing Grade The ground surface at the time of field exploration. Irerracon REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. Frost Depth The depth of which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils,_ or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occuring ground surface. Native Soil Naturally occurring on -site soil, sometimes referred to as natural soil. Optimum Moisture Content The water content at which a soil can be. compacted to a maximum dry unit weight by a given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuing stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side Shear) The frictional resistance developed between soil and an element of structure such as a drilled pier or shaft. SOY (earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. Irerracon • RECOMMENDED PREVENTATIVE FOR ASPHALT CONCRETE MAINTENANCE POLICY PAVEMENTS Distress T e Alligator Cracking Distress Sever" Low Recommended Maintenance None Distress Distress T e Severit Patching & Low Utility Cut Recommended Maintenance No Bleeding Block Cracking Patching Medium Hi h Polished Low Aggregate Medium Hi hs Pothole Low Medium Full -Depth Asphalt Concrete Patch None Full -Depth Asphalt Concrete Patch None Hi h Low Medium Surface Sandin Hi h Low Shallow AC Patch None FogSea[ Shallow AC Patch J Bumps & P Medium Hi h Railroad Low Crossing Medium Clean & Seal All Cracks None Full -Depth Asphalt Concrete Patch No Policy y for High Low Corrugation Medium —High Rutting Low Medium This Project None Medium Shallow AC Patch Hi h Low Full -De th Patch None Medium Full -Depth Asphalt Concrete Shallow AC Patch Patch Hi h Low Depression None Hi h Shoving Low Medium Full -D e th Patch None Medium Shallow AC Patch MITI & Shallow AC Edge Cracking Hi h Slippage LOW Cracking Medium Patch None High Low Full -Depth Patch None Medium Seal Cracks Shallow Asphalt Concrete Joint Reflection Hi fi swell Low Patch None High Low Full -De th Patch Clean & Seal All Cracks Medium Lane/Shoulder Drop -Off Medium HI h Weathering Low & Ravelling Medium Shallow AC Patch H( h Low Shallow AC Patch None Full -De th Patch Fog Seal Medium Regrade Shoulder High Low Longitudinal & Transverse None HI fi Cracking Medium Clean & Seal L All Cracks High - lrerrac®n No Text RECOMMENDED PREVENTATIVE MAINTENANCE POLICY FOR JOINTED CONCRETE PAVEMENTS Distress Distress Recommended Distress Distress Recommended Type S everity Maintenance Type Severi Maintenance Blow-up low None Poliahad No Groove Surface Aggregate Severity or Levels Overlay Defined Medium Full -Depth Concrete Patch/ Slab Replacement Hi h Corner Low Seal Cracks Popouts No None Break Severity Levels Defined Medium Full -Depth Concrete Patch High Divided Slab Low Seal Cracks Pumping No Underseal, Severity Seal cracksijoints Levels and Defined Restore Load Transfer Medium Slab Replacement Hi h Durability Cracking Low None Punohcut Low Seal Cracks Medium Full -Depth Patch Medium Full -Depth Concrete High Patch High Slab Replacement Faulting Low None Railroad Low No Crossing Policy forthis Project Medium Grind Medium Hiph Hi h Joint Seal Low Nona - Scaling Low None Map Cracking Crazing Medium Reseal Medium Slab Replacement, Joints Full -depth Patch, or Overlay Hi h Laneer Low Ragrade and Sh rinkage Hi h No None Drop-off Fill Shoulders Cracks Severity to Match Levels Lane Height Defined Medium Hf h Linear Cracking Low Clean & Spelling Low None Longitudinal, Seal all Cracks (Comer) Transverse and Diagonal Cracks Medium Medium Partial -Depth Concrete Patch Hi h Full -Depth Patch High Large Patching Low None Spelling Low None and (Joint) Utility Cuts Medium Seal Cracks or Medium Partial-0epth Patch Replace Patch High High Reconstruct Joint Small Low None Patching Medium Replace Patch High l%rrac®n DEPARTMENT OF HEALTH AND ENVIRONMENT 1525 Blue Spruce Drive Fort Collins, Colorado, 80524-2004 General Health (970) 498-6700 Environmental Health (970) 498-6775 Fax (970) 498-6772 August 24, 2001 RE: Fugitive Dust Control During Land Development Dear Applicant: Under Colorado's air quality regulations, the control of fugitive dust emissions apply to land construction activities and land development. These requirements are outlined below: Development that involves clearing more than five acres of land must incorporate all available and practical control methods which are technologically feasible and economically reasonable in order to minimize dust emissions. The County Land Use code requires submittal of a fugitive dust control plan for land clearing that will involve 5 - 25 acres. If land development creates more than a 25 acre contiguous disturbance, or exceeds 6 months in duration, the responsible party is required to prepare a fugitive dust control plan, submit an air pollution emissions notice (APEN), and apply fora permit from the Colorado Department of Public Health and Environment. ➢ Regardless of the size or duration of development, all land disturbance must be conducted so that nuisance conditions are not created. If dust emissions do create a nuisance, a Fugitive Dust Control Plan will be required. The requirements of Colorado's Air Quality Control Commission - Regulation 1, Section III D will have to be met (less than 20% opacity, no off -property transport, ...). Copies of this Regulation and forms for downloading can be viewed at: http://www.cdphe.state.co.us/ap/download.htmi If you have any questions or need assistance, please contact Doug Bjorlo at 498-6783. Permit No Facility ID: LAND DEVELOPMENT Air Pollutant Emission Notice -Dust Control Plan -and -Application for Emission Permit Instructions: 1) Complete one form for each project 2) For assistance or information call the Division at o03) 692.3150 3) Mail the forms and S 100.00 filing fees (checks to be made payable to Colorado Department of Public Health and Environment) to: Colorado Department of Public Health & Environment Air Pollution Control Division APCD-SS-B1 4300 Cherry Creek Drive South DENVER CO 80246-1530 Permit to be issued to: Federal Tax ID: 2. Mailing 3. Contact Person: 4. Project Name & Location (AnacIn map locating the project and neamy sheets) T, County: Section: Township: Rang 5. Total Acreage of land in project: 6. Estimated date earthmoving will - Commence: Stop: 7. Number of acres subject to earthmoving - Maximum, Daily: 8. Acres of roads or parking lots to be paved: 9. Date paving will be completed: 10. Work Schedule - Hours/day: Days/Month: Months/year: 11. Estimated time to complete entire project (includes buildings) 12. Estimated scraper hours: 13. Brief description of how the project development will occur: 14. Signature of legally authorized person: Name: I:\C?vFOn M:.96AV,ND Dc\CStit Title: FvCIT._VT_ O^ET. COVTPol PLAN POP. bANL DEVELOPMENT Fagg - o_ _ =,ORAOC OEPAR?MEN': OF Pt1EL.0 HEMLTF. ANC ENCL PJt]n:Et:C P.iR PC:.i:TION CONTTRO= Permit N Facility ID. / ( FUGITIVE DUST CONTROL PLAN FOR LAND DEVELOPMENT (This must be submitted with the Air Pollutant Emission Notice -and -Application for Emission Permit) Regulation No. 1 requires that a fugitive dust control plan be submitted by applicants whose source / activity results in fugitive dust emissions. The control plan must enable the source to minimize emissions of fugitive dust to a level that is technologically feasible and economically reasonable. If the control plan is not adequate in minimizing emissions a revised control plan maybe required. The control plan (if acceptable to the Division) will be used for enforcement purposes on the sources. Please check the dust control measures which you propose for your activity. The control measures checked will be enforced by the Division. Use separate sheets if more space is needed. Also note items with an asterisk(*). This indicates those measures which will probably be required. Control of Unpaved Roads on Site ❑ A. Watering N (1) Typical watering frequency: Times / day; or (2) Maintain % Soil Moisture Content (Specify percentage) B. Application of Chemical Stabilizer (1) Frequency of Application: (2) Type of Stabilizer: C. Paving: When: would occur.) Where: ❑ D. Vehicle Speed Control (Attach schedule showing when paving Speeds limited to mph maximum. Speed limit signs must be posted. Generally 30 mph is maximum approvable speed on site. ❑ E. Gravelling ❑ F. Other (Explain EUG:T:VE D•J_`T CONTROL PLAN FOR LAND DEVELOPMEN- CCLORADO DEPARTMENT OE PUHLTC HER:.T_ AN: ENVTR0N!,'PNT Pace Y o` = AIE PGLLC^_:Jt; CONTRCL II. Control of Disturbed Surface Areas ❑ A. Watering (1) Typical watering frequency: Times / day; or (2) Maintain % soil moisture content. ❑ B. Application of Chemical Stabilizer (1) Frequency of application: (2) Type of stabilizer: ❑ C. Vehicle Speed Control Speeds limited to mph maximum. ❑ D. Minimize disturbed areas - attach detailed development schedule (with map). ❑ E. Revegetation - attache detailed schedule with map (can combine with D above). ❑ (1) Seeding of (annual / perennial) plant ( with / without ) mulch. Circle appropriate choices. ❑ (2) Landscaping ❑ F. Furrows at right angle to prevailing wind. Depth of furrows inches ( 6" or greater needed ) ❑ G. Compaction of disturbed soil on a daily basis to within 90 % of maximum compaction ( as determined be Proctor Test ). ❑ (1) Foundation areas only; or ❑ (2) All disturbed soil. ❑ H. Wind Breaks (generally required if adjacent to developed areas and must be in place prior to over lotting ). (1) Type ❑ (a) Solid: Material: ( i. e., brick, cement, wood ) ❑ (b) Mesh wind screens (state mesh size): ❑ (c) Snow fence other fence (specify): ❑ (d) Berms: Height: ft. FUOIT:PE DUST CONTROL PLAN FOP. LAND DEVELOPMENT COLORADO DEPARTMENT OF PUBLIC P.EALT ANC ENP_P.ONMENT Pane 3 C. 3 A:P. POLLUTI06 CONTROL Dal^S?OP: LDL_1Cc':L: ❑ (e) Vegetation: Type: ❑ (f) Other: (2) Description - Show location, prevailing wind, nearby developed areas. Synthetic or natural cover for steep slopes. (1) Type: (netting, mulching, etc.). (2) Location: (show on map). III. Prevention of mud and dirt carry -out onto paved surfaces. ❑ A. Prevention (i.e., gravel entry ways, washing vehicle wheels, cover or do not overfill trucks): ❑ B. Cleanup of paved Area (1) Frequency: (generally daily). (2) Method (i.e., street sweeper, hose with water, etc.). IV Other (describe in deta SPECIFICATIONS AND CONTRACT DOCUMENTS UTILITY SERVICE CENTER WAREHOUSE STORAGE IMPROVEMENTS 700 WOOD STREET FORT COLLINS, COLORADO CITY OF FORT COLLINS BID NO. 5727 PROJECT NO. 2002-09 VAUGHT*FRYE ARCHITECTS 401 WEST MOUNTAIN AVENUE; SUITE 200 FORT COLLINS, COLORADO 80521 AUGUST 19, 2002 PROJECT DIRECTORY City of Fort Collins UTILITY SERVICE CENTER WAREHOUSE STORAGE IMPROVEMENTS 700 Wood Street Fort Collins. Colorado City of Fort Collins Owner PO Box 580 Fort Collins, Colorado 80522 970/221-6805 970/221-6534 FAX Vaught*Frye Architects 401 West Mountain Avenue; Suite 200 Fort Collins, Colorado 80521 970/224-1191 970/224-1662 FAX Contact: John Renhowe, Project Coordinator jrenhowe@vfavfr.com The Sear -Brown Group 209 South Meldrum Fort Collins, Colorado 80521 970/482-5922 970/482-6368 FAX Contacts: Stanley Dunn, Project Engineer stan.dunn@searbrown.com VF Ripley Associates, Inc. 401 West Mountain Avenue; Suite 201 Fort Collins, Colorado 80521 970/224-5828 970/224-1662 FAX Electrical Systems Consultants 212 West Mulberry Street Fort Collins, Colorado 80521 970/224-9100 970/224-9137 FAX Terracon Consultants Western, Inc. 301 North Howes Fort Collins, Colorado 80521 970/484-0359 970/484-0454 FAX VF 2002-09 00008-1 Architect (Engineer) Civil Engineer Landscape Architect Electrical Engineer Geotechnical Engineer Specifications Consultants, Inc. 611 North Weber, Suite 103 Colorado Springs, Colorado 80903 719/577-9414 719/577-9455 FAX Contact: Paul DeArment pdearment@specscons.com VF 2002-09 00008-2 Specifications TABLE OF CONTENTS FOR SPECIFICATIONS AND CONTRACT DOCUMENTS FOR UTILITY SERVICE CENTER WAREHOUSE STORAGE IMPROVEMENTS 700 WOOD STREET FORT COLLINS, COLORADO CITY OF FORT COLLINS PROJECT NO.2002-09 AUGUST 19, 2002 BID INFORMATION 00020 Invitation to Bid .......................... -•-.......................................................................... ... 1-2 00100 Instructions to Bidders...................................................................................................1-9 00300 Bid Form,-.. ............................................................................................................ 1-3 00400 Supplements to Bid Forms ................ - 1 00410 Bid Bond ............................................ ............................................................................ 1-3 00420 Statement of Bidders Qualifications ...... -....................................................... ._..............1-3 00430 Schedule of Subcontractors -1 00500 AGREEMENT FORMS 00500 Agreement Forms------------------------------------------------ _1 00510 Notice of Award•. - -1 00520 Agreement.-- -.._..... ........................1-6 00530 Notice to Proceed. 1 00600 BONDS AND CERTIFICATES 00600 Bonds and Certificates ... 1 00610 Performance Bond................................••------•-------...-----------••---------..........................1-2 00615 Payment Bond ------------------------------------------------•------*............---------* ------- ........ ........ 1-2 00630 Certificate of Insurance• -1 00635 Certificate of Substantial Completion------••••------••••---- 1 00640 Certificate of Final Acceptance 1 00650 Lien Waiver Release (Contractor) ---- ----- --------••---------------••---------.-...-•------...------------------1-2 00660 Consent of Surety- --1 00670 Application for Exemption Certificate ........ 1 VF 2002-09 00010-1 ;4 y � e�FF�_ a©oo©eon �. I ♦ . p I asss ee Sx£ s= CONDITIONS OF THE CONTRACT 00700 General Conditions., ........... ................................................................... 1-36 Exhibit GC -A... - GC-A1-1 00800 Supplementary Conditions.......................................................1-2 00900 Addenda, Modifications and Payment_________________________________________________________________ 1 00950 Contract Change Order -------------------------------------- 1 00960 Application for Payment ... _ 1-4 SPECIFICATIONS DIVISION i - GENERAL REQUIREMENTS 01100 Summary ................................................... -..................................................................... 1-3 01312 Project Meetings .................................................................................................... 1-2 01330 Submittal Procedures ---------- •...................................... 1-6 01410 Regulatory Requirements ...... •__........................................................................................ 01421 Abbreviations and Acronyms ..................................................................................... 1-2 01423 Reference Standards...... 1 01450 Quality Control ..............................................................................• - 1-3 01500 Temporary Facilities and Controls 1-4 01600 Product Requirements ......................................... 1-5 01722 Field Engineering............................................................... 1-2 01732 Cutting and Patching........................................................ - 1-2 01741 Final Cleaning .............................................................................. 01770 Closeout Procedures. 1 01780 Closeout Submittals ---------------- --------------------------------- ...------------------------- . 1-4 01800 Facility Operation .................. ---.......................... - J DIVISION 2 - SITE CONSTRUCTION 02221 Trenching, Backfilling and Compacting ...................... _------------------ _............................. 1-9 02223 Selective Site Demolition. l 02232 - Selective Clearing............................................................1-2 02300 Earthwork .................. ...........•------.....--------------.......----•---••-------------......------.......................1-6 02370 Erosion and Sedimentation Control 02575 Pavement Repair and Resurfacing...............................................................................1-2 02605 Manholes------ ---------- ------------------ ----------------------------- ----.............................................. 02615 Ductile Iron Pipe---------------------•----------------.................................... ....1-3 1-4 02622 Plastic Gravity Sewer Pipe .............................................. ... 1 02641 Valves .............................................................................................................................. 1-3 02644 Fire Hydrants ..................... .............................................................................................. 1-2 02646 Service Lines, Meters and Appurtenances___ .............................. -.-----........................... 1-6 02713 Water Distribution System........ ......................... ............... 1-4 02722 Sanitary Sewer Collection System ................................................................................. 1,4 02730 Aggregate Surfacing.............................................................................................. 1 02740 Flexible Pavement ............................................ ............................................................. 1-3 02750 Rigid Pavement ...................................................................................... 1-4 02765 Pavement Markings............................................................................ 1 02776 Concrete Curbs and Sidewalks -------------------------------------------------------------------------- 1-6 02810 Irrigation ...................................... -1-19 V F 2002-09 00010-2 02821 Chain Link Fences and Gates .................................... ..•...._ 1-4 02828 Automatic Gate Operators ........................................................................................... 1-3 02891 Post -Mounted Signs ....................... --............................................................................... 1-2 02900 Planting ............ --------------------------------------_------------ 1-13 DIVISION 3 - CONCRETE 03100 Concrete Forms and Accessories------------------------------„--,,,,--------------------------------- ---_ 1-3 03200 Concrete Reinforcement 03300 Cast -In -Place Concrete--------------•-•-------------......------------------..-......--•---............------...... 1-11 03400 Precast Concrete DIVISION 4 - MASONRY Not Used DIVISION 5 - METALS 05500 Metal Fabrications .................... 1-2 DIVISION 6 - WOOD AND PLASTICS Not Used DIVISION 7 - THERMAL AND MOISTURE PROTECTION Not Used DIVISION 8 -DOORS AND WINDOWS Not Used DIVISION 9 - FINISHES Not Used DIVISION 10 -SPECIALTIES Not Used DIVISION 11 - EQUIPMENT Not Used DIVISION 12-FURNISHINGS Not Used DIVISION 13 - SPECIAL CONSTRUCTION Not Used DIVISION 14 - CONVEYING SYSTEMS Not Used DIVISION 15 - MECHANICAL Not Used VF 2002-09 00010-3 I�uE�.�run�lrx�r�c.Ln 16000 General Electrical ....................................................................... 1-3 16100 Basic Materials and Methods .............. -•-•----•--.....-•-•------------ _............_......._..1-4 END OF TABLE OF CONTENTS VF 2002-09 00010-4 SECTION 00020 INVITATION TO BID SECTION 00020 INVITATION TO BID Date: August 5, 2002 Sealed Bids will be received by the City of Fort Collins (hereinafter referred to as OWNER), at the office of the Purchasing Division, 2:00 P.M., our clock, on September 10, 2002 for the UTILITY SERVICES CENTER WAREHOUSE STORAGE IMPROVEMENTS; Bid No. 5727. If delivered, they are to be delivered to 215 North Mason Street, 2nd Floor, Fort Collins, Colorado, 80524. If mailed, the mailing address is P. 0. Box 580, Fort Collins, CO 80522-0580. At said place and time, and promptly thereafter, all Bids that have been duly received will be publicly opened and read aloud. The Contract Documents provide for the construction of the improvements to the Utility Services Center yard, and improvements for the Warehouse Operation. This work includes demolition; storm drainage work (installation of a 41x12' box culvert, oil/water separator, storm sewers); overlot grading (installation of a water quality pond and stilling basin, excavation of existing railroad berm); asphalt paving; concrete paving; construction improvements to Elm Street; a concrete trail; an irrigation lateral; fence work; landscaping (installation of an irrigation system, associated landscaping work, and wetlands irrigation work); and yard lighting. All Bids must be in accordance with the Contract Documents on file with The City of Fort Collins, 215 North Mason St., 2nd floor, Fort Collins, Colorado 80524. Contract Documents will be available August 19, 2002. Copies of the Contract Documents, complete with Construction Specifications and Drawings, may be obtained from Purchasing Division at 215 North Mason St., 2nd floor, Fort Collins, Colorado, 80521 upon payment of a refundable fee of Seventy-five Dollars($75.00) per set. No partial sets will be issued. The Contract Documents and Construction Drawings may be examined at: 1. City of Fort Collins, Purchasing Division. 2. The Daily Journal, 2000 S. Colorado Blvd. Suite 2000, Denver, Colorado. 3. CMD Denver Plan Room, 9250 E Costilla Ave, STE 400, Englewood, CO 4. Builders Exchange, 223 South Link Lane, Fort Collins, Colorado. 5. The Plan Room, 2176 South Jasmine St. Door "E"/Suite 219, Denver, Colorado. A prebid conference and job walk with representatives of prospective Bidders will be held August 27, at 10:00 a.m., at 700 Wood Street, the Training Room, Fort Collins. 07/2001 Section 00020 Page 1 SECTION 00100 INSTRUCTIONS TO BIDDERS 1.0 0=61 3.0 SECTION 00100 INSTRUCTIONS TO BIDDERS DEFINED TERMS Terms used in these Instructions to Bidders which are defined in the Standard General Conditions of the Construction Contract (No. 1910-8, 1990 ed.) have the meanings assigned to them in the General Conditions. The term "Bidder" means one who submits a Bid to OWNER, as distinct from a sub -bidder, who submits a Bid to Bidder. The terms "Successful Bidder" means the lowest, qualified, responsible and responsive Bidder to whom OWNER (on basis of OWNER's evaluation as hereinafter provided) makes an award. The term "Bidding Documents" includes the Advertisement or Invitation to Bid, Instructions to Bidders, the Bid Form, and the proposed Contract Documents (including all Addenda issued prior to receipt of Bids). COPIES OF BIDDING DOCUMENTS 2.1. Complete sets of Bidding Documents may be obtained as stated in the Invitation to Bid. No partial sets will be issued. The Bidding Documents may be examined at the locations identified in the Invitation to Bid. 2.2. Complete sets of Bidding Documents shall be used in preparing Bids; neither OWNER nor Engineer assumes any responsibility for errors or misinterpretations resulting from the use of incomplete sets of Bidding Documents. 2.3. The submitted Bid proposal shall include Sections 00300, 00410, 00420, and 00430 fully executed. 2.4. OWNER and Engineer, in making copies of Bidding Documents available on the above terms, do so only for the purpose of obtaining Bids on the Work and do not confer a license or grant for any other use. QUALIFICATION OF BIDDERS 3.1 To demonstrate qualifications to perform the Work, each Bidder must submit at the time of the Bid opening, a written statement of qualifications including financial data, a summary of previous experience, previous commitments and evidence of authority to conduct business in the jurisdiction where the Project is located. Each Bid must contain evidence of Bidder's qualification to do business in the state where the Project is located or covenant to obtain such qualification prior to award of the contract. The Statement of Qualifications shall be prepared on the form provided in Section 00420. 7/96 Section 00100 Page 1 such means, methods, techniques, sequences or procedures of construction as may be indicated in or required by the Contract Documents, and that the Contract Documents are sufficient in scope and detail to indicate and convey understanding of all terms and conditions for performance and furnishing of the Work. 5.0 INTERPRETATIONS AND ADDENDA. 5.1. All questions about the meaning or intent of the Bidding Documents are to be submitted in writing to the Engineer and the OWNER. Interpretation or clarifications considered necessary in response to such questions will be issued only by Addenda. Questions received less than seven days prior to the date for opening of the Bids may not be answered. Only questions answered by formal written Addenda will be binding. Oral and other interpretations or clarifications will be without legal effect. 5.2. All questions concerning the scope of this project should be directed to the Engineer. Questions regarding submittal of bids should be directed to the City of Fort Collins' Purchasing Division. 5.3. Addenda may also be issued to modify the Bidding Documents as deemed advisable by OWNER or Engineer. 5.4. Addenda will be mailed or delivered to all parties recorded by the OWNER as having received the Bidding documents. 6.0 BID SECURITY 6.1. Each Bid must be accompanied by Bid Security made payable to OWNER in the amount stated in the Invitation to Bid. The required security must be in the form of a certified or bank cashier's check payable to OWNER or a Bid Bond on the form enclosed herewith. The Bid Bond must be executed by a surety meeting the requirements of the General Conditions for surety bonds. 6.2. The Bid Security of the successful Bidder will be retained until such Bidder has executed the Agreement and furnished the required contract security, whereupon Bid Security will be returned. If the successful Bidder fails to execute and deliver the Agreement and furnish the required contract security within 15 days of the Notice of Award, OWNER may annul the Notice of Award and the Bid Security of that Bidder will be forfeited. The Bid Security of other Bidders whom OWNER believes to have reasonable chance receiving the award may be retained by OWNER until the earlier of the seventh day after the effective date of the Agreement or the thirty-first day after the Bid Opening, whereupon Bid Security furnished by such Bidders will be returned. Bid Security with Bids which are not competitive will be returned within seven days after the Bid opening. 7/96 Section 00100 Page 3 by OWNER prior to the Notice of Award will be required in the performance of the Work. 11.0 BID FORM. 11.1. A copy of the Bid Form is bound in the Contract Documents which may be retained by the Bidder. A separate unbound copy is enclosed for submission with the Bid. 11.2. Bid Forms must be complete in ink or typed. All lump sum prices on the form must be stated in words and numerals; in case of conflict, words will take precedence. Unit prices shall govern over extensions of SUMS. 11.3. Bids by corporations must be executed in the corporate name by the president or a vice-president (or other appropriate officer accompanied by evidence of authority to sign) and the corporate seal shall be affixed and attested by the secretary or an assistant secretary. The corporate address and state of incorporation shall be shown below the corporate name. 11.4. Bids by partnerships must be executed in the partnership name and signed by a partner, his title must appear under his signature and the official address of the partnership must be shown below the signature. 11.5. Bids. by joint venture shall be signed by each participant in the joint venture or by an authorized agent of each participant. The full name of each person or company interested in the Bid shall be listed on the Bid Form. 11.6. The Bid shall contain an acknowledgement of receipt of all Addenda (the numbers of which must be filled in on the Bid Form). 11.7. No alterations in Bids, or in the printed forms therefore, by erasures, interpolations, or otherwise will be acceptable unless each such alteration is signed or initialed by the Bidder; if initialed, OWNER may require the Bidder to identify any alteration so initialed. 11.8. The address and telephone number for communications regarding the Bid shall be shown. 12.0 BID PRICING. Bids must be priced as set forth in the Bid Schedule or Schedules. 13.0 SUBMISSION OF BIDS. 7/96 Section 00100 Page 5 All Bids shall remain open for forty-five (45) days after the day of the Bid Opening, but OWNER may, in his sole discretion, release any Bid and return the Bid Security prior to that date. 17.0 AWARD OF CONTRACT. 17.1. OWNER reserves the right to reject any and all Bids, to waive any and all informalities not involving price, time or changes in the Work, to negotiate contract terms with the Successful Bidder, and the right to disregard all nonconforming, nonresponsive, unbalanced or conditional Bids. Also, OWNER reserves the right to reject the Bid of any Bidder if OWNER believes that it would not be in the best interest of the Project to make an award to that Bidder, whether because the Bid is not responsive or the Bidder is unqualified or of doubtful financial ability or fails to meet any other pertinent standard or criteria established by OWNER. Discrepancies between the indicated sum of any column of figures and the correct sum thereof will be resolved in favor of the correct sum. 17.2. In evaluating Bids, OWNER will consider the qualifications of the Bidders, whether or not the Bids comply with the prescribed requirements, and such alternates, unit prices and other data, as may be requested in the Bid Form or prior to the Notice of Award. 17.3. OWNER may consider the qualification and experience of Subcontractors, Suppliers, and other persons and organizations proposed for those portions of 'the Work as to which the identity of Subcontractors, Suppliers, and other persons and organizations is submitted as requested by OWNER. OWNER also may consider the operating costs, maintenance requirements, performance data and guarantees of major items of materials and equipment proposed for incorporation in the Work when such data is required to be submitted prior to the Notice of Award. 17.4. OWNER may conduct such investigations as OWNER deems necessary to assist in the evaluation of any Bid and to establish the responsibility, qualifications and financial ability of the Bidder's proposed Subcontractors, Suppliers and other persons and organizations to do the Work in accordance with the Contract Documents to OWNER's satisfaction within the prescribed time. 17.5. If the Contract is to be awarded, it will be awarded to the lowest responsive and responsible Bidder whose evaluation by OWNER indicates to OWNER that the award will be in the best interest of the OWNER. Award shall be made on the evaluated lowest base bid excluding alternates. The basis for award shall be the lowest Bid total for the Schedule or, in the case of more than one schedule, for sum of all schedules. Only one contract will be awarded. 7/96 Section 00100 Page 7 e- ♦ MMM Cma x3axxxxx: ��.�CxxxSliMxxxxee =s M M—',: ��—f5�e��Ts_�_� axxxosa� sxxxxxs_-- _aaxxxess�ss s_�o MMWM' SW 1SSi���1� ;• �• Any Bid deemed by the City in its sole discretion to be a collusive or sham Bid will be rejected and reported to authorities as such. Your authorized signature of this Bid assures that such Bid is genuine and is not a collusive or sham Bid. 24.0 BID RESULTS. For information regarding results for individual Bids send a self- addressed, self -stamped envelope and a Bid tally will be mailed to you. Bid results will be posted in the Purchasing office seven (7) days after the Bid Opening. END OF SECTION 7/96 Section 00100 Page 9 SECTION 00300 BID FORM No Text >+ 5 �momC �'�-'SOS-' ������-�1���������C�=�■ u ®��SSt1JLT'.��C �5�����T��ST��'�'�r■ s s mnow, CIE_ _eocc---e__ssoe =ssm=mseee=�fflm— �■ aS��S�=SC®CS®�'�.i�.��i ��S-SCT��S�9�■ ROS E'