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HomeMy WebLinkAboutBID - 7336 SHIELDS STREET & LAPORTE AVE BRIDGE REPLACEMENTFinancial Services Purchasing Division 215 N. Mason St. 2ntl Floor PO Box 580 Fort Collins, CO 80522 970.221.6775 970.221.6707 rcgov. com/purchasing ADDENDUM No. 2 SPECIFICATIONS AND CONTRACT DOCUMENTS Description of BID 7336: Shields Street Bridge & Laporte Avenue Bridge Replacement OPENING DATE: 3:00 PM (Our Clock) February 22, 2012 To all prospective bidders under the specifications and contract documents described above, the following changes/additions are hereby made and detailed in the following sections of this addendum: • The line items added in addendum 1 as Concrete Barrier Curb 177LF should be Curb (special) 177 LF. • Exhibit 1 — Revised Bid Tab 2-17-12 (Please note that the Revised Bid Tab has also been uploaded as a separate Microsoft Excel file) Please contact John Stephen, CPPO, LEED AP, Senior Buyer, at (970) 221-6777 with any questions regarding this addendum. RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN STATEMENT ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM HAS BEEN RECEIVED. Addendum 2 Shields Street Bridge & Laporte Avenue Bridge Replacement Design Page 1 of 4 Exhibit 3 — Revisions to the Specifications The following specifications have been updated or added to the project: • Summary of Work • Revision of Section 108 — Specialty Items • Revision of Section 412 — Portland Cement Concrete Pavement Finishing • Revision of Section 630 — Construction Zone Traffic Control • Revision of Section 703 — Concrete Aggregates • Revision of Section 712 — Geotextiles • Revision of Section - Partnering The "Summary of Work" section shall include the following: It is the City's intent the Contractor perform the construction at the Laporte/Whitcomb Bridge in spring of 2012. The construction activities can not impede the ditch company's ability to convey decreed flows of water. The City has verified with the Arthur Ditch Company that water will not be flowing in the ditch until May 1, 2012. The City of Fort Collins will be serving as the finishing point for the 2012 Ride the Rockies cycling event. This.event will be using Laporte Avenue as part of their ride route. Riders are scheduled to be using Laporte Avenue on Friday June 15th. All construction activities on Laporte Avenue must be completed by this date, and full use of the entire roadway must be available to the riders. The City anticipates construction activities to begin on the Shields Street Bridge in late summer 2012. Several utilities will need to be relocated during the construction of this structure. The existing City of Fort Collins Light & Power electrical line can only be relocated during the fall months when power useage is traditionally lower. In order to accommodate this request, the City is requiring the east side of the Shields Street Bridge structure to be constructed first, followed by the west side. This is outlined in the planset on sheets 51 and 52. The Geotechnical Report and Floodplain Use Permit are included with this addendum and are to be considered as part of the project's specifications. TABLE A-1 SUMMARY OF LABORATORY TESTING NG DEPTH FEE MOISTURE CONTENT % DRY DENSITY PCF LIQUID I LIMIT PLASTICITY INDEX SWELL' %) _--APPLIED PRESSURE (PSF) COMPRESSION STRENGTH (PSF NO. 200 SIEVE % SOLUBLE SULFATE % 1 2 19.7 95 -1.2 150 1 4 19.5 102 32 16 75.5 1 14 8.4 114 -1.0 1.000 1 24 7.3 12.1 1 29 14.7 123 1.5 1.000 2 2 13.3 111 -0.4 1.000 2 4 17.5 104 <0.01 2 14 18.0 111 33 20 74.2 2 1-4 6.7 26 11 60.0 3 3 2 1 a 19.3 1 19.6 106 1 too I I -0.1 n 1 1,000 TSl1 0.02 I -0.2 114 'NEGATIVE VALUE INDICATES COMPRESSION. CITY OF FORT CR INS- E14WNEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTLIT PROJECT NO, FC05114-125 AASHTO CLASSIFICATION (GROUP INDEX) DESCRIPTION CLAY. SANDY CL CLAY, SANDY CL CLAY, SANDY CL SAND. SILTY SM CLAYSTONE CLAY, SANDY CL CLAY, SANDY CL CLAY, SANDY CL A-6 4 CLAY, SANDY CL CLAY, SANDY CL CLAY, SANDY CL CLAY, SANDY Cl CLAY, SANDY CL SAND, SLIGHTLY SILTY SW-SM CLAY, SANDY CL A-6 3 CLAY, SANDY CL CLAY, SANDY CL CLAY, SANDY CL CLAY, SANDY CL Page 1 of 1 APPENDIX B SAMPLE SITE GRADING SPECIFICATIONS SAMPLE SITE GRADING SPECIFICATIONS DESCRIPTION This item shall consist of the excavation, transportation, placement and compaction of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve building site elevations. 2. GENERAL The Soils Engineer shall be the Owner's representative. The Soils Engineer shall approve fill materials, method of placement, moisture contents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove all trees, brush and rubbish before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to provide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. 4. SCARIFYING AREA TO BE FILLED All topsoil and vegetable matter shall be removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified to a depth of 8 inches until the surface is free from ruts, hummocks or other uneven features, which would prevent uniform compaction by the equipment to be used. 5. COMPACTING AREA TO BE FILLED After the foundation for the fill has been cleared and scarified, it shall be disked or bladed until it is free from large clods, brought to the proper moisture content and compacted to not less than 95 percent of maximum dry density as determined in accordance with ASTM D 698 or AASHTO T 99. 6. FILL MATERIALS On -site materials classifying as CL, SC, SM, SW, SP, GP, GC, and GM are acceptable. Fill soils shall be free from organic matter, debris, or other deleterious substances, and shall not contain rocks or lumps having a diameter greater than three (3) inches. Fill materials shall be obtained from the existing fill and other approved sources. 7. MOISTURE CONTENT Fill materials shall be moisture treated. Clay soils should be moisture treated between optimum and 3 percent above optimum moisture content. Sand soils can be moistened to within 2 percent of optimum moisture content. Sufficient laboratory compaction tests shall be performed to determine the optimum moisture content for the various soils encountered in borrow areas. CITY OF FORT COLLINS- ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT B-1 CTL I T PROJECT NO. FC05114-125 The Contractor may be required to add moisture to the excavation materials in the borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain uniform moisture content by adding water on the fill surface. The Contractor may be required to rake or disk the fill soils to provide uniform moisture content through the soils. The application of water to embankment materials shall be made with any type of watering equipment approved by the Soils Engineer, which will give the desired results. Water jets from the spreader shall not be directed at the embankment with such force that fill materials are washed out. Should too much water be added to any part of the fill, such that the material is too wet to permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread layers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum dry density. Fill materials shall be placed such that the thickness of loose material does not exceed 8 inches and the compacted lift thickness does not exceed 6 inches. Compaction, as specified above, shall be obtained by the use of sheepsfoot rollers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall be continuous over the entire area. Compaction equipment shall make sufficient trips to insure that the required dry density is obtained. 9. COMPACTION OF SLOPES Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until slopes are stable, but not too dense for planting, and there is no appreciable amount of loose soil on the slopes. Compaction of slopes may be done progressively in increments of three to five feet (3' to 5') in height or after the fill is brought to its total height. Permanent fill slopes shall not exceed 3:1 (horizontal to vertical). 10. DENSITY TESTS Field density tests shall be made by the Soils Engineer at locations and depths of his choosing. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When density tests indicate that the dry density or moisture content of any layer of fill or portion thereof is below that required, the particular layer or portion shall be reworked until the required dry density or moisture content has been achieved. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT _ CTL I TPROJECT NO. FC05114-125 11. COMPLETED PRELIMINARY GRADES All areas, both cut and fill, shall be finished to a level surface and shall meet the following limits of construction: A. Overlot cut or fill areas shall be within plus or minus 2/10 of one foot. B. Street grading shall be within plus or minus 1/10 of one foot. The civil engineer, or duly authorized representative, shall check all cut and fill areas to observe that the work is in accordance with the above limits. 12. SUPERVISION AND CONSTRUCTION STAKING Observation by the Soils Engineer shall be continuous during the placement of fill and compaction operations so that he can declare that the fill was placed in general conformance with specifications. All site visits necessary to test the placement of fill and observe compaction operations will be at the expense of the Owner. All construction staking will be provided by the Civil Engineer or his duly authorized representative. Initial and final grading staking shall be at the expense of the owner. The replacement of grade stakes through construction shall be at the expense of the contractor. 13. SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or during unfavorable weather conditions. When work is interrupted by heavy precipitation, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and dry density of previously placed materials are as specified. 14. NOTICE REGARDING START OF GRADING The contractor shall submit notification to the Soils Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 15. REPORTING OF FIELD DENSITY TESTS Density tests made by the Soils Engineer, as specified under "Density Tests" above, shall be submitted progressively to the Owner. Dry density, moisture content and percent compaction shall be reported for each test taken. 16. DECLARATION REGARDING COMPLETED FILL The Soils Engineer shall provide a written declaration stating that the site was filled with acceptable materials, or was placed in general accordance with the specifications. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTL i T PROJECT NO. FC05114-125 B 3 APPENDIX C PAVEMENT DESIGN CALCULATIONS 1993 AASHTO Pavement Design DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product Flexible Structural Design Module 18-kip ESALs Over Initial Performance Period Initial Serviceability Terminal Serviceability Reliability Level Overall Standard Deviation Roadbed Soil Resilient Modulus Stage Construction Calculated Design Structural Number City of Fort Collins - Engineering Department Arthur Ditch Culvert Replacement CTLIT Project No. FC05114-125 Flexible Structural Design 834,868 4.5 2.5 90 % 0.44 9,120 psi l 3.04 in Specified Layer Design Struct Drain Coef. Coef. Thickness Width Calculated Laver Material Description (ai). (Mi) (Di)(in) u SN in 1 HMA 0.44 1 6 24 2.64 2 ABC 0.11 1.05 6 24 0.69 Total - - 12,00 - 3.33 pant. I Rigid Pavement Design - Based on AASHTO Supplemental Guide Reference: LTPP DATA ANALYSIS - Phase 1: Validation of Guidelines for k-Value Selection and Concrete Pavement Performance Prediction Results Project k FC05114-125 Description: Subgrade Investigation and Pavement Recommendations Location: Laporte Ave. and Whitcomb St. Slab Thickness Design Pavement Type )PCP 18-kip ESALs Over Initial Performance Period (million) 1.10 million Initial Serviceability . 4.5 Terminal Serviceability 2.5 28-day Mean PCC Modulus of Rupture 450 psi Elastic Modulus of Slab 3,400,000 psi Elastic Modulus of Base 20,000 psi Base Thickness in. Mean Effective k-Value 100 psi/in Reliability Level 90 % Overall Standard Deviation 0.34 Calculated Design Thickness 9.15 in Mean Annual Wind Speed 8.6 mph Mean Annual Air Temperature 48.1 OF Mean Annual Precipitation 14.9 in Maximum Positive Temperature Differential 6.92 OF Period Deqcription Subgrade k-Value 3 Spring 45 3 Summer 45 3 Fall 45 3 Winter 43 APPENDIX D PAVEMENT CONSTRUCTION RECOMMENDATIONS SUBGRADE PREPARATION Moisture Treated Subgrade (MTS) The subgrade should be stripped of organic matter, scarified, moisture treated and compacted to the specifications stated below in Item 2. The compacted subgrade should extend at least 3 feet beyond the edge of the pavement where no edge support, such as curb and gutter, are to be constructed. 2. Sandy and gravelly soils (A-1-a, A-1-b, A-3, A-2-4, A-2-5, A-2-6, A-2-7) should be moisture conditioned near optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Clayey soils (A-6, A-7-5, A-7-6) should be moisture conditioned between optimum and 3 percent above optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). 3. Utility trenches and all subsequently placed fill should be properly compacted and tested prior to paving. As a minimum, fill should be compacted to 95 percent of standard Proctor maximum dry density. 4. Final grading of the subgrade should be carefully controlled so the design cross -slope is maintained and low spots in the subgrade that could trap water are eliminated. 5. Once final subgrade elevation has been compacted and tested to compliance and shaped to the required cross-section, the area should be proof -rolled using a minimum axle load of 18 kips per axle. The proof -roll should be performed while moisture contents of the subgrade are still within the recommended limits. Drying of the subgrade prior to proof -roll or paving should be avoided. 6. Areas that are observed by the Engineer that have soft spots in the subgrade, or where deflection is not uniform of soft or wet subgrade shall be ripped, scarified, dried or wetted as necessary and recompacted to the requirements for the density and moisture. As an alternative, those areas may be sub -excavated and replaced with properly compacted structural backfill. Where extensively soft, yielding subgrade is encountered; we recommend a representative of our office observe the excavation. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT D-1 CTL I T PROJECT NO. FC05114- 125 Exhibit 4 — Clarifications, Questions & Answers Pre -Bid Clarifications Resulting in Changes to the Bid Documents: Per the plans, Hot Mix Asphalt (Grading S)(100)(PG 64-28) is specified for the riding surface on Whitcomb Street. Since this is not an arterial roadway, can a non -modified asphalt binder be used instead? The hot mix asphalt to be used for the riding surface on Whitcomb Street has been changed to non -modified asphalt. This results in the following change to the bid tab: The following line item has been reduced in the bid tab: • Hot Mix Asphalt (Grading S)(100)(PG 64-28) 60 TON The following line item has been added to the bid tab: • Hot Mix Asphalt (Grading S)(100)(PG 58-28) 125 TON Please see the updated bid tab reflecting this change. 2. Will any flagging be necessary during the full closure to construct the Laporte/Whitcomb Bridge? Although a full closure will be allowed to complete the planned improvements, some flagging will be necessary. The following line item has been adjusted to include flagging hours during this phase of the project: • Flagging 1720 HRS This item has also been adjusted to reduce the number of flagging hours at the Shields Street Bridge replacement phase. The City anticipates using 1600 flagging hours at Shields Street and 120 flagging hours at Laporte/Whitcomb. Flagging certifications will need to be submitted to the City prior to a flagger working on the project. 3. Will a full time Traffic Control Supervisor (TCS) be needed during all phases of the project? Will a full time TCS be needed during the Laporte/Whitcomb Bridge replacement since the construction will be performed under a full closure? Yes, a full time TCS will be needed throughout the duration of the project, including during the full closure of the Laporte/Whitcomb Bridge replacement phase. Since this phase of the project is within a residential neighborhood, it is imperative that a safe work zone be provided. During working days, the TCS will need to check and adjust the site accordingly prior to construction crews leaving the site. The TCS will also need to check the site on non -working days to verify the work zone traffic control is still safe. The TCS management and inspection of the sites for both phases of the project will be paid under the following: T, PAVEMENT MATERIALS AND CONSTRUCTION Aggregate Base Course (ABC) A Class 5 or 6 Colorado Department of Transportation (CDOT) specified ABC should be used. A reclaimed asphalt pavement (RAP) or reclaimed concrete pavement (RCP) alternative which meets the Class 5 or 6 designation and design R-valuelstrength coefficient is also acceptable. Blending of either recycled product with ABC may be considered. 2. Bases should have a minimum Hveem stabilometer value of 72, or greater. ABC, RAP, RCP or blended materials must be moisture stable. The change in R-value from 300-psi to 100-psi exudation pressure should be 12 points or less. 3. ABC, RAP or RCP bases should be placed in thin lifts not to exceed 6 inches and moisture treated to near optimum moisture content. Bases should be moisture treated to near optimum moisture content, and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). 4. Placement and compaction of ABC, RAP, or RCP should be observed and tested by a representative of our firm. Placement should not commence until the underlying subgrade is properly prepared and tested. Hot Mix Asphalt (HMA) HMA should be composed of a mixture of aggregate, filler, hydrated lime and asphalt cement. Some mixes may require polymer modified asphalt cement, or make use of up to 20 percent reclaimed asphalt pavement (RAP). A iob mix design is recommended and periodic checks on the job site should be made to verity compliance with specifications.- 2. HMA should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80 percent of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. 3. Gradations that approach the maximum density line (within 5 percent between the No. 4 and 50 sieves) should be avoided. A gradation with a nominal maximum size of 1 or 2 inches developed on the fine side of the maximum density line should be used. 4. Total void content, voids in the mineral aggregate (VMA) and voids filled should be considered in the selection of the optimum asphalt cement content. The optimum asphalt content should be selected at a total air void content of approximately 4 percent. The mixture should have a CITY OF FORT COLLINS -ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT D-1 CTL f T PROJECT NO. FC05114-125 is minimum VMA of 14 percent and between 65 percent and 80 percent of voids filled. 5. Asphalt cement should meet the requirements of the Superpave Performance Graded (PG) Binders. The minimum performing asphalt cement should conform to the requirements of the governing agency. 6. Hydrated lime should be added at the rate of 1 percent by dry weight of the aggregate and should be included in the amount passing the No. 200 sieve. Hydrated lime for aggregate pretreatment should conform to the requirements of ASTM C 207, Type N. 7. Paving should be performed on properly prepared, unfrozen surfaces that are free of water, snow and ice. Paving should only be performed when both air and surface temperatures equal, or exceed, the temperatures specified in Table 401-3 of the 2006 Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. 8. HMA should not be placed at a temperature lower than 245°F for mixes containing PG 64-22 asphalt, and 290°F for mixes containing polymer - modified asphalt. The breakdown compaction should be completed before the HMA temperature drops 200F. 9. Wearing surface course shall be Grading S or SX for residential roadway classifications and Grading S for collector, arterial, industrial, and commercial roadway classifications. 10. The minimum/maximum lift thicknesses for Grade SX shall be 1'/2 inches/2'/2 inches. The minimum/maximum lift thicknesses for Grade S shall be 2 inches/3'/2 inches. The minimum/maximum lift thicknesses for Grade SG shall be 3 inches/5 inches. 11. Joints should be staggered. No joints should be placed within wheel paths. 12. HMA should be compacted to between 92 and 96 percent of Maximum Theoretical Density. The surface shall be sealed with a finish roller prior to the mix cooling to 185°F. 13. Placement and compaction of HMA should be observed and tested by a representative of our firm. Placement should not commence until approval of the proof rolling as discussed in the Subgrade Preparation section of this report. Sub base, base course or initial pavement course shall be placed within 48 hours of approval of the proof rolling. If the Contractor fails to place the sub base, base course or initial pavement course within 48 hours or the condition of the subgrade changes due to weather or other conditions, proof rolling and correction shall be performed again. CITY OF FORT COLLINS -ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT D-2 CTL I TPROJECT NO. FC05114-125 Portland Cement Concrete (PCC) Portland cement concrete should consist of Class P of the 2005 CDOT - Standard Specifications for Road and Bridge Construction specifications for normal placement or Class E for fast -track projects. PCC should have a minimum compressive strength of 4,200 psi at 28 days and a minimum modulus of rupture (flexural strength) of 600 psi. Job mix designs are recommended and periodic checks on the iob site should be made to verify compliance with specifications. 2. Portland cement should be Type II 'low alkali" and should conform to ASTM C 150. 3. Portland cement concrete should not be placed when the subgrade or air temperature is below 40°F. 4. Concrete should not be placed during warm weather if the mixed concrete has a temperature of 90°F, or higher. 5. Mixed concrete temperature placed during cold weather should have a temperature between 50OF and 900F. 6. Free water should not be finished into the concrete surface. Atomizing nozzle pressure sprayers for applying finishing compounds are recommended whenever the concrete surface becomes difficult to finish. 7. Curing of the portland cement concrete should be accomplished by the use of a curing compound. The curing compound should be applied in accordance with manufacturer recommendations. 8. Curing procedures should be implemented, as necessary, to protect the pavement against moisture loss, rapid temperature change, freezing, and mechanical injury. 9. Construction joints, including longitudinal joints and transverse joints, should be formed during construction or sawed after the concrete has begun to set, but prior to uncontrolled cracking. 10. All joints should be properly sealed using a rod back-up and approved epoxy sealant. 11. Traffic should not be allowed on the pavement until it has properly cured and achieved at least 80 percent of the design strength, with saw joints already cut. 12. Placement of portland cement concrete should be observed and tested by a representative of our firm. Placement should not commence until the subgrade is properly prepared and tested. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT D-3 CTL I T PROJECT NO. FC051 14-125 APPENDIX E MAINTENANCE PROGRAM MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS A primary cause for deterioration of pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information on effective times to apply preventive maintenance treatments. c. Crack sealing should be performed annually as new cracks appear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 3. 5 to 10 Year Corrective Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c. In order for the pavement to provide a 20-year service life, at least one major corrective overlay should be expected. CITY OF FORT COLLINS.. ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT E-1 CTL 1 T PROJECT NO. FC05114-125 Ll MAINTENANCE RECOMMENDATIONS FOR RIGID PAVEMENTS High traffic volumes create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information of effective times to apply preventive maintenance. c. Crack sealing should be performed annually as new cracks appear. 2. 4 to 8 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 4 to 8 years to reduce joint deterioration. b. Typical preventive maintenance for rigid pavements includes patching, crack sealing and joint cleaning and sealing. c. Where joint sealants are missing or distressed, resealing is mandatory. 3. 15 to 20 Year Corrective Maintenance a. Corrective maintenance for rigid pavements includes patching and slab replacement to correct subgrade failures, edge damage and material failure. b. Asphalt concrete overlays may be required at 15 to 20 year intervals to improve the structural capacity of the pavement. CITY OF FORT COLLINS - ENGW EERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT E-2 CTL I T PROJECT NO. FC05114.125 Oversight / NHS FHWA REGION VIII OVERSIGHT • NO 0 YES NATIONAL HIGHWAY SYSTEM • NO 0 YES LENGTH AND DESIGN DATA ROADWAY MAJOR STRUCTURE STATION LIN, FT. MILES LIN, FT. MILES NORTH WHITCOMB STREET STA 11+06.51 TO 14+00.00 293,00 0.06 261.00 0.05 LAPORTE AvENuE STA 21.46.50 TO 23*25. 17 179,00 0.03 --- _-_ SHIFIDS STRFFT STA 12+10.00 TO 13,70.00 160.00 0.03 STA 12,47.60 TO 13+31.43 -_- ___ 83.63 0,02 TOTAL 632.00 O.i2 36a.83 0.07 LAPORTF DESIGN DATA MNIMUM RADIUS OF CURVE ...................... 510' MINIMUM GRADE .............................. 0.40% MINIMUM S.S.D. HORIZONTAL , 250' MINIMUM S.S.D. VERTICAL 250' DESIGN SPEED .......... ....... .... .... 35 MPH POSTED SPEED ................... ... 30 MPH SHIFLDC DESIGN DATA MINIMUM RADIUS OF CURVE NA MINIMUM GRADE .. . .. .. . . .. .. 5.00% MINMUM S, S.D. HORIZONTAL . .. .. .... .. .. .. .... ... NA I MNS S D, VERTICAL NA DESIGN SPEED NA POSTED SPEED .............................. 40 MPH Kno wtiol's' bClOw. Call before You d19. CITY OF FORT COLLINS PUBLIC IMPROVEMENT CONSTRUCTION PLANS FOR ARTHURS DITCH REPLACEMENT AT LAPORTE AVENUE AND WHITCOMB STREET, AND THE REPLACEMENT OF THE SHIELDS STREET BRIDGE OVER LARIMER COUNTY CANAL NO. 2 FEDERAL AID PROJECT NO. BRO M455-100 LARIMER COUNTY JANUARY 17, 2012 CONSTRUCTION PROJECT CODE NO. 17905 E WHITCOMB PROJECT LOCATION LoPorle Ave M 144rry SI Z 281 25 N Prospect Rd SHIELDS PROJECT LOCATION e'¢ x Orake Rd toted Projects: P. E. UNDER PROJECT: Project Number: BRO M455-100 Project Code: 17905 ).W. Projects: R,O, W. Project Description INDEX OF SHEETS SHEET NO. I PROJECT TITLE SHEET 2-3 PROJECT SUMMARY OF QUANTITIES 4-24 ARTHURS DITCH REPLACEMENT PLANS 25-62 REPLACEMENT OF SHIELDS STREET BRIDGE OVER LARIMER COUNTY CANAL NO, 2 PLANS - I s i CITY OF FORT COLLINS AN WANG, P.E. 281 N. COLLEGE AVENUE FORT COLLINS COLORADO (970) 221_6605 I• Pint Dote. z Is 12 Q Q Q Sheet RevisionsJ�K Colorado Deportment Citof Y Of Transportation Fort Collins i.xo s.rom sI...1 / If%% ronoev �� eno... sed-ssd-axe nIr m mn ca— fM: 9>0-350-x�99 �J �� e1ro.1 o.".r ca Region 4 LHN "l.)m-ssas 9 As Constructed Contract Information Project No./Code File Nomr, FCtIIN t d.g Horix. Scale' Vert. sc01e' Comments No Revisions: ContraUoc _ ______ ---------------- BRO M456-100 9/20Dote 2/9/2012 9. 2.3.J,8.9.1 a,16.18.2fi Resident En gmeeo ____________________Q l 28,30,31.32.33,34,36,aa.___ Revised: Project Engineer: 17905 f •6ai arc tlows•o�y /�TKINS s.a• rw ;•"•'tl0x'x ne,.. t-xxi-xx» 5,52,53 void: PROJECT STARTED: --------- --- _/-/- ACCCPTED: Street Number 1 Commcnls: -- 3 i Y i t s Pdm Dote: 2 15 12 Sheet Revisions Colorado Deportment cnyor of Transportation FortCollins As Constructed PROJECT SUMMARY OF Project No./Code a '•-ae Nome: FcsoRol.d.q Date. COmmems ImL, 2/15/2012 Otys Redsed IAK & Hodz. stole: V.H.stole: .. �' 1 I!)T '•xo s.=co so., /•,��- r ..:�?)o-sss- x6 cinvi ran ceuw.. WReI�d RM: 9)p-3`A-x19B [asp. .x•nw vn room, co. Region 4 LEN xB(Jnn zn-660B 9 No Revisions: APPROXIMATE QUANTITIES SRO M455-100 sa OIL Bwi=.pN O O RedseC: Designee RBR Structure 1]905 € ATKINS "!.*"'Coomder6 w��..�, o sour Vold: DetaYeo RBR Sheet Number 2 Sheet Subset: 50gO Subset Sheets t of 2 PROJECT -SUMMARY OF APPROXIMATE QUANTITIES BID CONTRACT ARTHURS DITCH SHIELDS BRIDGE TOTALS NO. ITEM NO. CONTRACT ITEM UNIT PLAN AS CONST. PLAN AS CONST. PLAN AS CONST. 1 201-00000 CLEARING AND GRUBBING (ARTHURS DITCH) LS I I G 2Ub00000 CLEARING AND GRUBBING (SHIELDS BRIDGE) LS' I I 3 202-00010 REMOVAL OF TREE EACH 5 5 4 202-00019 REMOVAL OF INLET EACH 5 5 . 2U200200 REMOVAL OF SIDEWALK SY 38 229 267 G 2U't-00203 REMOVAL OF CURB AND GUTTER LF 448 320 ]GB ] '2U20U206 REMOVAL OF CONCRETE CURB RAMP SY 13 13 8 202-00210 REMOVAL OF CONCRtIE PAVEMENT SY 1045 1,045 9 202-002e0 REMOVAL OF ASPHALT MAT SY 1,121 1,169 2.296 10 202-0024U REMOVAL OF ASPHALT MAT (PLANING)(1"-4'DEPTH) SY 288 286 II 202-OU250 REMOVAL OF PAVEMENT MARKING LB I I 12 202-00400 REMOVAL OF BRIDGE LS 1 I 13 202-00455 REMOVAL OF PORTIONS OF PRESENT STRUCTURE (CONCRETE BOXGULVEFT) LS 1 t 14 203-00010 UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE) CY 409 180 589 15 203001U0 MUCK EXCAVATION CY 100 lUU 200 16 203-01557 POTHOLING (ARTHURS DITCH) LS 1 1 17 203-01597 POTHOLING (SHIELDS BRIDGE) LS 1 1 18 20640000 STRUCTURE EXCAVATION CV 826 1,502 2,328 19 206-00100 STRUCTURE BACKFILL jCIASS 1) CV 262 1,450 17t2 20 206-00200 STRUCTURE BACKFILL (GLASS 2) CY 58 58 21 206-005I0 FILTER MATERIAL (CLASS A) CY 108 108 __ 20U-W520 FILTER MATERIAL (CLASS B) CY 108 200 308 23 206-01 ]50 SHORING (AREA t) LS 1 1 24 FOG -01 ]Sp SHORING (AREA 2) LS I 1 25 e08-00001 EROSION LOG (121NGH) LF 42 675 ]t] 26 208-00034 GRAVEL BAG LF 42 20 62 27 208-00045 CONCRETE WASHOUT STRUCTURE EACH t 2 3 28 2G8-000]U VEHICLE TRACKING PAD EACH 1 4 $ 29 205-00205 EROSION CONTROL SUPERVISOR (ARTHURS DITCH) LS 1 1 30 20600205 EROSION CONTROL SUPERVISOR (SHIELDS BRIDGE) LS I 1 31 2t0-O4U 10 ADJUST MANHOLE EACH 2 2 32 210-Oa050 ADJUST VALVE BOX EACH 2 2 33 210-00810 RESET GROUND SIGN EACH 2 2 34 212-00006 SEEDING (NATIVE) ACRE 0.2 0.5 U.] 35 212-00032 SOIL CONDITIONING ACRE 0.2 0.5 0.] 36 212-00100 TREE RETENTION AND PROTECTION (ARTHURS ARCH) LS 1 1 37 2124Ot00 TREE RETENTION AND PROTECTION (SHIELDS BRIDGE) LS 1 1 36 213-00002 MULCHING (WEED FREE HAY) ACRE 0.2 0.5 01 39 e1a-00230 DECIDUOUS TREE (3INCH CALIPER) EACH 9 g 40 30Y-05000 AGGREGATE BASE COURSE (CLASS 5) TON 393 390 783 41 4W-32821 HO RdIXASPHALT(GRADWG SG)(100) (PG 58-28)QEMPORARY PAVEMENT) TON 95 95 42 403-32821 HOT MIXASPHgLT (GRAOYJG SO) (100)(PG 58-28) TON 250 119 369 43 403-33821 HOT MIX ASPHALT (GFtApWG S)(100)(Pr 58-28) TON 125 125 44 403-33851 HOT MIXASPHALT (TRADING S)(100)(PG 64-'.8) TON 60 60 45 412-00600 CONCRETE PAVEMENT (6-INCH) SY 23 23 i i i a Pant Dote: z 1s 1z � Sheet Revisions COOrOdo Deportment Gt of v of TronsporloGon Fort Collins tqe s.eone s 6.a . � l UT c,.wr. co eo v Lam/ ca mn con.. As Constructed PROJECT SUMMARY OF APPROXIMATE QUANTITIES Project No. Code 1 File Nome: Fcsogoz.E..g Dote: comn,enl: Ina. No Re.�sions: BRO M455-100 Hariz. Scale: verL Scole: 2/9/2012 Concrete hems lac - Deslgnerr. RBR Strvclure soi ore e�a,.,,,a o O ru. wo-sso-z we Ha Re i0 LHN h>a cu-'>ee V• ` 9 I os Rev,see. 1]905 o.�..,,, co nu°n f ATKINS S,! 7. Vold: Oetalla: RBR Numbers Sheet No,noer 3 sheet SuUeec SOAo Sobslt shells: 2 0l 2 PROJECT -SUMMARY OF APPROXIMATE QUANTITIES BID CONTRACT ARTHURS DITCH SHIELDS BRIDGE TOTALS N0. ITEM NO. CONTRACT ITEM UNIT PLAN AS CONST. PLAN AS CONST. PLAN AS CONST. 44 412-00950 CONCRETE PAVEMENT (9t1'2INCH) $Y 1,098 1,058 97 420OOt 12 GEOIEXIILE (DRAINAGE) (CLASS p SY 244 264 aB 420-00133 GEO'IE%oLE (SEPARATOR) (CLASS 2) SY I60 150 45 50262 -00460 PILE TIP EACH 22 22 50 40241274 STEELL PILING (HP 12X/4) LF 803 803 51 50600216 RIPFiAF ptl INCH) CY 140 Lao 606U1020 GEWHID REINFORCEMENT SY 550 550 53 51400200 PEDESTRIAN RAILING (STEEL) SPECIAL) LF 139 139 Sa St5004U0 CONCRETE SEALER SY 301 301 55 GUb03UL'U CONCRETE CLASS D(MISCELLANEOUS)(COLOHED(TYPE t CY 45 49 56 60103020 CONCRETE CLASS D(MISCELLANEOUS)(COLORED(TYPE 2 CY GS 65 57 601 -03J30 CONCRETE CLASS D(BOX CULVERTI CY 444 a44 58 G01 -03040 CONCRETE CLASS D(BHIDGE) CV 378 378 59 601 -OSSaO CONCRETE CLASS HT (DECK TOPPING) CY 36 30 60 601-tG300 STRUC 'I'DRAL CONCRETE COATING SY 280 180 61 602-OOWO REINFORCING STEEL LB 65,546 65.516 02 60200020 REINFORCING STEEL (EPDXY COATED) LB 68,610 9,328 ]],938 63 602-00060 REINFORCING STEEL SPLICE EACH 138 138 6J GOa-19000 INLET (SPECIAL) EACH 4 4 65 604-6@00 MANHOLE RING AND COVER EACH 2 2 GO 404-30010 DECORATIVE COLUMN TYPE I EACH 6 0 67 60630020 DECORATIVE COLUMN TYPE 2 EACH 4 4 68 Gob -OOOU6 CONCRETE SIDEWALK (6 INCH) SY 129 92 221 69 GOB 00010 CONCRETE CURB RAMP SY 32 32 70 60&2ID2U CURB AND GUTTER TYPE 2 (SECTION INS) LF I50 150 ]I 4092IU23 CURB AND GUTTER TYPE 2(SECTION IW) (SPECIAL) (6"-IT' CURB FADE) LF 421 421 ]G 609]IGOB CURB (SPECIAL) LF Ifi] I67 ]3 613-0030U 3 INCH ELECTRICAL CONDUIT LF 1050 ]a3 I,793 74 GIB-WWO PRESTRESSING STEEL BAR LB 2,397 2,397 JS Gld-0G03G PRESTRESSED CONCRETE SLAB (DEPTH GREATER THAN 131NCHES) SF 4254 4,254 76 fi20-0002O SANITARY FACILITY EACH t 1 2 ]] 626-00000 LOIBILIZATION (ARTHURS DITCH) LS I t ]d 626-D000U MOBILIZATION (SHIELDS BRIDGE) LS 1 t 79 fi2]-000n PAVEMENT MARKING PAINF(WATERBORNE) GAL 8 g 80 630-00000 CONSTRUCTION ZONE TRAFFIC CONTROL (ARTHURS DITCH) LS 1 I 81 630OOU00 CONSTRUCTION ZONE TRAFFIC CONTROL (SHIELDS BRIDGE) LS t t 82 G50-00000 FLAGGING HOUR 120 I,600 1,]20 63 430-00007 TRAFFIC CONTROL INSPECTION DAY 30 75 105 84 630-00012 TRAFFIC CONTROL MANAGEMENT DAY 90 200 290 85 G3U&W59 PORTABLE MESSAGE SIGN PANEL DAY 10 IO 86 630-85000 IMPACT ATTENUATOR (SAND FILLED PLASTIC BARREL) (TEMPORARY) EACH IS 15 07 %DO-]OOIo F/A MINOR CONTRACT REVISIONS FA 0.5 0.5 1 68 700-70011 F/A PARTNERING FA 0.5 0.5 I 89 JDO-JDOIG F/Ar-DEL COST ADJUSTMENT FA 0.5 0.5 I 90 ]DO-]UOIe F/A ROADWAY SMOOTHNESS INCENTIVE FA 0.5 0.5 I 91 ]00-]0019 F/A ASPfWLT CEMENT GOSTAOJUSTMENT FA 0.5 OG I 92 700-70023 F/A ON-THE-JOB TRAINEE FA 0.5 OS t 93 700-70980 F/A EROSION CONTROL F A CURB & CUTTER TYPE IIB -I n' VARIES �i-2 1LK MEDIAN CURB & CUTTER TYPE 118 -I VARIES VARIES 4 -5 VARIES 2. WALK MEDIAN ¢I I CL WHITCOMB Si I TYPICAL SECTION NOTES SU' CURB & CUTTER TYPE 2 (SECTION III r(SPECIAL) (G'-17 CURB FACE) 36' I' 2.5 VARIES 4 VARIES O VERTICAL ALIGNMENT POINTS MEDIA, SNLD EDIAN WAIN ;AVEI . EE GRADING PLAN FOR ROADWAY ELEVATIONS. ICL & PROFILE 2. THERE MAY BE AREAS OF PAVING OVER THE �CRADE TOP OF THE CBC THAT DO NOT ALLOW THE FULL PAVEMENT SECTION 10 BE ATTAINED, REDUCING 6' ABC --j `6" HMA WHITCOMB STREET TYPICAL SECTION NORTH OF LAPORTE AVE CL WHHCOMB ST 6 BC 6" HMA WHITCOMB STREET TYPICAL SECTION SOUTH OF LAPORTE AVE THE ABC, HBP, AND PCC THICKNESS IS OK IN Q HESE AREAS. 3. SCARIFYING AND COMPACTING SHALL NOT BE PAID FOR BUT SHALL BE INCLUDED IN ME COST OF THE PCC. 2" HMA GRADING S (100) (PG 58-28) 2" HMA GRADING SC (100) (PC 58-28) (TACK COAT) (NO PAY) 2" HMA GRADING SG (100) (PC 58-28) 6" ABC (CLASS 5) CURB & CUTTER TYPE 2 (SECTION 118) r(SPECIAL) (6'-12CURB FACE) s VARlE6 WHITCOMB STREET MEDIAN I� ASPHALT PAVEMENT DETAIL 9.5" FCC CURB & CUTTER TYPE JIB I VARIES 5' VARIES 2 MEDIAN WALK MEDIAN CL LAPORTE AVE I 4i y`�4 4y 4y 4 6" SCARIFIED AND COMPACTED (AASHTO T 99) CURB & CUTTER TYPE 2 (SECTION III I (SPECIAL) (6'-12' CURB FACE) 5 VARIES 5 VARIES M LH MEDIAN LAPORTE AVENUE MEDIAN �WA CONCRETE PAVEMENT DETAIL 5 J 1 9.5" PORTIANO CEMENT CONCRETE c'sGAaIF1ED AND COMPACTED LAPORTE AVENUE TYPICAL SECTION 11 INTERSECTING WHITCOMB STREET S i a I DB(B1 2/15/I2 Sheet Revisions ColoradoDepartment Ciry of As Constructed Project No./Code F.1v Fae Nome: RDIyP.aWq DRIB: cemme�t5 ma. I-s of Trans OrtOtlon p Fort Collins TYPICAL SECTIONS Hor;z. Scale: Vert. Scole: � 1 2/ 5/20t2 Curo ffi Gutter type LAK �G2a s..o.a s,�..l ))()�' /'�`�f� No Rev;s;on5: BRO M455-100 " .aoi orc ewi..om � cv. �n> llr_�--391 ---- tl ar ro RBR StructA u.e 2905 S ATKIN$ s��. a e Bee=» O �"'m� a 'N' ",, �a,'G.., pow OetoTler: PER Numbers d :` eeY-22�->2S- O Region 4 LHN 9 (VAR 22.-6605 VO;O: S112et SWs2b TyP,C01 Sobsel sneels: 1 or I S"Bet N,be' 7 • Traffic Control Management • Traffic Control Inspection Please reference CDOT's Standard Specifications for Road and Bridge Construction for additional information and responsibilities of the TCS. As required on federal funded projects, the TCS will be required to submit to the City daily traffic control logs for the project. 4. There is existing "high -back" curb and gutter at the Laporte/Whitcomb Bridge, yet no line item for this. How will this item be paid? A new line item has been added to the project under section 609: • Curb and Gutter Type 2 (Section II-13)(Special)(6"-12" Curb Face) 421 LF This curb and gutter represents a standard Curb and Gutter Type 2 (Section II-B) with a curb face greater than 6". The following line item has been reduced: • Curb and Gutter Section 2 (Type II-B) 150 LF Clarifications Not Resulting in Changes to the Bid Documents: It is anticipated that concrete "Jersey" barriers will be needed for the construction traffic control. All "Jersey" barriers are to be Type 7 as defined by the CDOT M&S Standards. 2. Several trees are to be removed prior to beginning construction on the Shields Bridge. These trees will need to be removed in the spring of 2012. Construction on the Shields Bridge is anticipated to begin in late summer of 2012. To avoid erosion control problems, the Contractor will be allowed to cut down the trees at the Shields Bridge in April 2012 but will not be required to remove the tree stumps until the fall of 2012, after water has stopped running in the ditch. All construction activities must not impact the ditch company's ability to convey decreed flows through the work zone. All traffic control necessary to perform the April 2012 tree removal will be included under the following bid item: • Construction Zone Traffic Control (Shields Bridge) 1 LS S of 4 "mt Dale: 2 IS 12 Sheet Revisions Colorado Deportment CRyof Of Transportation Fort Collins As Constructed SUMMARY OF APPROXIMATE QUANTITIES Project No File Nume: RDsog0l.dr.q Date: Comments Iml. 2/15/2012 Olys Revised lac I H.,;, scale: Verl. scale'. Oi )�lr i.xo s..om slfia /^� rnr ran cw:.. Na Revisrons: ORO M455-100 Revised: Designer: RBR Structure .aoi arc e�w..oru o .. gnrir•v1c,l®sg xe� q. �....�,. an Loq:. Lo. I ]905 A7KIN5'" '° Delaller: RBR Numbers $b[el subset: SOAO $Ub521 $M1ee15: 1 OI 2 y Gnan.: ]af n�xl �)x15 O Region 4 I_FIN 19)aj xx�-fitiOS VO�d: Sbeet NumDtf D PROJECT -SUMMARY OF APPROXIMATE QUANTITIES BID CONTRACT ROADWAY BRIDGE TOTALS NO. ITEM NO. CONTRACTITEM UNIT PLAN AS CON$T. PLAN AS CONST. PLAN AS CONST 1 201-00000 CLEARING AND DRUBBING (ARTHURS D)TCHf ITS 1 1 2 202-00019 REMOVAL OF INLET EACH 5 5 3 202-OU'2p0 REMOVAL OF SIDEWALK SY 38 38 4 202-00203 REMOVAL OF CURB AND GUTTER LF 998 44d 5 20200206 REMOVAL OF CURB RAMP SY 13 13 6 202-00210 REMOVAL OF CONCRETE PAVEMENT BY 1045 1,045 ] 20200220 REMOVAL OF ASPHALT MAT BY 1127 1,127 tl 20200495 REMOVAL OF PORTIONS OF PRESENT STRUCTURE (DGIJpRETE BOX DDLVERI) LS t t 9 20300010 UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE) CV 409 409 10 203A159] POTHOLING (ARTHURS OItCY) LS 1 I 11 203-00100 MUCK EXCAVATION GV 100 100 12 20600000 STRUCTURE EXCAVATION CY 826 826 13 106-00100 STRUCTURE SACKFUL (CLASS 1) CY 282 262 14 20E-0051U FILTER MATERIAL (CLASS A) CV IOtl IOd 15 206-00520 FILTER MATERIAL (DLA$$B) CY 108 ID8 16 208-00002 EROSION LOG (12 INCH) LF 42 42 17 208-00094 GRAVEL RAG LF 42 02 to 208-00045 CONCRETE WASHOUT STRUCTURE EACH 1 t 19 208-00070 VEHICLE TRACKING PAD EACH 1 I 20 208002p5 EROSION CONTROL SUPERVISOR (ARTHURS DITCH) ITS 1 1 21 110Og0ID ADJUST MANHOLE EACH 2 2 '2'2 210-0950 ADJUST VALVE BOX EACH 2 2 13 21000810 RESET GROUND SIGN EACH 2 2 24 21200006 SEEDING (NATIVE) ACRE 0.2 0.2 25 21200032 SOILD CONDITIONING ACRE 0.2 0.2 28 21200100 TREE RETENTION AND PROTECTION (ARTHURS DITCH) LS t 1 27 21300002 MULCHING (WEED FREE HAY) ACRE 0.2 0,2 28 80qW000 AGGREGATE BASE COURSE (CLASS 5) TON 393 393 29 403-32821 HOT MIX ASPHALT (GRADING SO) (100) (PG 58-28) TON 250 250 30 403-33821 HOT MIX ASPHALT (GRADING S)(100) (PG 5828) TON 125 125 31 412-OW00 CONCRETE PAVEMENT (61NCH) BY 23 23 32 41200950 CONCRETE PAVEMENT (9-1121NCH) BY 1096 1,098 33 601-03030 CONCRE fE CLASS D(eOXCULVERn CY 494 444 34 6020002U REINFORCING STEEL (EPDXY COALED) LB 68,610 68,610 35 604-19000 INLET SPECIAL EACH 4 q 30 6U4-SU'2UU MANHOLE RING AND COVER EACH 2 2 37 6U8-00006 CONCRETE SIDEWALK I6INCHI SY 129 38 60000010 CONCRETE CURB RAMP SY 32 39 60&n023 CURB AND GUTTER TYPE 2(5ECTION 14B) (SPECIAL) (6".12 CURB FACE) LF 421 a0 6t3p0300 31NCH ELECTRICAL CONDUIT LF 1050 31 p2p00020 SANITARY FACILITY EACH 1 92 p2U000U0 MOBILIZATION (ARTHUflS DITCH) LS I L421 43 63000000 CONSTRUCTION ZONE TRAFFIC CONTROL (ARTHURS DITCH)LS I 44 430-00000 FLAGGING HOUR 120 45 63p-0WU] TRAFFIC CONTROL INSPECTION pAV 30 n6 630-00012 TRAFFIC CONTROL MANAGEMENT UAY 90 K C S t F Para Dme: 2 15 12 Sheet Revisions Colorodo Deportment CltYof of TfonspOROlipn Fort Collins As Constructed SUMMARY OF Project No./Code fde Name: RDsoo02Grvg Date'. Comments Ini1. 2 B 2012 u norea BIG No. tAK F HOGz. Scale: Vert. Score: O i<ze s.m.a asl—r _____ ... eio-sso-xs�xa e;nMo c.�i car..,. Wrs cti r,u. wwsso-xisa zei c rwi cau:.., co. Na ReNzmn:: APPROXIMATE QUANTITIES BRO M455-100 .1.1 om eow<..m Re.isetl: Designer: RBR Structure 1]905 NTKINS .;,. >ea Oelailer: RIB Numbers g d<n.<r. ce box]r .: �m-zn- ms � Re ion 4 LHN ts>o) xx1-esos 9 Vo;d: Sheet Number 9 Sheet Subset: SOAO Subset Sneers: 2 0l 2 PROJECT -SUMMARY OF APPROXIMATE QUANTITIES 81D CONTRACT ROADWAY BRIDGE TOTALS NO. ITEM NO. CONTRACT ITEM UNIT PLAN AS CONST. PLAN AS CONST. PLAN AS CONST. 4] 700-]0010 FIA MINOR CONTRACT REVISIONS FA 0.5 0.5 48 ]UU-]DUII PARTNERING FA U.5 OS a9 700-7001G FIA FUEL COST ADJUSTMENT FA 0.5 0.5 50 700-]0018 FA ROADWAY SMOOTHNESS WCENIIVE FA 0.5 0.5 Si ]00�]0019 FIA ASPHALT CEMENT COST ADJUSTMENT FA 0.5 0.5 52 ]UDd0023 FIA ON -THE J06 TRAINEE F A 0.5 0.5 53 ]OOd03d0 F/A EROSION CON IOL FA 0.5 0.5 NOTES: I. STATIONS, OFFSETS. EAND CURVE DATA FOR CURB AND GUTTER LOCATIONS ARE AT THE FLDNiINE, ELEVATIONS INCLUDE 2 DROP IN GUTTER. �• BEGIN1.CURB & GUTTER N 2. SEE LARCHES COUNTY CTIOURBAN AREA STREET STANDARDS FOR FOR AS DRIVEWAY 21+4G50 (LAPOR TE) 30.01' RT v -' o xo o la xo a APPROACHES INCH) CONSTRUCTION DkamNC. WORK SHALL BE PAID FOR AS CONCRETE MATCH EwSTNG s' + PAVEMENT (G CNCHJ. FLOWLCrvE O BEGIN CONCRETE 21r8].00 (LAPCRIE) ! O CONSTRUCTION (LA 3. SEE LARIMER COUNTY URBAN AREA STREET STANDARDS FOR ACCESS RAMP 30U1'RT 21 .8].p0 (LAPORTE) CONSTRUCTION DRAWING. WORK SHALL BE PAID FOR AS CONCRETE CURB RAMP. EL 5UD1. 74 L000RT INLET SPECIAL (SEE DETAIL) f_ MATCH EXISTING LEGEND 4, SEE STRUCTURE PLANS FOR DEC DESIGN AND DETAILS. r EL 5002J1 STA 21+91.85 (LAPORTE), 30.01' RT r . D _ 21r82.00 (LAPORTE) J ALL CURB ACID GUTTER WILL BE PAID FOR AS CURB AND GUTTER TYPE 2 EL 5001,68 21 a9291 (LAPOR TE) 3001_ _ M011 LiEXISTING HOT MIX ASPHALT (SECTION 116(SPECIAL) SPECIAL ) ..' Rt 0 MATCH (G"-12" CURB FACE FLOwUNE EL 5001,68 L�' A CONCRETE CURB RAMP 1 1 MATCH E%1(LAP RTE) 2987 LT STA 12r 8].28, 3].61' Li CONCRETE (ACCESS RAMP/CORNER) D I -t INLET SPECIAL (SEE DETAIL) EL 5001,G7 EL 5001,65 m 30 LT MATCHTER EXISTINGJO.JY -- SOIAC3E+62341, 3385P Li STATION POINT (ACCESS RAMP/CORNER) INLET SPECIAL (SEE DETAIL) EL 5001.59 STA 12 68.J3 30.17' LT 1 I Ex Sf1NC.Rtix .. 'EL 5001.66 END ASPHALT -ems N a ENO CONCRETE BOX -_._.._._-.11 .._._ .._..._.. _ .-BEGINCONCRETE.- r.: 13.Bb0�-1�r01,06 III LLL___ -_-_ --- - CONSTRUCTION - + 41,21 IF LT 12a'JS UU p .. . �`DO DD215 y ..1e�t R-25 O t1 ♦OG.81 -� _ "T- R-25'. CURB AND CUTTER TYPE 2 (SECTION IIB) 2].50' LT 12+9ai2� DI-�.��__ WHITCOMB ST MATCH 27. 13+61y84 �f 14100 DO EXISTING 011:91 - i , 25,001 IF Mp00H EXISTING 0+00 11 OJ ' 2+00 I_ 5002 9 FLOXNE BEGIN ASPHALT - �I i'�- �' `14 005 -� `e CONSTRUCTION 11+06.81 12' 95.38 END ASPHALT 0.00' Rt I "' 12 a9G.63 O:q0' fli �x- r' CONSTRUC iI-N MATCH EXISTING - 2)8]'Ri 5001.8- 134fi2.91 13+639 14a ( 0.00' Ri '.� 000' RT 5000.814 ' 5001. Ri ---�-- % �- SQ01.]9 500151 MATCH EXISTING r CURB AND GUTTER ~F �, !- ,/ ��-EL-5001:77- ), TYPET 25 SECTION 1SEE OETA R-25 IGH_ / END CONCRETE R 25 / -BEGIN ASPHALT s P GIAt. SE 1L 5 1N-CONSTR L'1 .. _...._..'�E SfNC-ROw .. ��_,... _. __ ...._. ... ..___... _-.- 5Ta_00 J3.8J. -29.55fti. _ .__ �{f + � _13 82:20._.._._ _.... {{{ U 10N 11 D681 29.50 Ri I EL 5000.32 +) < MATCH EXISTING 12+75.23 29.58' RT 000 RT BEGIN SIDEWALK (6 INCH) EL SOOO.aS O ( IEL SOOI.J6� TRANSITION BACK 9 IIa04.55, 45.95 RT CONCRETE CURB RAMP OF WALK <TYP.) STA 12,92.05, 36 . 72' RT `- - EL 5002.35 (ACCESS RAMP/CORNER) _ _ 14r00.00 TRUNCATED pBNE ' r l 2x.00' RT WARNING DETECTION BEGIN CONCRETE BOX EL 500f1.46 ,L` j� MXICH EXISTING r 11+21.1 a, 45.81' RE END SIDEWALK (6 INCH) FLO MINE P 12a88.11 45.88' RT 1 {J L� 13+63.02 ` EL 5000.65 23,02,07 (LAPORTE) ! tH]� ( 27.12 RT I n� 4 30.06' Rt 1 ( ( EL 5001AII i EL 499965 CONCRETE CURB RAMP A' AT THE CORNERS OF THE I - -_ STA 13+66.40, 34.90' RT aTRUNCATED DOME WARNING ! (ACCESS RAMP/CORNER) 6. EL 5001. as E '; TRUNCATED DOME END CURB h GutTCR - J 1, _ WARNING DETECTION 23r2517 (LAPOR LE)) _ y o, I 3004' RT _ L �� t25 SLOPE (MA%.1tF MATCH E%1511NG 29 IJ4 LT (LAPORIE) l j MATT LT CURB-� e END CONCRER N '�^ MATCH E%150NC CONSTRUCTION n, _ c i.p� FLOxLINC GUTTER ti 2IVY 3*0465 (LA TE) a +, A ! 0.00 RT O F MATCH EXISTNG I p EL 5001.34 SECTION A -A � CURB RAMP/CORNER DETAIL s � ( Print Dote: z 1s 12 Sheet Revisions Colorado Department 01yof As Constructed Project No./Code FIIe Novae: RDmlol.d.q Date'. Comments Ind, of Transporto6on Fort Collins ROADWAY DETAIL t Horiz. Sco1e: Vert. 5'.0: �i 2/15/201I Note for Cure ($peciol) LAK _ )1)T' lrxo S..ona su aI �'�f.� Na Revisions: BRO M455-100 L. oee�er. ea boa - Pi..: vo-SW-vz4 Designer. RBR Structure 1J905 aa. szo-Ssq-xlvn cnvxal ... CUII.�. Re.isetl'. .6 I. OTC bcclew.o wl IN".. ea. x 163rS,1'LT.JSGTG xnl call.y....,,,,. Numbers 14 Uheet.t S HER ATKINS Hh, To30 navz O Re3i0n 4 HN (vvo) m-aaas Did: SubseD Oetoil Subset Sneers: 1 01 I Sneer Number S e: 343-xz1-)x)5 GENERAL NOTES ALL WORK SIMLL BE IN ACCORDANCE WITH THE 20t1 COOL STANDARD SPECIFIUl10NS FOR ROAD AND BRIDGE CONSTRUCTION AS AMENDED Iry THE PLANS AND SPECIAL PROVISIONS SPECIFIC TO THIS PROJECT. STRUCTURE EXCAVATION AND DACKFILt SIMLL BE IN ACCORDANCE WITH STANDARD PLAN M-205-1. BAGKPILL SHALL NOT BE PLACED UNTIL TOP SUB HAS REACHED DESIGN STRENGTH, it, ALL CONCRETE SHALL BE CONCRETE CLASS D (BOX CULVERT). ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED BEFORE FRESH CONCRETE IS POURED. ALL CONSTRUCTION JOINTS NOT SHOWN ON THE PUNS SHALL BE APPROVED BY THE ENGINEER. ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED Y. INCH. GRADE BO REINFORCING STEEL IS REQUIRED, ALL REINFORCING STEEL SHALL BE EPDXY COATED UNLESS OTHERWISE NOTED, THE FOLLOWING TABLE GIVES THE MINIMUM LAP SPLICE LENGTH FOR EPDXY COATED REINFORCING (BARS PLACED IN ACCORDANCE w11H COOT SUBSECTION 602,06. THESE SPLICE LENGTHS SIULL BE INCREASED BY 25K FOR BARS SPACED AT LESS THAN 6' ON CENTER. BAR SIZE ]R 1 r5 1 0M 1 YZ 1 YB 1 09 VC, Y11 SPLICE LENGTH FOR 2'-0' 1'-6' 3'-10" A'-6" 5'- CLASS D CONCRETE 11' 2'-6- 9'-6- 1 11' 9" ME CONTRACTOR $HALL BE RESPONSIBLE FOR THE STABILITY OF ALL STRUCTURES DURING CONSTRUCTION. ALL TRANSVERSE REwroRYNG SHALL BE NORMAL TO THE BOX CL. 801, BOTTOM ED. SPA. = EQUALLY SPACED DEC CONCRETE BOA CULVERT HCL = HORIZONTAL CONTROL LIKE CLR. CLEAR R . RADIUS CONST. Jt. - CONSTRUCTION JOINT I ST. = STREET CONT. - CONTINUOUS FOR. • TYPICAL E F, • EACH FACE STATIONS, ELEVATIONS, AND DIMENSIONS CONTAINED IN THESE PLANS ARE CALCULATED FROM A RECENT FIELD SURVEY. THE CONTRACTOR SHALL VERIFY ALL DEPENDENT DIMENSIONS IN THE FIELD BEFORE ORDERING OR FABRICATING ANY MATERIAL THE INFORMATION SHOWN ON TIIESE PLANS CONCERNING THE TYPE AND LOCATION OF UNDERGROUND UTILITIES IS NOT CUARANTEED TO BE ACCURATE OR AIL INCLUSIVE. THC CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN GET ERMINAIION AS 10 THE TYPE AND LOCATION OF UNDERGROUND UTILITIES AS MAY BE NECESSARY 10 AVOID DAMAGE THERETO. THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER OF COLORADO AT I-NO-922-1987 AT LEAST 3 DAYS (NOT INCLUDING THE DAY OF NOTIFICATION) PRIOR TO ANY EXCAVATION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PREVENTING .NY STORM WATER OR SURFACE RUNOFF FLOWING INTO THE WORK ZONE, 1HRWGH THE EXISTING ARTHUR DITCH OR ROADWRI, PREVENTATIVE MEASURES MAY INCLUDE. BUT NOT LIMITED TO. SANDBAGS, SUMP PUMPS, AND TEMPORARY PIPING. SHLLL NOT BE PAID THE CONTRACIOR SHALL BE RESPONSIBLE FOR THE STABILITY OF EXISTING TREES NEXT TO THE WORK ZONE. PROTECT ALL EXISTING TREES MY PLACE. ME CONTRACTOR SHALL CONTACT THE CITY FORESTER IF TREE ROOTS ARE ENCOUNTERED DURING EXCAVATION, SEE REMOVAL PUN FOR MORE (DETAILS. REMOVAL Or EXISTING MANHOLE IS INCLUDED IN THE COST OF REMOVAL OF PORTIONS Or PRESENT STRUCTURE. SUMMARY OF QUANTITIES NE4 N0. DESCRIPTION UNIT TOTAL 202 REMOVAL OF PORTIONS OF PRESENT STRUCTURE LS I 206 STRUCTURE CXCAVATON CY 826 206 STRUCTURE BACKFILL CLASS I CY 262 206 FILTER MATERIAL CLASS A CY 108 206 FILTER MATERIAL ICLASS p CY 108 601 1 CONCRETE CLASS D BOX CULVERT CY AA. 602 1 REINFORCING STEEL EPDXY COATED LB 68610 604 1 MAAIHOLE RING AND COVER EA 2 [101260 ➢ MSHTO LRFO BRBKE DESIGN SPECIFICATIONS, FIFTH EDITION DESIGN METHOO: LOAD AND RESISTANCE FACTOR DESIGN LIVE LOAD. MSH10 HL-93 ME COLORADO PERMIT VEHICLE DEAD LOAD: VERTICAL EARTH LOAD • 120 LBS/CU. R. HORIZONTAL EARTH LOAD • 55 Les./CU. FT. LNE LOAD SURCHARGE ON EXTERIOR WALLS = A FT, OF EARTH, REINFORCED CONCRETE: CLASS D CONCRETE: 4,500 psi REINFORCING STEEL: ly 60,000 psi INDEX OF DRAWINGS SET BOX CULVERT GENERAL NOTES SO2 BOX CULVERT LAYOUT BIG BOX CULVERT TYPICAL SECTION BCA BOX CULVERT DETAILS (I OF 31 BC BOX CULVERT DETAILS (2 OF 31 Gob BOX CULVERT DETAILS (3 OF 3) Lepene A.e. RTHUR DI H CBC i N T JREPCACEmE 4 4oun Ipin M. u N z3 E. IF 9 IF y I DA, SL VICINITY MAP DESCRIPTION REPLACE 281'-0 f OF EXISTING CDC CARRYING ARTHUR DITCH UNDER LAPORTE AVE AND WHITCOMB S1 WITH I -SPAN 16.2.5 FOOT CONCRETE BOX CULVERT AND 19'-0' CONCRETE TRANSITION SECTIONS (EACH END) CROSS REFERENCE DRMVINC NUMBER DF BIPNK, REFERENCE IS TO SAME SHEET) SECTION OR DETAIL IDENTIFICATION NUMBER UMBER DENOTES KEY NOTE REFERENCE LJ APPROVALS ARTHUR DITCH IRRIGATION COMPANY DATE NAME, TITLE DR MAID IsHyTHREE (3) pL BUSINESS DAYS BEFORE YOU DID CALiBIT mury xpv eAlDx amcw or DUTANp IMxcl .I„I, L— ' I' t. Nis Nome: Dc IO LU.9 E H.YaZ Stole: NON[ VF'i. SCOle:NONE I Q O O O I Sheet Revisions Colorodo Deportment of Tronsportotion Gry of Fort Collins 1 _ ))(')�' I`M S¢wM SV.. /"'`_ ���� Ste-lm-n26 PrAX. 9ND-350-ilea clNa F.n ex+, 291 cm.s. A..... �� - ( I C121-. C. Region 4 LHN ICJD) zxt-66Ds AS Constructed - - BOX CULVERT GENERAL NOTES Project No./Code Dole: comments Inn. No Revision!: BRIT MO55-100 2/15/201] MITI. W( C $l0u Bd6ge Broncn - Unit 0222 PLO Sir, Stiller le Sir, E.. Oly Uv6Dle Rensee: peel 5. Apronom 9ner: Structure FCWHTu-LARI-I .wI plc uow..wu-- /�TKINS a..H. co em3T 4 . 103-m-e22s vui6: Dela ile r: E. $CnO+O Numbs rs 12905 Sneel Numom 16 sn<et $UDse I: Brio 9e Subset $peels: BCt v18C6 W CULVERT (TO BE REMOVED) TYPICAL SECTION L Y.III AMA AI H. SCALE: Y9'-1' 0 PROPOSED CONCRETE E CULVERI CL EXISTING BOX CULVERT CULVERT PROPOSED-1 LIMITS OF STRUCTURES v T\ EXCAVATION /x STRUCTURE BACKFILL (CUSS 1)/ FILTER MATERIAL (CLASS B) FILTER MATERIAL (CUSS A) - EXISTING CONCRETE BOX CULVERT (TO BE REMOVED) EXCAVATION AND BACKFILL LIMITS L KIL AH A N SCALE: E"-I'-O' LEGEND: PORTION OF REMOVAL V h PORTION TO REMAIN. SEE DWG, N0, BC2 FOR ANTICIPATED LIMITS TO REMAIN. L�EEGCC'END: LJJ LIMITS OF STRUCTURE EXCAVATION LIMITS OF STRUCTURE BACKFILL (CLASS 1) LIMITS OF FILTER MATERIAL (CLASS B) LIMITS OF FILTER MATERIAL (CLASS A) NOTES: 1. CONCRETE SHALL BE CUSS D (BOX CULVERT). 2. EXCAVATION FOR REMOVAL OF BOX CULVERT AND SAW CUTTING FOR REMOVAL SHALL BE INCLUDED IN ITEM 202, REMOVAL OF PORTIONS OF PRESE14T STRUCTURE. 3. SUPPORT FOR EXISTING BOY CULVERT WALL 10 REMAIN SHALL NOT BE REMOVED UNTIL BOX CULVERT TOP SLAB HAS REACHED Cc, 4. BOND BREAKER SHALL BE PROVIDED BELOW CONCRETE PAVEMENT, SIDEWALK, CURB h GUTTER, AND DRIVEWAY, BOND BREAY.F.R SHALL BE LIQUID APPLIED MEMBRANE" IT SHALL BE APPROVED BY THE CITY ENGINEER PRIOR TO INSTALLATION, IT SHALL NOT BE PAID FOR SEPARATELY BUT SHALL BE INCLUDED IN ITEM 601, REINFORCED CONCRETE CLASS D (BOY CULVERT). 5. ANY AODHIOHAL EYCAVATON BEYOND THE LIMITS SHOWN SHALL BE FILLED WITH CLASS I BACKFILL MATERIAL. THE ADDITIONAL EXCAVATION AND BACKFILL WILL HOT BE MEASURED AND PAID FOR. Print Dvte: 2 15/12 Sheet Revisions I Colorodo Deportment CllybE As Constructed Project No./Code p File Nome: bcgt03.dwq Dule: Comments Inn. of Tronsportotion Fort Collins BOX CULVERT TYPICAL SECTION t HOriE. $COIL: HONE V¢rl. 5<OIe:NONE Q 2/I S/2012 MUCk E•C / Be00ing UH _ )()�' 1•l0 Sawa Sean /� NO Reri5i0ne: BRO M455-100 GaaYr. Ca. wlelt Stull Bridge BronCri - Unit 0222 RED w..: 9x0-1f0-x12. Designer: S. ebranom Lructure PCwntM—LAPi-1 17905 u', 910-]]0-x19e Cnrryel fw1 cwm Revise0: olci,rar..�� '' zei cw.9• ^• Demileo E. Scno«o Numbe.9 ATKINS'1. ao C= w1<,� r 0....• co .211 Re iOn 4 LHN (9xo1 a1 etas void: Sneer Number 18 N.„.: _� 9 _ S11e¢L $obs¢U Bridge Subset SLt,t,U BC3 o1BC6 A GFNFRAL NOTES I, ALL MATERIAL$, WORKMANSHIP, AND CONSTRUCTION OF PUBLIC IMPROVEMENTS 5MLL MEET OR EXCEED THE STANDARDS AND SPCCIFICATIONS SET FORTH IN THE COOT 2011. LARIMER COUNTY URBAN AREA STREET STANOMOS AND APPLICABLE STATE AND FEDERAL REGULATIONS, WHERE THERE IS CONFLICT BETWEEN THESE PUNS AND THE SPECIFICATIONS, OR ANY APPLICABLE STANDARDS, THE MOST RESTRICTIVE STANDARD SHALL APPLY. ALL WORK SHALL BE INSPECTED MD APPROVED BY THE CITY OF FORT COLLINS. 2. ALL REFERENCES TO ANY PUBLISHED STANDARDS SNALL REFER TO [HE LATEST REVISION Or SAID STANDARD, UNLESS SPECIFICALLY STATED OYHCR'MISE. 3, ALL SANITARY SEWER, STORM SEWER, AND WATER LINE CONSTRUCTION, AS WELL AS POWER AND OTHER "DRYUTILITY INSTALLATIONS, SHALL CONFORM 10 THE CURRENT CITY Or FORT COLLINS STANDARDS AND SPECIFICATIONS. N. THE TYPE. SIZE, LOCATION AND NUMBER OE W1 KNOWN UNDERGROUND UTILITIES ME APPROXIMATE WHEN SHEAR ON THE CRAVINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 10 VERIFY THE EXISTENCE AND LOCATION OF ALL UNDERGROUND UTILITIES ALONG THE ROUTE Or THE WORK BEFORE COMMENCING NEW CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR UNKNOWN UNDERGROUND UTILITIES. 5, THE CONTRACTOR SHALL CONTACT THE UTILITY NOTIFICATION CENTER Or COLORADO (ONCE) AT 811, AT LEAST 3 WORKING DAYS PRIOR TO BEGINNING EXCAVATION OR GRADING, TO HAVE ALL REGISTERED UTILITY LOCATIONS MARKED. OTHER VNIFECISTCFED UTILITY ENTITIES O.E. DITCH / IRRIGATION COMPANY) ARE TO BE LOCATED BY CONTACTING THE RESPECTIVE REPRESENTATIVE. UTILITY SERVICE LATERALS ME ALSO TO BE LOCATED PRIOR t0 BE GIN111NG EXCAVATION OR GRADING. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE RELOCATION OF ALL EXISTING UTILITIES THAT CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOWN ON THESE PUNS. THE CONTRACTOR SMALL BE RESPONSIBLE FOR PROTECTING AL UTILITIES DURING CONSTRUCTION AND FOR COORDINATING WITH THE APPROPRIATE UTILITY COMPANY FOR MY UTILITY CROSSINGS REQUIRED. 2. IF A CONFLICT EXISTS BETWEEN EXISTING AND PROPOSED UTILITIES AND/OR A DESIGN MODIFICATION IS REQUIRED. THE CONTRACTOR SHALL COORDINATE ANN THE ENGINEER TO MODIFY THE DESIGN, DESIGN MOOIFICAYpN(5) MUST BE APPROVED 6Y THE CITY OF FORT COLLINS PRIOR TO OCCINNNNC CONSTRUCTION, 8. THE CONTRACTOR SHALL BE RESPoNSIBLE FOR COOROINATION WITH ALL UTILITY COMPANIES INVOLVED, TO ASSURE THAT THE WORK 15 ACCOMPLISHED IN A TIMELY FASHION MO WRH A MINIMUM DISRUPTION OF SERIICE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONTACTING. IN ADVANCE. ALL PARTIES AFFECTED BY MY DISRUPTION OF ANY UTIUIY SERI AS WELL AS THE UTILITY COMPANIES. 9. NO '.'.ORK LAY COMMENCE WITHIN ANY PUBLIC STORM WATER, SANITARY SEWER OR POTABLE WATER SY51EM UNTIL THE CONTRACTOR NOTIFIES THE UTILITY PRCF4DER. NOTIFICATION SNALL BE A MINIMUM OF 3 WORKING DAYS PRIOR t0 COMMENCEMENT OF MY WORK. AT THE 015CRETgN OF THE WATER UNIIEY PRO'nOER, A PRE -CONSTRUCTION NEET04G MAY BE REQUIRED PRIOR TO COMMENCEMENT OF MY WORK, 10, THE CONTRACTOR SHALL SEQUENCE INSTALLATION OF UTILITIES IN SUCH A MANNER AS TO MINIMIZE POTENTIAL UTILITY CONFLICTS. IN GENERA. STORM SEWER MD SANITARY SEWER SHOULD BE CONSTRUCTED PRIOR TO INSTALLATION OF THE WATER ONES AND DRY UTILITIES. 11. THE MINIMUM COVER OVER WATER LINES 15 1.5 FEET MO THE MAXIMUM COVER IS 5.5 FEET UNLESS OTHERWISE NOTED IN THE PLAYS MO APPROVED BY THE WATER BRIEF, 12, It IS THE CONTRACTORS RESP01:SJBILITY TO ACQUIRE A STATE CONSTRUCTION DEWATERING OR WASTEWATER DISCHARGE PERMIT IN ORDER TO INSTALL UTILITIES GR 'WATER IS DISCHARGED NJTO A STORM SEWER. CHANNEL, IRRICATNJN DITCH OR MY 'WATERS OF THE U141TED STATES IT IS THE CONTRACTORS . THIS COST SHALL BE INCIDENTAL TO THE PROJECT. 13. THE CONTRACTOR SHALE ACQUIRE AND COMPLY WITH ALL TERMS MO CONDITIONS OF THE COLORADO PERMIT FOR STORM WATER OISCHHMGE (CONTACT COLORADO DEPARTMENT OF HEATH, WATER WAITY CONTROL DIVISION, -(303) 692-3590. THE STORM WATER MANAGEMENT PLAN, AND THE EROSION CONTROL PLAN. IA. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSURING THAT NO MUD OR DEBRIS SHALL BE TRACKED ONTO THE EXISTING PUBLIC STREET SYSTEM. MUD AND DEBRIS MUST BE REMOVED WITHIN 24 HOURS BY AN APPROPRIATE MECHANICAL METHOD FE. MACHINE BROOM SWEEP, LIGHT DUTY FRONT -ENO LOADER. ETC.) OR AS APPROVED BY THE CITY OF FORT COLLINS STREET INSPECTOR. AFTER 24 HOURS THE CITY WILL CLEAN THE STREET AND CHARGE THE CONTRACTOR FOR THE WORK, 15. VALVE BOXES AND MANHOLES ME TO BE BROUGHT UP TO CREAE AT THE TIME OF PAVEMENT PLACEMENT OR OVERLAY, VALVE BOX ADJUSTING RINGS ARE NOT ALLOWED. 16. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY PERMITS FOR ALL APPLICABLE AGENCIES PRIOR TO COMMENCEMENT OF CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE CITY OF FORT COLLINS ENGINEERING INSPECTOR (FORT COLLINS - 221-6605) AND THE CITY OF FORT COLLINS EROSION CONTROL INSPECTOR (FORT COLLINS - 221-6)00) AT LEAST 2 WORKING DAYS PRIOR TO THE START OF ANY EARTH DISTURBING ACTIVITY, OR CONSTRUCTION ON ANY AMID ALL PUBLIC IMPROVEMENTS, 12. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTON, THE CONTRACTOR SHALL CONTACT THE CITY OF FOOT COLLINS FORESTER 10 SCHEDULE A SITE INSPECTION FOR MY TREE REMOVAL. 18. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ASPECTS OF SAFETY INCLUDING. BUT NOT LIMITED TO. EXCAVATION, TRENCHING, SHORING, PRATE CONTROL, MO SECURITY. REFER TO OSHA PUBLICATION 2226, EXCAVATING AND TRENCHING, 19. THE CONTRACTOR STAL SUBMIT A CONSTRUCTION TRAFFIC CONTROL PAIN, N ACCORDANCE WITH MUTCO, TO THE CITY OF FORT COLLINS, FOR APPROVAL, PRIOR TO MY CONSTRUCTION ACTIVITIES WITHIN, OR AFFECTING THE RIGHT-OF-WAY, THE CONTRACTOR SNALL BE RESPONSIBLE FOR PROVIDING MY AND ALL TRAFFIC CONTROL DEVICES AS MAY BE REQUIRED BY THE CONSTRUCTION ACTIVITIES. 20. PRIOR TO THE COMMENCEMENT OF MY CONSTRUCTION THAT WILL AFFECT TRAFFIC SIGNS OF MY TYPE. THE CONTRACTOR SHALL CONTACT THE CITY Or FORT COLLINS TRAFFIC OPERATIONS DEPARTMENT. rvNO WILL TEMPORARILY REMOVE OR RELOCATE THE SIGN AT NO COST TO THE CONTRACTOR; HOWEVER. IF THE CONTRACTOR MOVES THE TRAFFIC SIGN THEN THE CONTRACT0R WILL BE CHARGED FOR THE TABOR. MATERIALS AND EQUIPMENT TO REINSTALL THE SIC. AS NEEDED, 21. THERE SHALL BE NO SITE CONSTRUCTION ACTIVITIES ON SATURDAYS, SUNDAYS OR HWDAYS, UNLESS THERE IS PRIOR WRITTEN APPROVAL BY THE CITY OF FORT COLLINS ENGINEER, A WRITTEN REQUEST IS REQUIRED BY WEDNESDAY OF THE SAME WORK WEEK. 22, THE CONTRACTOR IS RESPONSIBLE FOR PROVIDING ALL LIBOR AND MATERIALS NECESSARY FOR THE COMPLETION OF THE INTENDED IMPROVEMENTS, SHOWN ON THESE DRAWINGS, OR DESIGNATED TO BE PROVIDED, INSTALLED. OR CONSTRUCTED, UNLESS SPECIFICALLY NOTED OTHERWISE. 23. DIMENSIONS FOR LAYOUT AND CONSTRUCTION ME NOT TO BF SCALED FROM MY ORAMNC, IF PERTINENT DIMENSIONS ME NOT SHOWN, CONTACT THE DESIGN ENGINEER FOR CLARIFICATION. AND ANNOTATE THE DIMENSIONS ON THE AS -BUILT RECORD ORAW,NGS, 24. THE CONTRACTOR SHALL HAVE. ONDRE AT ALL TIMES, ONE (1) SIGNED COPY OF THE APPROVED PAWS, ONE (1) COPY OF THE APPROPRIATE SEMINARIES AND SPECIFICATIONS, AND A COPY OF MY PERMITS AND EXTENSION AGREEMENTS NEEDED FOR THE JOB. 25. IF, WRING THE CONSTRUCTION PROCESS, CONDITIONS ME ENCOUNTERED nHICH COULD INDICATE A SITUATION THAT IS NOT IDENTIFIED IN THE PUNS OR SPECIFICATIONS, THE CONTRACTOR SHALL CONTACT THE CITY BE FOOT COLLINS ENGINEER IMMEDIATELY. 26, THE CONTRACTOR SHALL BE RESPONSIBLE FOR RECORDING AS -BUILT INFORMATION ON A SET OF RECORD DRAWINGS KEPT ON THE CONSTRUCTION DIE. AND AVAILABLE TO THE CITY OF FORT COLUM S INSPECTOR At ALL TIMES. UPON COMPLETION OF THE WORK, THE CONTRACTBR(S) SHALL SUBMIT RECORD DRAWINGS t0 THE CITY OF FORT COLONS ENGINEER. 22. THE LOCATION AND DESCRIPTION OF THE NEAREST SURVEY BENCHMARKS FOR THE PROJECT AS WELL AS THE BASIS OF BEARINGS ME AS FOLLOWS'. BENCHMARKS - LOCAL ENTITY SURVEY 2e SURVEY STAKING FOR THE PROJECT WILL BE COMPLETED BY THE CITY OF FORT COLLINS. 29. ALL STATIONING IS BASED ON CENTERLINE OF ROADWAYS UNLESS OTHERWISE NOTED, 30. EXISTING CURB, GUTTER AND SIDEWALK. AS WELL AS EXISTING FENCES. TREES, STREETS. LANDSCMING. STRUCTURES, .0 IMPROVEMENTS DESTROYED. DAMAGED OR REMOVED DUE TO CONSTRUCTION OF THIS PROJECT, SHALL BE REPLACED OR RESTORED IN LIKE KIND AT THE CONTRACTOR'S EXPENSE. UNLESS OTHERWISE INDICATED ON THESE PAINS, PRIOR TO THE ACCEPTANCE OF COMPLETED IMPROVEMENTS. 31. WHEN AN EASING ASPHALT STREET MUST BE CUT, THE STREET MUST BE RESTORED ID A CONDITION EQUAL TO OR BETTER THAN ITS ORIGINAL CONDITION. THE EXISTING STREET CONDITION SHALL BE DOCUMENTED BY THE CITY OF FORT COLLINS CONSTRUCTION INSPECTOR BEFORE ANY CUTS ME MADE. PATCHING SHALL BE DONE IN ACCORDANCE WITH THE CITY OF FORT COLLINS STREET REPWR STANDARDS. THE FINISHED PATCH SHALL BLEND IN SMOOTHLY INTO THE CASING SURFACE. ALL LARGE PATCHES SMALL BE PAVED WITH AN ASPHALT LAY -DOWN MACHINE. IN STREETS WHERE MORE rHAN ONE CUT IS MADE, AN OVERLAY OF THE ENTIRE STREET WIDTH. INCLUDING THE PATCHED AREA, MAY BE REQUIRED. THE DETERMINATION OF NEED FOR A COMPLETE OVERLAY SH4L BE MADE BY THE CITY OF FORT COLLINS ENGINEER Al THE CITY or FORT COLLINS INSPECTOR At THE TIME THE CUTS ARE MADE. 32. UPON GOMPLE110N OF CONSTRUCTON, THE SITE SHALL BE CLEANED MO RESTORED TO A CONDEION EQUAL TO, OR BETTER rHM, THAI WHICH EXISTED BEFORE CONSTRUCTION, OR t0 THE GRADES AND CONDITION AS REWIRED BY THESE PLANS. 33. A PAVEMENT MIX DESIGN. SIGNED ANO STAMPED BY A COLORADO UCENSED ENGINEER MUST BE SUBMITTED TO THE CITY OF FORT COLUNS ENGINEER FOR APPROVAL, PRIOR TO PLACEMENT OF MY ASPHALT. 34. WHERE PROPOSED PAVING ADJOINS EXISTING ASPHALT, THE EXISTING ASPHALT SHALL BE SAW CUT, A MINIMUM DISTANCE OF 12 INCHES FROM THE EXISTING EDGE. 10 CREATE A CLEAN CONSTRUCTION JOINT THE CD.TRACEOR SHALL BE REWIRED TO REMOVE EMOTING PAVEMENT 10 A DISTANCE MERE A CLEM CONSTRUCTION JOINT CAN BE MADE. WHEEL CUTS SHALL NOT BE ALLOWED, SAWCUTTIHG SHALL BE INCIDENTAL TO THE WORK AND NO SEPARATE PAYMENT WILL BE XI 35. THE TYPE OF COMPACIO. FOR THIS PROJECT SHALL BE AWSHT0 E-99 OR T-180. 36, ALL COLORED CONCRETE SHALL BE AN INTEGRAL COCOR (NOT SNAKE OH), EXISTING SYMBOLS LEGEND TELEVISION LINE SANITARY SEWER LINE TELEPHONE TUNE FIBER OPTIC LINE WATER LINE GAS LINE ELECTRIC LINE FENCE LINE RAILROAD CITY OF FORT COLLINS TRAVERSE CONTROL POINT ELECTRIC VAULT: TRAFFIC ELECTRIC VAULE ELECTRIC PULL BOX ELECTRIC: TRAFFIC CONTROL CABINET TRAFFIC SIGNAL W/MAST ARM GAS VALVE WATER VALVE TV VAULT OR PEDESTAL TELEPHONE PEDESTAL FIBER OPTIC VAULT STORM MANHOLE WATER WMHOLE ELECTRIC MANHOLE TELEPHONE MANHOLE STORM INLET WITH GRAZE TYPE R INLET SIGN RAILROAD SIGNAL IRRIGATION CONTROL VALVE DELINEATOR HYDRANT PEDESTAL POLE POWER POLE A O W "I'll U." 2 09/12 V File Nome'. RdC¢neNaINotesOl.un 1 O O O 1 Sheet Revisions i Co, HF n. ortment of TransportationGrt FortCollins I . 1.]0 SNVu•.a 51r..I /-"\ �� `. M' C* ____ P....; 9)0-]511-31}6 CA, e1 F.,1 CTILn FAX 9)0-J50-3190 ate. + 6i N OM, A..... 9 roil lCall•.n.eW] Re ton 4 LHN (9ro 221- A5 Constructed GENERAL NOTES Project No./Code Dole: Comments mu.IQ 9 _ HoriE. $cal¢: Vert. scale. Na Revi si0ns'. 8R0 M455-100 2 9/2012 In le rat Conu ete Color TAN IYA, TO MIX-1. Revised: De ]ig Her: LLM "tr Jet re 12905 ATKINS s IH ) AP S C^.e., CO INI'l J5 •:Jm-221- Vaid'. Oe toiler: LLM NMYnBers 511ee1 Number 26 $Heel Subset: CENNDTES Su0se1 Sheets: I DI I No. SHIELDS ST. GRADE PROFILE MATCH EwSRNG MATCH EXISTING SHIELDS STREET TYPICAL SECTION STA 12+10.00 TO STA 12+47.60 STA 13+31.43 TO STA 13+70.00 TRANSITION WHEN THERE IS NO SIDEWALK AT BACK OF CURB OR WHEN SIDEWALK IS SET BACK FROM CURB / B4CK OF DRIVEWAY TO /MATCH EXISTING GROUND SURVEY POINT LOCATED ALONG THE AT THE CENTER OF THE DRIVEWAY CURB CUT FOR DRIVEWAYS (WITHOUT ATTACHED SIDEWALK) ALL WORK TO COMPLETE THE CURB CUT FOR DRIVEWAYS SHALL BE NCLUOED IN THE COST OF THE CURB AND GUTTER TYPE 116 — b HMA 13- ABC (CLASS 5) TYPICAL SECTION NOTES O VERTICAL ALIGNMENT POINTS. 2- HMA GRADING S (100) PG (64-28) EMULSIFIED ASPHALT (TACK COAT) (NO PAY) 2- LIMA GRADING SG (100) PG (58-28) EMULSIFIED ASPHALT 2- HMA GRADING SG (100) PG (58-28) (TACK COAT) (NO PAY) 4 p p o pp p O Opp e.°p 4 ppaapp°p°eppp ppnaepee°° aoO° IS" ABC (cross 5)poauoop°paoaaap o°° o o °o p poop.°ppp p p. ap. ASPHALT PAVEMENT DETAIL s •^ ��•_: oy I. �neeE Kevlslons uolor000 ueporiment Cny of As Constructed Project No./Code rile NNrne: 9diyp'moISeU01.d.q Dote. Cornrnents Inn. of Tronsportotion Fort Collins ROADWAY TYPICAL SECTION t H.6, Scale: Vert scok: O 2/B/2012 Curb Shape UK )T)% u]p s.ao.a sl�.p /"�f� No Revisions: BRO M455-100 Oriv WOY Survey Point —_ ^y �•��� ]d-xso-]I]s vrui�s>a-xw-x ss cA.XeI I c^i.. xsi ra ..^ Fll 0o." Revised: Designer LLM Deldaer: LLM Structure Numpe,s 1]905 IL i /\TKIN$ ovL ,. �e emn S lox-xn-1211 O Reglon 4 LHN tvxol xxI-ew> void: sheet suosec r ypcol Subset Sneers: 1 0l 1 Sheet Number 28 SUMMARY OF APPROXIMATE QUANTITIES 810 NO. CONTRACT ITEM NO. CONTRACT ITEM UNIT ROADWAY BRIDGE TOTALS PLAN jAs CONST. PLAN AS CONST. PLAN AS CONST 1 201 ODU0U CLEARING AND GRUBBING (SHIELDS BRIDGE) LS 1 1 2 202-00010 REMOVAL OF TREE EA 5 5 3 202-00200 REMOVAL OF SIDEWALK SY 229 229 4 202 00203 REMOVAL OF CURB Y GUTTER LF 320 320 5 20200220 REMOVAL OF ASPHALT MAT SY 1,109 1, 169 6 202-00240 REMOVAL OF ASPHALT MAT (PLANWG)(1"-4"DEPTH) SY 288 288 ] 2U2-00250 REMOVALOF PAVEMENTMARKING LS 1 1 8 2U2-UO400 REMOVAL OF BRIDGE LS 1 1 9 203-00000 UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE) CY 180 180 IU 203-Gal UO MUCK EXCAVATION CY 100 100 r1 203-01597 POTHOLING (SHIELDS BRIDGE) LS 1 1 IL 206-00000 STRUCTURE EXCAVATION CV 1 1,502 1,502 13 206-UH00 STRUC TURE BACKFILL(CLASS I) CV 1,450 1,45U 14 2UG-UO20O STRUCTURE BACKFILL (CLASS 2) CV 58 58 IS 206-00520 FILTER MATERIAL (CLASS 8) CV 200 200 16 206-01750 SHORING (AREA 1) LS 1 t 17 20G-0175U SHORING (AREA 2) LS 1 1 18 20800002 EROSION LOG(12 INCH) LF 675 675 19 20800034 GRAVEL BAG LF 2 20 20 208-00045 CONCRETE WASHOUT STRUCTURE EA 2 2 21 208-00070 VEHICLE TRACKING PAD EA 4 4 _ 22 208 00205 EROSION CONTROL SUPERVISOR(SHIELDS STREET) LS 1 1 23 212-00006 SEEDING INA LIVE) ACRE 0.5 0.5 24 '212-00032 SOIL CONDITIONING ACRE U.5 0.5 25 212-00100 TREE RETENTION AND PRO MOTION BRIDGE) LS 1 1 26 213-00002 MULCHING (WEED FREE HAY) ACRE 0.5 0.5 27 214-00230 DECIDUOUS TREE (31NCH CALIPER) EA 9 9 28 304-05000 AGGREGATE BASE COURSE (CLASS 5) TON 390 390 29 403-32821 HOT MIXASPHALT(GRADING SG)(JOG)(PC 58-28)(TEMPORARY PAVEMENT) TON 95 95 30 403-32821 HOT MIXASPHALT(LEADING SO) (100)(PG 58-28) TON 119 119 31 403-33851 HOT MIXASPHALT(GRADING S)(OOT GPG 64-28) TON 60 60 32 42MO112 GEOTEXRLE(DRAINAGE)(CLASS 1) SY 264 264 33 420-00133 GEOTE KNIT (SEPARATOR) (CLASS 2) Sy 150 150 34 502-UU460 PILE TIP EA 22 22 35 502-11274 STEEL PILING (HP 12X14) LF 803 803 36 506-00218 RIPRAP (18 INCH) CY 240 240 37 506-01020 GEOGRID REINFORCEMENT SY 550 550 38 514-00200 PEDESTRIAN RAILING (STEEL) (SPECIAL) LF 139 139 39 515-00400 CONCRETE SEALER SY 301 301 4U 601-03020 CONCRETE GLASS D(MISCELLANEOUS)(COLORED) TYPE 1 CY 69 69 41 601-03020 CONCRETE CLASS D (MISCELLANEOUS) (COLORED) NPE 2 CY 65 65 42 601-03040 CONCRETE CLASS D (BRIDGE) CY 378 378 43 601-05540 CONCRETE CLASS HT (DECK TOPPING) CY 36 36 44 601-40300 STRUCII-I CONCRETE COATING SY 280 280 45 602-000OU REINFORCING STEEL LB 65,546 65.546 Pral Dole: 2 15 12 O O Sheet Revisions Colorado Deportment Cayo( of Transportation Fort/s --- JUT' �.xo s«am se.n o z'„ rwa [M' p10-15p-319B ,� a c.........v A Cou:.c.605 Re iOn 4 LHN 19,0) m-seas As Constructed SUMMARY OF APPROXIMATE QUANTITIES Project No./Code F,Ie Nor11e: RdSA001.d. 9 Hume. stole: Vert. stole: Dme. commems mn, No Re,lsione: BRO M455-100 2/13/201z 01ys Re.lsea lAK p� BeWe.eu Re.isetl: Designer'. LLM Strut lure 17905 'do ATKINS r"., oo eJ,' , Void : Deloiler: LLM Numoer9 2 Sneer Numeer 30 Sneet SuaseC SOAO 5uoser Sneers: 1 01 ` t pY d f z e �^ Print Dote: 2 1s 12 O O O O Sheet Revisions Colorado Deportment ary of of Tronsporlalion Fort Collins n12o 5«am stv..l /OT P..". ca. n." �� era->so-zrzs PfM: 420-150-3 90 2d11vHaicgyi cmM• ��• �Z ran C.."In. C. Re ion 4 LHN ten) 221-sws 9 As Constructed SUMMARY OF APPROXIMATE QUANTITIES Project No./Code g Fue Nome: ROSA002.Oxg P Ron, Scone: Vert. Scone: Dote: Commems met, No ftev�s�ans: BRO M455-100 2/15/2012 Olys UpOotetl lAK F .fim 0w BaWe.oN 2 Rev see'. peslgne[ LLM Structure 1]905 ATKINS u . eco 221- wr2v ays Vole: Deldler: LLM Num6os 2 s6ee1 Number 31 sneer Suosel: soAO Subset Sneels: 2 el SUMMARY OF APPROXIMATE QUANTITIES BID COMPACT ROADWAY BRIDGE TOTALS NO. ITEM NO. CONTRACT ITEM UNIT PLAN AS CONST. PLAN AS LONST. PLAN AS CONST 46 60't-OU020 REINFORCING STEEL IEPGxY COATED) LB 9,328 9,32E 47 GU2-VUOGO REINFORCING STEEL SPLICE EA 138 138 48 606-30010 DECORATIVE COLUMN TYPE I EA G G 49 GU6-3UU'20 DEC0RA III COLUMN TVPE'2 EA q q 50 GOb-00006 CONCRETE SIDEWALK (6 INCH) SY 92 92 51 609-21020 CURB AND GUTTER TYPE 2 (SECTION IIB) LF 150 150 52 609-71000 CURB (SPECIAL) LF 167 167 53 G13-0U300 31NCH ELECTRICAL CONDUIT LF 743 743 54 Gtg-0OUOU PRESTRESSING STEEL BAR Lp 2,397 2,397 w 618-OG036 PRES TRESSED CONCRETE SLAB (DEPTH GREATER THAN 13 INCHES) SF 4,254 4,254 66 620-00020 SANfFAHY FACILITY EA I t 57 626-OU000 MO81LIL1TgN - L$ I I SB 62]-0OUII PAVEMENT MARKING PAINT (WATERBORNE) GAL g g 59 630-00000 CONSTRUCTION Z0NE TRAFFIC CONTROL jSHIELDS BRIDGE) LS 1 t L'0 6:50-00000 FLAGGING HE 1,600 1,600 61 630-0000] TRAFFIC CONTROL INSPECTION DAY 75 75 62 630-00012 TRAFFIC CONTROL MANAGEMENT DAY 200 200 63 630-80359 PORTABLE MESSAGE SIGN PANEL DAY 10 t0 64 63085006 IMPACT ATTENUATOR (SAND FILLED PLASTIC BARREL) (TEMPORARY) EA 15 15 65 ]00-00010 F/A MINOR CONTRACT REVISIONS FA 0.5 0.5 EG ]U0]OUn F/A PARTNERING FA 0.5 0.5 G] ]00]0016 FA FUEL COSTADJUSTMENT FA 0.5 0.5 68 ]00-]OO18 F/A ROADWAY SMOOTHNESS INCENTIVE FA 0.5 0.5 69 700-70019 F/A ASPHALT CEMENT COSTADJUSTMENT FA 0.5 0.5 ]U ]00-0UU23 F/A ON=I'HE-JOB TRAINEE FA 0.5 0.5 ]I ]00-]0380 F/A EROSION CONTROL FA 0.5 0.5 ItREMOVAL I EGENO I Or ASProT MAT PROPERTY LINE / DITCH EASEMENT LINES OF LARIMER TELEPHONE LINES F!.•TI COUNTY CANAL N0. 2 TO BE RELOCATED BY OTHERSM (E�" REMOVAL Or SIOEr:u I IRRIGATION LINES TO BE RELOCATED BY OTHERS flCMQVAL Or CURB k CUTTER E%ISTING 1V LINE (COMCAST) 1 J REMOVAL OF EXISTING CONCRETE GRADE SUB (INCLUDED IN REMOVAL OF BRIDGE) DITCH NORTHE OF I EASEMENT LI I PROTECT IN PLACE (LOCATED ABOVE EXISTING STRUCTURE) I NEW MERCER CANAL 1 STA 12+20.59. 41 48Li PROTECT TREE IN PUCE I STA 12a 10.00, 35.2I' LT Of BEGIN REMOVAL OF CURB O & GUTTER u STA , Li w REMOVAL OF SIDEWALK BEGIN REMOVAL OF SIDEWALK ----I-- 1 -I ' -- -- n STA 12+10.00 BEGIN REMOVAL OF ASPHALT_C�-.7;<i SHIELDS STREET (SOUTHBOUND) \ , SHIELDS STREET (NORTHBOUND) REMOVAL OF EXISTING .�_.._ SLAB INCLUDED IN THE VAL OF ING STRUCTURE L STA 12193,08. 39.90' Li REMOVAL OF TREE (1) 20 10 0 20 O PROTECT EXISTING UTILITIES - - 1'.40' — STA 13a30.97. 55.92' Li END REMOVAL OF SIDEWALK STA 13+22.36. 45.23' LT A d t ' CALL 3-Imsw[ss DAs w MA-11 REMOVAL OF TREE (1) j} , ¢Era4E .00 ac. CaAX. a [•CAVAIE FOR 1n( MAPMwC er VNVEflGfl WxO PROTECT EXISTING UTILITIES a[MeE¢ wmlas CAS LINE TO BE LOCATED KIWW whaM1 Celow. SEE NOTE a CBll bnlaeyuM811y ELECTRIC LINE TO BE RELOCATED BY OTHERS STA 13+10.00, 35.42' LT END REMOVAL OF CURB 10' UTILITY & CUTTER EXISTING ROW EASEMENT r __ STA 2 ND REMOVAL OFEASPHALT 14+00 15+00 1R+p0_ STA 13a821,RT END REMOVAL OFF SIDEWALK SIDEWAA LK 30- WATER LINE t--f- " "'• - - TO BE LOCATED EXISTING ROw - E9 _ SEE NOTE 2- STA 12+09,95. 35.51' RT __ STA 13+70.00. 35,51' RT NOT ALL UTILITIES IN PROJECT AREA COULD NOT BE LOCATED BEGIN REMOVAL OF CURB & GUTTER CUTTER Y —( 1 - _ _ END REMOVAL OF CURB _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - - & DURING POTHOLING. CONTRACTOR RESPONSIBLE FOR LOCATING I e O - ' AND PROTECTING ALL UTILITIES DURING CONSTRUCTION. STA 12+41.67. 42.05' RT zN_ 20' UTILITY - n _ ELECTRIC LINE TO BE 2. CONTRACTOR IS RESPONSIBLE FOR LOCATING AND EXPOSING BEGIN REMOVAL OF SIDEWALK ''I�om alum �(I) -\RELOCATED BY OTHERS EASEMENT 30" WATER LINE ON EAST SIDE OF STRUCTURE BEFORE BEGINNING DRIVING PILES. CONTRACTOR MUST ALSO w m E - f_ EXISTING TV LINE (COMCaSi)'-- COORDINATE WITH THE CITY OF FORT COLLINS WATER Who MAY u n m v. x PROTECT IN PLACE SUPPLY AND INSTALL A 36" SLEEVE NEXT TO THE WATER LINE. .UL i w1 w o _\ PLACEMENT OF SLEEVE TO BE COMPLETED BY CITY OF FORT _ _ j COLLINS WATER. u 11 STA I3,25.00, 53.00' RT 3. CONTRACTOR TO SUPPLY AND INSTALL 4-3" CONDUITS IN STA 12+23. 10, 50.00' RT a z w s \p REMOVAL OF TREE DITCH EASEMENiJ THE PROPOSED SIDEWALK ON THE STRUCTURE. CONTRACTOR REMOVAL OF TREE (I) _ _ \� \ LINES OF _ARIMEEASEMENT R i MUST COORDINATE WITH THE CITY OF FORT COLLINS LIGHT & \ ACCESS LIMIT \' POWER WHO WILL INSTALL ANCOUNTY CANAL N0. 2D SUPPLY ADDITIONAL CONDUIT \ PROPERTY LINE\ (2-5 1-4',AND 1-3" CONDUIT). STA I +80.00, 58.00; RT NORTH ONCH EASEMENT PROTE'i TREES IN PLACE12.96.50, STA 5t00'_Ri 4. CONTRACTOR IS RESPONSIBLE FOR LOCATING CAS LINE BEFORE BEGINNING DRIVING LINE OF NEW MERCER CAN REMOVAL OF TREE (1)-�-----___DRIVING PILES. RELOCATION (BY OTHERS) PROPERTY LINE \ (GREATER THAN 35 INCHES MAYBE REQUIRED. ` _ \ ) 5. ALL TREE REMOVALS WILL NEED i0 BE COMPLETED BY A Prim Date: 2 15/12 Sheet Revisions COlorodo Deportment File Name: RemDlnO l.Ow Clry Gi As Constructed Project No./Cotle Date: Comment: loft, of TFOnSportOlion Fort Collins REMOVALS & UTILITIES PLAN I HDIi2. Scale: V-60' Verl. Scale: O 2/15/2012 AOOeO Lree Removal LAK _ )I)'/' 1.9D sCma $1r••1 /`� NO Revisions: 9RO M455-100 C G•eN., Co. tleb)� etc ebw..e.a O '�� - 9J0-]5a419tl Gbx✓ m� cwm R<dsee: Designer. LLM trucm.e 17905 ' nTK�Ns swt. m O mcc.!s,c✓acc zmF cm9• •.•^✓. Detaile.: LLM Numoers 0.n..r, CO ua3]] w� awl�nx, Co. hnn.: ]D]_111_iily O Region 4 LHN 010) ]]�-bb% VOiO: $)1¢¢l SuDS¢I: REMOVAL $u05¢I $II¢¢(9: 1 al 1 Sheet Numher 32 3. Sheet 32 calls for removal of tree (1) greater than 35 inches. This is actually a grouping of trees. Limits of removal to be defined in the field by the City representative. See attached photos for clarification. 4. Per City Traffic, Variable Message Boards (VMBs) will be needed for advanced warning devices prior to the construction of both structures. The City anticipates two VMBs will be needed at each structure, five days in advance of the construction start date. The VMBs needed for the advanced warning are considered construction zone traffic control and are to be included in the lump sum line items: • Construction Zone Traffic Control (Arthur's Ditch) • Construction Zone Traffic Control (Shield Bridge) The City may request the Contractor place VMB's around the work zone to notify the public of upcoming events. This is not considered part of the necessary traffic control to provide a safe work zone. If the City requests VMB's be placed for events, the use of the VMB's will be paid for under the following line item: • Portable Message Sign Panel 5. Are there any color requirements for the riprap? Yes. No pink or other shades of red can be used for the rip rap. 6. What type of material is suitable for the bond breaker for the box culvert? Note 4 on plan sheet 18 calls for a liquid applied membrane. Bond breaker shall be bituminous based, liquid waterproofing. The Contractor shall submit material specifications and receive product approval on the liquid applied membrane prior to use. 7. How will the sub -grade reconditioning under the concrete paving be paid? The sub -grade reconditioning under the concrete paving at the STA 12+}2.31, 35.25' LT i STA 12+24.54, 54.50' LT END T SIDEWALK STA 13,18.29. 35.30' Li END CURB & CUTTER TYPE IIB I 1 BEGIN CURB & CUTTER TYPE 118 (TIE INTO BRIOCE CURB STA 13+30,97. 55.92' LT U END 7' SIDEWALK II (TIE INTO BRIDGE CURB) STA 12+10.00, 35.21' LT (MATCH EXISTING) STA IS*3).Oa, 34 ]5' LT BEGIN CURB & GUTTER I3r10.52, 54.50'•LT +CURB CUT 20 I° 0 20 40 ] TYPE IIB (MATCH EXISTING) ($TA O I I 'BEGIN 7' SIDEWALK y STA 13.70.00, 35.47' LT p 0 _ _ U _y— _END CURB & CUTTER TYPE IIB_ _} STA z 1 45.9}' Li CIN WALK (, — IN Q ]' SIDEWALK (MATCH Ex15nNC) - I R-45' � p, (MATCH ExI$iING) --- � 10' UnLNY `T _ ri STA 13t32.50ASPHALT I O + :: _ Lam_ L BEGIN ASPHALT `Exl$iIrIG RDW \' EASEMENT / _ PAVING STA 12r 10.00 BEGIN m �� y _4(,� C \ -L _`.-Q 1 �"�D ASPHALT PAVING. O �\j,-�-- O (MATCH EXISTING 9- WHITE SKIP �_ A - - - '•"c a- WHITE SOLD 4" DOUBLE YELLOW SOLID \•\ \ \\ - \ \ \ SHIELDS ST (SORTHBOUND) — A 'v Av STA t3+J1.00 END $ift1P1NG —13+00 1 N 00'33'13" \r\ �\ — N 14001" W w STA 12 r09.0 BEGIN STRIPING-� \ 9 '. 109.58'--zagrl"AIJIN 1\ 1.1.+00 �- N 02'1554' h\ ... .._. —t0+00- �$TA 1}+70.00 END ALIGNMENT N 0133'19' W 239.22' �' TA 16.00 138.08 4" 000OLC YELLOW SOLIDS \ \\ \ END ASPHALT PAVING (MATCH EXISTING)_ - - -N 120430,07 - 4" WHILE SKIP_- \ \•- \ STA 13 r 70.00, 35.51' RT E 189461.71 SHIELDS ST (NORTHBOUND) ( - \ \\ ,',' END CURB & GUTTER TYPE JIB (MATCH EX I STING) - - - _ - - 4" WHITE SOLID R-40' n n n w BEGIN ALIGNMENT "-- ------—✓—+�-tl�-� - - - - ; —a \- '�"'-; STA 13+82.21, 43.J]' RT ,. S A-tU+UU A3 m10U. ---- _ v " _ END 7' SIDEWALK $TA 12*10.00. 3551' RT --- _-- -- [--r [- -�- _,. �'�"�`-F'- --- - A'•� - - —(MATCH E%I$iING) - - T - - - E 189479.20 BEGIN CURB & CUTTER U ttPE 11B 1M Tf F �I - SY STA ASPHA T ]' STA 11 PT .004 46 CUR \\ END ASPHALT PAVIN gyp 3500' Ri CURB CUT ttP ' a' STA 12,41.66. RT EXISTING flOv� BEGIN ]' SIDEWALK (MATCH E%6TINC) J��'�i" STA 13+46.82, 35.50' RT 20UTllltt LK ( `-.- BEOIN CURB & CUTTER TYPE US EASEMENT ' PROPOSED-' / l� "--,(NNE INTO BRIDGE CURB) SG 12.60.85, 35.50' RT END CURB & '. .( STRUCTURE , CUTTER TYPE 118 (TIE INTO BRIOCE CURB) •., _,_,-- SEE STRUCTURE \. STA 12r64'47. 44.50' RT END 7' SIDEWALK SHEETS STA 13.50.45, 44.50' RT BEGIN T SIDEWALK NOTES:_ UTILITIES IN PROJECT AREA COULD NOI _ RELOCATED I )ALL POTHOTECTI COIjINES-DURING PONSIBLE _ C FORCTIO __AN) AND P G- PROTECTING ALL UTILITIES-DURING-CONSTRVCTION: -- - .--- N w—z � 2--CONTRACTOR_L_RESPONSISLE_.OR_LOCATINQ_AtID_UPOSING_ r i i-Sa wm -- 10j-wATER_UNE-ON-EASTI-SIDE-OE_STRUCTURE-BEFORE---- ----------- -. - --� -BEGINNING_DRIVING_PILE$f._CONTRACTOR_MUST_RLSO ..___-.__- -_.-._.--_ -_-fl_o._--_-_-- _-._.__-____ COj1R01NAIA -WITH THE_CI)f_ OF- 5050 a `^ N_--__ d.rn _-_-_.--_SUPPLY_u40..1N$TALLA_}G-SLEEVE_NE%Li0_it♦E_WgTER_UNE.__.__ a-- P_ F1dENLDLSLEEVE_T LEEVE-_COLUNS EXT-TO_iPE-WATER-UMY_ 5050 _ <-x—aN o COLLINS_WATER. _BE_CDMPLETEO_BT_Cf1LOF_EOBi --------- __ __.-9 r-x_____ ._ -CONTRACTOR-TO ---- 3- SUPj.LY-AND INSTALL 4-3" -THE -STRUCTURE.- CONDUITS"IN-'-- 'Ca - - w m �_ 4:p2x iYs �'✓d a_u rn Z n �'^y COORDINATE WITH q-mD WHO -WILL -1-3 I a OND I } ON TY OF FOR -COLIDITIOt AND -SUPPLY AODIi10t{AL ONOU i N TRACTOR-- L- ONDUIT ---- - CONDUIT - 0. MUST -POWER 1 CA$ LINE. CON DNTRgGTDR IS RESPONSIBLE. _ FOR, LOCHTIN GROVrvp R r BEFORE BEGINNING DRIVII)G PILES. . _ _ _ _ - .EXISTING. ,.1 -s _Z _ _„ ,z > - - __ _ ALLTREE—REMOVAL L NEED PLEifD'B_T A 5040 -. EXISTINGTELEPHONE LNE 7" CE TI IED ARBORIST7- i AN51 tOILS GROM t8ttPE2-SECTION. _0__BE_.._CO CUU )_(SPECIAL)--WIIL-BE-PAID-FOR.AS. -- -. - -- C IIO TO i E ­ iING - SE STRUCTURE PLANS POSED -GROUND — 503U -EXISTING-ELECTRIC-LINE - ------_—__`---_ 5030 LINE ___ EXISTING TV 11+00 12+00 13+00 14+00 15+00 Prim Date: 2 1s 12 O O O Sheet Revisions Colorado Department Chyof am of Tronsporlolion Fort r�FS C )( ]u.ey cu. may .--__•' za->so-zlzs cn, aI rat came �lxrra��� A.: sro-1s<-z sn ze1 . C=ew• A.„,,. FM en4... Cu 1 6600 Region 4 LHN (v>o ni- As Constructed PLAN AND PROFILE SIGNING AND STRIPING Project No./Code FIIe Name: ROpP01,J.9 Holz. Sc.Ie: Vert. Sc°Ie: Dole: Cut Snit. N° Revisions: BRO Ma55-I00 2/15/20R Cum Cot Locations lAK ' Curo Transition Not< Revised: Designer: LLM Structure I]905 De1°filer: eee Numb rs ATKIN$ a....., po e°vs Yeuu _xz1-nzs Voi4' Sleet Number 33 Sheet Subseh P&P Sublet Sleets: 1 0l 1 GENERAL NOTES ALL WORK SHALL Or. IN ACCORDANCE WITH THE 2011 COLORADO DEPARTMENT OF ROUGHENED CONSTRUCTION JOINTS REQUIRE THE CONCRETE SURFACE TO BE EVENLY TRANSPORTATION (COOT) STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE ROUGHENED TO A MINIMUM AMPLITUDE OF ,". CONSTRUCTION. AS AMENDED IN THE PLANS AND SPECIAL PROVISIONS SPECIFIC TO THIS PROJECT. CONSTRUCTION JOINTS Not SHOWN ON PLANS MAY BE CONSTRUCTED ONLY IF APPROVED IN WRITING BY THE ENGINEER. STRUCTUREE!CAVATIOry AND pACKFILL SHALL Or. AS SHOWN IN THE PLANS, ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED BEFORE FRESH EXPANSION JOINT MATERIAL SHALL MEET AASHiO SPECIFICATION 10213. CONCRETE IS PLACED. A COLORED STRUCTURAL CONCRETE COATING FINISH WILL BE REQUIRED. AS SHOWN ON ALL EXPOSED CONCRETE CORNERS SHALL BE CHAMFERED i;", UNLESS NOTED THE PLANS. THE COLOR SHALL BE LICHT BROWN, EQUIVALENT TO FEDERAL STANDARD OTHERWISE. 595C COLOR NO. 30140 UNLESS OTHERWISE SHOWN ON THE PLANS. AND IS TO BE SELECTED FROM TEST PANELS PROVIDED BY THE CONTRACTOR. ALL WORK IN AND AROUND THE DITCH SHALL BE PERFORMED IN ACCORDANCE WITH SECTION 107 OF THE PROJECT SPECIFICATIONS. ALL EXPOSED CONCRETE SURFACES SHALL RECEIVE h CLASS 1 FINAL FINISH i0 OIJE FOOT BELOW THE GROUND LINE.. THE POTENTIAL SULFATE EXPOSURE TO CONCRETE IS LEVEL 0 (ZERO). 5H ur w• GRADE 60 REINFORCING STEEL IS REQUIRED. ALL REINFORCING STEEL SHALL BE NON -EPDXY (BLACK.) REINFORCEMENT BARS UNLESS ITEM No. OTHERWISE NOTED. DESIGN DATA zoz QE DENOTES EPDXY COATED REINFORCING STEEL. AASHTO, FIFTH EDITION LRFD. 206 THE FOLLOWING TABLE GIVES THE MINIMUM LAP SPLICE LENGTH FOR EPDXY COATED DESIGN METHOD: LOAD AND RESISTANCE FACTOR DESIGN REINFORCING BARS PLACED IN ACCORDANCE WITH SUBSECTION 602,05 THESE SPLICE 206 LENGTHS SHALL BC INCREASED BY 25% FOR BARS SPACED AT LESS THAN G" ON TIME LOAD: HL-93 (DESIGN TRUCK OR TANDEM, AND DESIGN LANE LOAD) CENTER. AND COLORADO PERMIT VEHICLE 206 DEAD LOAD: ASSUMES 24 LOS. PER SO. FT. FOR FUTURE OVERLAY BAR slzE da d5 d6 d] dB Fs y'to d11 zoo SPLICE LENGTH FOR REINFORCED CONCRETE CLASS p CONCRETE 2'-0" 1.'-G" 3'-10" 4'-6' 5'-11" 7'-6' 9'-6" 11'-9' CLASS 0 CONCRETE CA= 5,500 psi 206 WHEN THE CONTRACTOR ELECTS TO SUBSTITUTE EPDXY COATED REINFORCEMENT FOR CLASS HT CONCRETE: i'c = 4.500 Psi REINFORCING STEEL: Hy = 60.000 psi a2D BLACK. REINFORCING BARS, THE MINIMUM LAP SPLICE SHALL BE AS DESCRIBED ABOVE. STRUCTURAL STEEL (PILING) : 502 THE FOLLOWING TABLE GIVES THE LAP SPICE LENGTH FOR NON -EPDXY (BLACK) COATED (BLACK) REINFORCING BARS PLACED A S PLACE ACCORDANCE WITH SUBSECTION AASniO M270 (ASTM A]09) GRADE 50 Fy 50,000 Vs; 502 1 N THESE SPICE LENGTHS SHALL BE INCREASED BY [SZ FOR BARS SPACED AT LESS T. ' LESS THAN fi OH CENTER. PRECAST PRESTRESSED CONCRETE: 506 CLASS PS CONCRETE N'c = (SEE DETAILS) BAR S12E da d5 d6 d] d8 d9 d10 d11 Fs = 270,000 psi 5Ta SPLICE LENGTH FOR BRIDGE DESCRIPTION CLASS D CONCRETE 1'-8" 2'-2" 2'-6" 3'-0" n'-0" 5'-0" 6'-4" ]'-10" 1-SPAN (3B'-0) BRIDGE THE ABOVE SPLICE LENGTHS SHALL INCREASED BY 20 PERCENT FOR 3 BAR CONCRETE PRESTRESSED SLAB (PRECAST) BUNDLES Frv0 33 PERCCNT FOk a BAIL BUNDLES. A ]0'-0" ROADWAY CURB TO CURB: 68`02'0]" SKEW, WITH 21'-1p' 9�. CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURING CONSTRUCTION SIDEWALK (LEFT SIDE), II' -TO"' SIDEWALK (RIGHT SIDE)AND 3-2THE PEDESTRIAN RAILING (STEEL) (SPECIAL) (BOTH SIDES) ABUT. = ABUTMENT EF. = EACH FACE MAIL. = MATERIAL SHLDR. = SHOULDER AH. - AHEAD ELEV. - ELEVATION MAX. - MAXIMUM SPA. = SPACED LEGEND B.F. = BACK FACE EMBED. - EMBEDMENT MIN. - MINIMUM STA. - STATION CROSS REFERENCE DRAWING NUMBER ON - BACK E0. - EQUALLY HO = NUMBER STD. - STANDARD //��''���� (IF BLANK, REFERENCE IS TO SAME SHEET) GOT. = BOTT0M EXP. - EXPANSION FELL - PROFILE STR, - STRUCTURE BBC. - BEARING FF. rRONI FACE GRADE LINE TYP. = TYPICAL SECTION OR DETAIL IDENTIFICATION CLR. = CLEAR GAIN. - GALVANIZED PROD. e PROJECTION FOHC. = CONCRETE JT. = JOINT R = RADIUS 1 CONST. = CONSTRUCTION TOIL = LAYOUT LINE REINF = REINFORCING n NUMDER DENOTES ✓.EY NOTE REFERENCE CONT. = CONIINUOUS LT. = LEFT R1. = RIGHT �'_/ 1 STATIONS, ELEVATIONS AND DIMENSIONS CONTAINED IN THESE PLANS ARE CALCULATED NUMBER DENOTES GIRDER NUMBER FROM A RECENT FIELD SURVEY, THE CONTRACTOR SHALL VERIFY ALL DEPENDENT DIMENSIONS IN 1HE FIELD BEFORE ORDERING OR FABRICATING ANY MATERIAL, THE INFORMATION SHOWN OH THESE PLANS CONCERNING THE TYPE AND LOCATION OF UNDERGROUND UTILITIES 15 NOT GUARANTEED 10 BE ACCURATE OR ALL INCLUSIVE. THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATION AS TO THE TYPE AND LOCn11ON OF UNDERGROUND U11LI'NES AS MAY BE NECESSARY TO AVOID DAMAGE THEREID, THE CONTRACIOR SHALL CONTACT THE UTILITY NONFICATION CENTER OF COLORADO AT 1-BOO-922-1987 AT LEAST 3 DAYS (NOT INCLUDING THE DAY OF NOTIFICATION) PRIOR TO ANY EXCAVATIO14 OR OTHER EARTHWORK. THE EXISTING BRIDGE HAS BEER WIDENED TWO TIMES SINCE ORIGINAL CONSTRUCTION. CACH WIDENING WAS COMPLETED USING DIFFERENT STRUCTURE TYPES. INDEX OF DRAWINGS 1 GENERAL INFORMATION 2 GENERAL LAYOUT 3 TYPICAL SECTION 4 SUGGESTED CONSTRUCTION PHASING 5 ENGINEERING GEOLOGY 6 CONSTRUCTION & PILING LAYOUTS ] ABUTMENT LAYOUT 8 ABUTMENT & WINGWALL DETAILS 9 PRESTRESSED CONCRETE SLAB t0 DECORATIVE COLUMN tt APPROACH SLAB t2 EXCAVATION AND BACKFILL DESCRIPTION ABUT. Ii ABUT, 2r1iiN pLHl TOTAL 1. rr�m vole: 2 0 1z Fde Nome: 6r ,01 a. 9 q "O-' o O Sheet Revisions Coiorodo Department o CRy oP of Transportation , Fort Collins =—_ )!Ii N.zo s.ma sun /" oio-ix-vxs �rM. uzo-Tso-zise cerxoi r,n cww. �.s s, rd. ...w rm cw..., co. Region 4 LHN (9>O) xT-6605 As Constructed GENERAL INFORMATION Project No./Code DOLc: comments ImL. HOrii. $Va1e: NONE Vtl«. 6cOle:NONE No fl<vislons: BRO Ma55-100 02/t5/12 REV15E0 QUANTITIES SA SmHI Bn69n eroncn - Unit 0222 RLO LAN, ReviseU: Oeslgneo S. a6romm� Structure Numbers FCSHLD-0a-DRK sot etc Iww..na S ATKINS swl. W o...n. co sour ons Void: OetoBcc E. SU•owo 17905 snecl Numom 34 Sneel SueseC Bncge Subset Sneels: Bl 01 12 IC SHIELDS Sr. HCL 60'-0" (PHASE (PHASE 2 CONSTRUCTION) (PHASE 1 CONSTRUCTION) Q DECORATIVE COLUMNS DECORATIVE COLUMN$-- '-]" 15'-6" 35'-0" 35'-0" 5'-G' 7'-11" I'-2 G=D" 2 LANES O 12'-0" 10'-0* 2 IANES O 12'-0' 6'-0" - -- BIKE LANE=24'-0" STRIPED _ _ MEDIAN=24'-0" BIKE LANE 1-DE:W LK 5._0.. 5._0.. 510EWALK-1 6 -4 MITI. ---- 5 -4MIN. �FGL CONCRETE FIT 4-3 J CONDUITS _/ -29 _ -2Z F(DEC TOPPING) G)S OVER CONCRETE SEALERQ3 1C -I 4-3"0 ELECTRICAL CONDUITS PRECAST GO CRETE PRECAST CONCRETE 1 4-0 STAR (15%72"), TYP, SLAB (15".4B") 3 0 9 SPACES O 6'-0" = 54' 0" 3-0 I3 0" 6 SPACES O G._O.• 3G'-0" `v0..-14=0"I 2.-0" U Q9 U V V V TYPICAL SECTION (LOOKING AHEAD STATION) TAKEN NORMAL TO SHIELDS ST. HCL SCALE: CURB (SPECIAL) COLORED CONCREi ,-DECORATIVE COLUMN TYPE 2, TYP.O I I' (SEE URBAN DESIGN PLANS), TYR. --SHIELDS ST. HCL PEDESTRIAN RAIL REINFORCING. iYP.Q2 t'4 (g)® 1'-0" COLORED CONCRETE 1 �'4 ©CUNT. tlD __ IYx" EACH WAY a TYPE t, TYP.OS I� n� ry O Yx"N THREADED BAR _ TYP. 2 0" N4 Q CON1. 0 1' 0" 0 1_OTYP. .. R N4 OI_ TYP,Q _ITYP 1._2..- �Ij Irr p4 QE �® 1�_p.. TYP. PGL UPIU II _29_TYP. -\ SPLICE OOoo I 1 0000 00 I \ I\ I I I I I J$"J THREAOEU___ INSERT, TYP. 1 G2 G4 CC - 2J, •. M4 QE CONi., TYP. CONE. JT. 0„ t,-3„ 2Yx„ i INSERT -- !}"W THREADED BAR -- -- I SPACING MEASURED PRECAST e 1'-0", TYP. -� NORMAL ST SLAP N�IVP TYPICAL SIDEWALK AND CURB REINFORCING SHIELDS ST. HCL i (LOOKING SCAL . Y2 = STATION) � SCALE Xx"=I'-0" I ' PAm role: 2 15 12 Sheet Revisions Colorado Deportment j City of As Constructed File Nome: brtyOLa. pole Comments Inl1. 01 Transportation Fort Collins ( Holx. Scde: As Sho+.verl. scPM:As SnP.n (� 02/15/12 REV. COLORED CONE. SA )�)r .•xo sR�4 sl..n /"� � No Rcvlzlons: T stall Bnb a Bmncn - Unit 0222 PLO _ aoin..•�Niie rise-zi�xe 9 Q CURB TYPE CALLOUT L1K ____ De •swa. Tao Ibw.a4 O Wrtiardoc¢ ru: s>a-zso-x we ze rwca:. Revlxea: Oe i A�TKINS at Cw, Co ee°iionz O Region 4 LHN Isxo 221- 6f05 Void: sh "N ELECTRICAL CONDUITS aY OTHERS) Cl) ELECTRICAL CONDUIT (BY OTHERS) ELECTRICAL CONDUIT (BY OTHERS) NOTES: 1. CURB SHALL BE CONCRETE SHALL BE CLASS D (BRIDGE). 2. MA'i:IMUM SLUMP FOR COLORED CONCRETE AND CURB CONCRETE SHALL BE 4". 3, SEE URBAN DESIGN SHEETS FOR MORE COLORED CONCRETE DETAILS. 4. CONTRACTOR SHALL SUBMIT A SAMPLE FROM EACH PATTERN OF COLORED CONCRETE FOR APPROVAL BY THE CITY ENGINEER PRIOR TO CONSTRUCTION. 5. APPLY SCALER 10 CONCRETE CLASS HT (DECK TOPPING) PER SECTION 515. 6. TRANSVERSE WEAKENED PLANE JOINTS IN THE STAMPED/COLORED CONCRETE SHALL BE SPACED AT I 10'-0" MAX. 2. THICKNESS OF THE SIDEWALK AND CURB VARIES ALONG THE BRIDGE DUE TO GIRDER CAMBER. CONTRACTOR MUST REVISE THE VERTICAL REINFORCING LENGTHS ACCORDINGLY. KEYNOTES: QI LIMN'S OF STRUCTURAL CONCRETE COATING COLOR SHALL BE LIGHT BROWN, EQUIVALENT TO FEDERAL STANDARD 595C COLOR NO, 30140. SEE SHEET 66 FOR ADDITIONAL LIMITS. 2Q THREADED BARS CONNECTED TO THE PRECAST SLABS, I'-5ii" AS SHOWN IN THIS SHEET OR ON SHEET 310, SHALL DE EPDXY COATED AND PAID FOR UNDER ITEM NO, 602, REINFORCING STEEL (EPDXY COATED). C THICKNESS VARIED ALONG THE LENGTH OF BRIDGE DUE TO GIRDER CAMBER. MINIMUM THICKNESS SHALL BE 4" AT MIDSPAN, Q OMIT REINFORCING AT APPROACH SLABS. Q COLORED CONCRETE SHALL HAVE STAMPED PATTERNS AS SHOWN IN URBAN DESIGN PLANS. IT SHALL BE PAID FOR UNDER ITEM NO, 601, CONCRETE CLASS D (MISC.) (COLORED). TYPICAL SECTION Project No./Code SRO M455-IW S. Aboll.lr 9Nucturc FCSHLD-0.4-ORK 17905 E. S<no.o Numbvz 660gel Subset Sheets: 33 0l 12 SHeeL Number OG -PEDESTRIAN RAILING STEEL) (SPECIAL) -f BRC. ABUT. B.F. ADU . 13 VIINGWALL (BELOW), TYP. COMPOflCNT5), iTP. 5 1—=== -----o C1_ �L--—————— — ——— -- ---- —J' -DECORATIVE COLUMN � TYPE I (fYP. AT ABUTME tT)5� L-- J- / lia + /V 4ti +t t I\ 24—p5 U 1 —0 (TOP DOT) Q ROUCHENED SHIELDS ST. HCL DECORATIVE COLUMN-- _ SIDEWALK DECORATIVE DECORATIVE COLUMN - COLUMN TYPE 2 6�. REINF., TYP. DECORATIVE (TYP. AT ENDS)i t I� r ly COLORED COLUMN CONIC. TYPE I #OO� I� COLORED ® 1._0.. CONIC, TYPE 2 N4 QE CONT. j 2" a FUTURE HMA c, URA yi" GLR, iTP.� 2_ ELECTRICAL 2% I CONDUITSQ — (0b-00) / '1 Cfa J j14 " #a Qcorrt 64 QJ® 1 -0 �p9 cONi. E ue I'-D'• D rya O] 05 VIINGWALL e' n0 p4 QE —1 4 1' 0" 1 0 ELECTRICAL T #4Qf® I' o' M4 OE CONT. ® 1' 0" 4-3'•0 \ f.ONDUHQ CONDUIT 3'0 ELECTRICAL _._ ROUGHENED SECTION CONDunO CONST. IT, B MECHANICAL (DECORATIVE COLUMN TYPE 2 SHOWN, 11 COUPLER, TYP, DECORATIVE COLUMN TYPE I SIMILAR) + CONCRETE CLASS HT 11 /- SLEEPER SLAB (DECK TOPPING) OVER CONCRETE SEALER (THICKNESS VARIES) ( u, APPROACH PRCCR SLAB CONCRETE 24-#5 U 1' 0" IT & BOT.)02 +1 ® SLAB �+ `� ROUGHENED _I t LJ _ DETAIL CONST. JT. 1\ n on € -1-�- uI x _ I F, —T fir- -- L-------------- 1t NOTES: F _ _\---------------1 _ _ — — _ — _ tl I 1. FOR COLORED CONCRETE AND CURB CONCRETE INFORMATION, SEE SHEET B3. -—Jo-__---rt-------------_ I 2. APPROACH SLAB CONCRETE SHALL BE CURED IN ACCORDANCE WITH THE PLAN SPECIFICATIONS FOR BRIDGE DECK CONCRETE IN SUBSECTION 601. F B (APPROACH SLAB AT ABUTMENT 2 SHOWN. APPROACH SLAB AT ABUTMENT 1 SIMILAR) 3. MECHANICAL COUPLERS SHALL BE PAID FOR UNDER ITEM 602, REINFORCING STEEL (SIDEWALK, CURB, AND PEDESTRIAN RAILING REINFORCING NOT SHOWN FOR CLARITY) SPLICE. y O1t" 21'-0" ROADWAY APPROACH t -, PAVEMENT g N4 CON�� H4C�4 1`8� C._D. 20 GA. GALV. KEYNOTES: .e C; I SHEET MEinL03 B 0 CONTRACTOR MAY REPLACE WITH -o' a 2Q PROVIDE MECHANICAL COUPLERS AT CONSTRUCTION JOINT. \ JI �j Q SHEET METAL SHALL NOT BE PAID FOR SEPARATELY, BUT SHALL BE INCLUDED IN ff9 a9 6" .I -/)5 C0NT © 1'-0' 2 I L'N5 _ " 05 (6 TOT.)Q Y m ITEM GOT, CONCRETE CLASS D (BRIDGE)- x o SECTION _ 3'-0" ' J Q CONDUIT SHALL BE PLACED IN EAST SIDEWALK ONLY. —I j(4� ® I. 6 Y. ABUT A Q FOR DECORATIVE COLUMN DETAILS, SEE SHEET BID AND URBAN DESIGN PLANS, Print Dale: z Is 12 Sheet Revisions Colorodo Deportment g Fde Nome, bropOI dv City of As Constructed Project No./Code g Dora. Cammems Ina. of Tronsporta6on Fprt Cottins APPROACH SLAB e Hdriz. Seaie: None veil. Scale:None Di 02/15/12 REV. COLURED CONIC. SA _-- )()T I.ip x.oro sv.e1 �`\`�� Na Revisions: BRO M455-100 Stoll Bdoge Branch - Un.t 0222 RLO c,.a.g. ocv.�nni Q ,_ rn zizs ? raigner: S. Aaraham truclure FCSHID-0.4-DRN .ao1 me ovw..v,a.�oro-va-use a1rNv CO-cvu�,,. Reused: 17905 YATKINS'°•`. �"'"� '"� ea. —,a.""• Detail, E.SmoIoNambere o:av`im ezz'i-'ms Region 4 LHN (sib czz�'ec 6a5 Vold. Sheet Subset: Dredge Subset Sheets:B11 of 12 Sheet Number qq n z BIKE LANE M CLOSED -H MERGE WITH ACCE TRAFFIC DURING MAINTAINCONST CHANNELIZING DEVICE (TYP) BEGIN REMOVAL OF - EXISTING PAVEMENT MARKINGS W20-5b 36%36• 100' SHIELDS ST BEGIN REMOVAL OF EXISTING PAVEMENT 1/Ir MARKINGS n m Z. (,.n]({��\ ttPE III BARRICADE V SV m WIt-1 24"X24' m 'ocxoss neae n R9-no sl) SHARE 24•X12 THE W16-1P ROAD (PEACE SIGN IN ADVANCE OF INTERSECTION) NOTES n IMPACT ATTENUAT05 CO (SAND PILLED A PLASTIC BARRELS) ti (TEMPORARY) i SOLID YELLOW o — i 4" SOLID WHITE-r 4' SOLID YELLOW KEEP RIGHT R4-]A 24 +30' (BLACK K WHITE) I, SEE M&S STANDARD 5-630-1 (SHEET 3 OF 19) FOR DETOUR SIGN PLACEMENT. 2. SEE MISS STANDARD M-614-2 FOR SAND BARREL PLACEMENT FOR TEMPORARY IMPACT ATTENUATOR. 3. DESIGN OF TEMPORARY TRAFFIC CONTROL BASED UPON 30 MPH SPEED LIMIT THROUGH DETOUR AND DESIGNED WITH THE SURVEY INFORMATION AVAILABLE, CONTRACTOR TO VERIFY APPROPRATE SPEED LIMIT IN FIELD. ♦. CONTRACTOR TO MINIM12E THE NEED OF WATER BLASTING TEMPORARY PAVEMENT MARKING REMOVAL FOR TRAFFIC CONTROL, 5. ALL TRAFFIC CONTROL SIGNS SHALL BE ORANGE BACKGROUND WITH BLACK LEGEND UNLESS OTHERWISE NOTED. 6. THE SIGNS SHOWN ARE FOR INFORMATION ONLY. TUBULAR J MARKERS BIKE LANE R3-1] 24 xW 25 0 25 50 100 WIICCBIKE 24'x fl4-'° SHARE (eucli s wnnE) THE "0:24P KEEP ROAD RIGHT W20-56 36%36' EXISTING LIP OF GUTTER END REMOVAL OF EXiSTp ON, MARKING PAVEMENT 0 000N 4' SOLID MARKINGS o p YELLOW y O A END REMOVAL OF EXISTING PAVEMENT -4" SOLID YELLOW MAR aNGS - 4" SOLID WHITE CONCRETE BARRIER (TEMP) BIKE LANE R3-17 24"X30• TYPE III BARRICADE o O 77 R. A m R9-It0 (R) 0 zr.tz z - PrIH Dote: z is 12 File Nome: Rdi1°IPboseG1.dw9 Di O O Sheet Revisions Colorado Department Cityof Of TronSporlolion Fort Collins 1(I] 1420S <n4 m11.ii ��`�� --- zw4 c�lr of ro.1 cool... PrM 4]oaso_ Co., C 01ro. Doom.. <o"" Region 4 LHN I.]e) 21"'.6 9 As Constructed TRAFFIC PHASING PLAN PHASE 1 Project No. Code j / Dote'. Comments Ini1. 6 E H.'a, Scale'. Vert Scale: No Redsions: BRO M455-100 2/15/2012 Bike/Pea. Signs LAK I o1C 0-1-v,c Revisetl: Designer'. LLM Strudel's N m6ers 17905 r °.o.' 00 De0" ATKINS "° g - .1-sv-115 Void: Demmer: BEc Sheet Number 51 Sheet Soosee Phosing Subset Sheets: 1 of 2 D Z ti m m m < 0 m 0 Z m D A TYPE 6I BARRICADE 0 BIKE LANE susLw.u. stp C A fl3-I] [x055 ne He BEGIN REMOVAL OF 211.30• R9-IIM (fl) EXISTING PAVEMENT a- SOLID YELLOW 2A•a 12• MARKINGS pp MAINTAIN ACCESS .• SOLID WHITE / DURING CONSTRUCTION 100_. • 6 7 aSOLID Z BEGIN REMOVAL OF YELLOW TUBULAR MARKERS EXISTING PAVEMENT EXISTING LIP (SEE NOTE p) A MARKINGS OF GUTTER D m BIKE LANE wtl-I Is CLOSED 24•.24• MERGE WITH TRAFFIC flA-]A 2a•.30- SHARE (BLACK k WHITE) THE W16-1P W20-sb ROAD 1B .2. 36'.36 NOTES', I. SEE ARMS STANDARD S-630-1 (SHEET 3 OF 19) FOR DETOUR SIGN PLACEMENT. ]. OESICN OF TEMPORARY TRAFFIC CONTROL BASED UPON 30 MPH SPEED LIMIT THROUGH DETOUR AND DESIGNED WITH THE SURVEY INFORMATION AVAILABLE. CONTRACTOR TO VERIFY APPROPRIATE SPEED LIMIT IN FIELD. 3. CONTRACTOR TO MINIMIZE THE NEED OF WATER BLASTING TEMPORARY PAVEMENT MARKING REMOVAL FOR TRAFFIC CONTROL. a. TEMPORARY PAVEMENT MARKINGS WILL NOT BE PIACEO ON THE NEW STRUCTURE AND APPROACH SLABS. USE CHANNELIZING DEVICES ONLY. 5. SEE MhS STANDARD M-610-2 FOR SAND BARREL PLACEMENT FOR TEMPORARY IMPACT ATTENUATOR. 6, ALL TRAFFIC CONTROL SIGNS SHALL BE ORANGE BACKGROUND WITH BLACK LEGEND UNLESS OTHERWISE NOTED. J. THE SIGNS SHOWN ARE FOR INFORMATION ONLY. 25 0 15 50 t00 Wn -1 24".24WWI- • KEEP SHARE RIG, 0 THE W16-1P ¢ m axp55 Txf ROAD te•.2.• 2A".30' R9-llo SL) N•.12 (BUCK 6 WHITE) TYPE III BARRICADE CONCRETE BARRIER (TEMP) END REMOVAL OFEXISTING PAVEMENT IMPACT ATTENUATOR (SAND FILLED a" SOLID WHITE MARKINGS -r PLASTIC BARRELS) (TEMPORARY) (TYP) p- SOLID YELLOW I. _ c L 0 . ._._._.�.�. SBIELEIS_SL L S a' OLID END REMOVAL YELLOW EXISTING PAVEMENT g MARKINGS 0 BIKE LANE Y CLOSED MERGE WITH BIKE LANE o TRAFFIC R3-1] m 2A-.30" 0 A w20-Sb 16•r]6' $ ---- --- - •- •- F',le Narne' RdTro Phasv02A.q O O O Dale: ----L Icevlswns Comments InIL L.owr000 veporment Qt of OI TfDD$pD(IDIIDn Y Fort Collins )(F% 14. sworn III— /"�f` GYr, [e. eo6l, Y)0-l)0-il]fi _-- HrA.: vp-Tso-owe Gbyo rwl cau... wrrinT eqr.¢ xn,r C.., C...e. Region 4 LHN ISTa) m-fiaoe As Constructed -IRAFFIC PHASING PLAN PHASE 2 Project NO. Code ) / 5 Harl]. $Dale: Vprt Saale: t 2/15/2012 B&e/Pea. Sl9nln9 UK Nb fleviions. 8R0 M455-100 Redsel Oeslgneo LLM Structure Numbers .mI Arc aowewra r vm e•. CO ep]Ir wt-al-n>s voitl�. Oeldler: 5EG 17905 $n«t Number 52 P $heel $ub9e1: llosing Subset $heels:_ 2 pl 2 _ COLUMN RAILING LOCATION ,,IQ� x ENLARGEMENT U2 EQUAL EQUAL -I1' ALIGN FINISHED CORNER AND FACE ALIGN FINISHED CORNER AND FACE OF COLUMN WITH EDGES OF --_- ------- ON CENTER ON CENTER OF COLUMN AT EDGE OF BRIDGE DECK BRIDGE DECK a_ _'__ ___ 0 "__t •__4 _ "d__ _ U2 ` - a FIELD CONSTRUCT FORMS AND MATCH WAVE PATTERN SHOWN AS CLOSE AS POSSIBLE. RECEIVE CITY ir/ ?6 •^ '�; ENGINEER'S APPROVAL PRIOR TO CONSTRUCTION. ' '`^' -' "' • •""= `" '- -""' ?' CONCRETE CURB -STANDARD GRAY CONCRETE DUMMY JTS. PATTERN CHANGE OCCURS BRIDGE AESTHETICS PLAN VIEW - EAST SIDE 4 TYPICAL 3 2 ADJACENT SIDEWALK MEE SE BRIDGE 1 1 - ID REFERENCE NOTES SCHEDULE PAVEMENT NOTES: SIDEWALKS SHALL BE FINISHED PER SPECIFICATION 608 AND AS REVISED BELOW: ,. COLOR: USE INTEGRALLY COLORED CONCRETE WHERE SHOWN ON THE PLANS. SYMBOL DESCRIPTION 2. BASIS -OF -DESIGN FOR COLOR ADMIXTURES IS L.M. SCOFIELD. ACCEPTABLE MATERIALS SHALL BE O COLORED CONCRETE SIDEWALK: IrX24'SCORE PATTERN; COLOR: AUTUMN BEIGE FROM L.M. SCOFIELD, BOMANITE, SOLOMON COLORS. OR AN ENGINEER APPROVED EQUAL. COLORS NOTED ON SCHEDULE REFLECT L.M. SCOFIELD COLORS. O COLORED CONCRETE SIDEWALK; 1TX24'SCORE PATTERN; COLOR: WESTWOOD BROWN 3. INTEGRALLY COLORED AREAS SHALL BE SEPARATE POURS WITH CONSTRUCTION JOINTS SEPARATING THE POURS. O COLORED CONCRETE SIDEWALK WI WAVE PATTERN; 4'X4SCORE PATTERN: COLOR: WINTER BEIGE 4. SAW CUT DUMMY JOINTS IN THE LOCATION AND ORIENTATION SHOWN ON THE PLANS. O COLORED CONCRETE SIDEWALK WI WAVE PATTERN; 4' X4 SCORE PATTERN; COLOR: ADOBE TAN 4 3 2 CONCRETE CURB -STANDARD GRAY CONCRETE FIELD CONSTRUCT FORMS AND MATCH WAVE PATTERN I sr -: i- -- ,]f ;.3r SHOWN AS CLOSE AS POSSIBLE. RECEIVE CITY _ r ENGINEER'S APPROVAL PRIOR TO CONSTRUCTION. is t r °`` DUMMY JTS.-TYPICAL > Z COLUMN RAILING OGATION ?{Y PATTERN CHANGE e < rr L1NLA M N 2 OCCURS WHERE ADJACENT SIDEWALK MEETS BRIDGE f J T _ _ . _ U2 .. 21.-0" 21.-0" ______-_-__ ALIGN FINISHED CORNER AND ON CENTER ON CENTER FACE OF COLUMN AT EDGE OF ALIGN FINISHED CORNER AND FACE OF BRIDGE DECK EQUAL EQUAL COLUMN WITH EDGES OF BRIDGE DECK BRIDGE AESTHETICS PLAN VIEW WEST SIDE if 2 r =,m• Pant Ddfe: 2 0s Q O O Sheet Revisions Colorodo Deportment City or of Tronsporlo6on ort Collins /ni �4zo z..o.e se..i /' C ua..9.00. eas51 ____ sso-x ne rrva c,INoi wl C.— sxa-vo-x sn zee cw�. •r•��F'rr' rw1 Cwuna. Ca. 114 As Constructed URBAN DESIGN PLAN Project No,/Code File Nome: Sheet U-01.d.q Dote: Comrnenls Inn. No Revisions: BIRD M455-100 Node. Scale: As 5horvn Vert. Scole:As $nOrvn /e/IT INIEGML COIOP CONCRCIE pLF SION B"d a Brench - Unn 0222 RLO S 4tel elc evw4.w+ Rev!sed: pes�gner: 5. wRrtEFORD Structure FCRLD-O.a-ORK 17905 Detc'�I, D. FARLEY Nemr,,s wTyI�C su.�. oo O meet suoseb URBAN Subset sheets. u1 01 10 r� J � o�" ui nii�'xxrs O Ref3lon 4 LHN t'xlal xxi-enos Vold: Sheet Number - 53 Laporte/Whitcomb Bridge is included in the cost of the Portland Cement Concrete Pavement. See Sheet 7. Note 3. 8. Will the temporary asphalt have to be milled out and if so what bid item will this be paid under? Yes, the temporary asphalt will need to be removed. This removal will be paid under the following new line item in Section 202: Removal of Asphalt Mat (Planning)(1 "- 4" Depth) 288 SY 9. Will the h-piling have to be evaluated by a PDA? Yes. Evaluation will be performed per CDOT specifications. 10. Will the City allow the box culvert at Whitcomb and Laporte to be Precast? No. The structure replacement at Laporte and Whitcomb shall be cast in place as specified in the planset. 11. What type of material is required to replace the Muck Ex and is the material incidental to the Muck Ex item? If much excavation is necessary, the material to backfill with muck ex will be determined in the field by the City Representative and the Contractor. The City does reserve the right to include a geotechnical engineer in the determination of the backfill. The Contractor will be compensated for the backfill material at a negotiated price. 12. Will the City supply the bid schedule in Excel format? Yes, the City will supply the bid schedule in Excel. Exhibit 5 - Revised Special Provisions & Specifications PROJECT SPECIAL PROVISIONS Arthur Ditch Replacement (Laporte Avenue to Whitcomb Street) Replacement of Bridge No. FCSHLD-0.4-DRK South Shields Street over Larimer Canal No. 2 Colorado Project No. BRO M455-100 Construction Subaccount No. 17905 January 26, 2012 Addendum 1 — February 15, 2012 Prepared for: City of Fort Collins Engineering Department 281 North College Avenue Fort Collins, CO 80522-0580 (970)221-6605 Prepared by: �k �' A i,TM�N 4601 DTC Boulevard Suite 700 Denver, CO 80237 (303)221-7275 Arthur Ditch Replacement (Laporte Avenue to Whitcomb Street) January 26, 2012 South Shields Street over Larimer Canal No. 2 Addendum 1 - February 15, 2012 Colorado Project No. BRO M455-100 Construction Subaccount No. 17905 COLORADO DEPARTMENT OF TRANSPORTATION PROJECT SPECIAL PROVISIONS ARTHUR DITCH REPLACEMENT (LAPORTE AVENUE TO WHITCOMB STREET) SOUTH SHIELDS STREET OVER LARIMER CANAL NO. 2 REPLACEMENT OF BRIDGE NO. FCSHLD-0.4-DRK FORT COLLINS, COLORADO The Colorado Department of Transportation, 2011 Standard Specifications for Road and Bridge Construction controls construction of this project. The following special provisions supplement or modify the Standard Specifications and take precedence over the Standard Specifications and plans. PROJECT SPECIAL PROVISIONS Page Index Pages (January 26, 2012) 1-2 Notice to Bidders (January 26, 2012) 3 Commencement and Completion of Work - Arthur Ditch (January 26, 2012) 4 Commencement and Completion of Work - Shields Street (January 26, 2012) 5 Contract Goal (Combined) (January 26, 2012) 6 On the Job Training Contract Goal (January 26, 2012) 7 Summary of Work (February 15, 2012) 8-9 Revision of Section 105 - Claims for contract Adjustments (January 26, 2012) 10 Revision of Section 106 - Conformity to the Contract of Hot Mix Asphalt (January 26, 2012) 11 Revision of Section 107 - Insurance (January 26, 2012) 12 Revision of Section 107-Performance of Safety Critical Work (January 26, 2012) 13-14 Revision of Section 108 - Specialty Items (February 15, 2012) l5 Revision of Section 201 - Clearing and Grubbing (January 26, 2012) 16 Revision of Section 202 - Removal of Bridge (January 26, 2012) 17-20 Revision of Sections 202 and 412 - Removal and Replacement of Concrete Pavement (January 26, 2012) 21-22 Revision of Section 203 - Excavation and Embankment (January 26, 2012) 23 Revision of Section 208 - Erosion Control (January 26, 2012) 24 Revision of Section 212 - Tree Retention and Protection (January 26, 2012) 25-30 Revision of Section 214 -Planting (January 26, 2012) 31-37 Revision of Section 304 - Aggregate Base Course (January 26, 2012) 38 Revision of Section 403 - Hot Mix Asphalt (January 26, 2012) 39-41 Revision of Section 403 - Warranted Hot Mix Asphalt (January 26, 2012) 42-49 Revision of Section 411 - Bituminous Materials (January 26, 2012) 50 Revision of Section 412 - Portland Cement Concrete Pavement (January 26, 2012) 51-52 Revision of Section 514 - Pedestrian Railing (Steel)(Special) (January 26, 2012) 53-55 Revision of Section 601 - Structural Concrete (January 26, 2012) 56-57 Revision of Section 606 - Decorative Column - Type I and 2 (January 26, 2012) 58-61 Revision of Section 608 - Detectable Warnings (January 26, 2012) 62-64 Revision of Section 608 - Sidewalks and Bikeways (January 26, 2012) 65 Revision of Section 618 - Prestressed Concrete Slab (January 26, 2012) 66 Revision of Section 630 - Construction Zone Traffic Control (February 15, 2012) 67 Revision of Section 630 - Impact Attenuator (Sand Filled Plastic Barrel) (Temporary) (January 26, 2012) 68-69 Revision of Section 630 - Portable Message Sign Panel (January 26, 2012) 70 Revision of Section 702 - Superpave PG Binders (January 26, 2012) 71 Force Account Items (January 26, 2012) 72 Special Construction Requirements (January 26, 2012) 73 Traffic Control Plan - General - Arthur Ditch (January 26, 2012) 74 Traffic Control Plan- General - Shields Street (January 26, 2012) 75-76 Utilities (January 26, 2012) 77-79 Arthur Ditch Replacement (Laporte Avenue to Whitcomb Street) January 26, 2012 South Shields Street over Larimer Canal No. 2 Addendum 1 -February 15, 2012 Colorado Project No. BRO M455-100 Construction Subaccount No. 17905 COLORADO DEPARTMENT OF TRANSPORTATION STANDARD SPECIAL PROVISIONS ARTHUR DITCH REPLACEMENT (LAPORTE AVENUE TO WHITCOMB STREET) SOUTH SHIELDS STREET OVER LARIMER CANAL NO. 2 REPLACEMENT OF BRIDGE NO. FCSHLD-0.4-DRK FORT COLLINS, COLORADO STANDARD SPECIAL PROVISIONS Date No. of Pages Revision of Section 105 - Disputes and Claims for Contract Adjustments (Oct. 27, 2011) 22 Revision of Section 105 - Violation of Working Time Limitation (February 3, 2011) 1 Revision of Sections 105 and 106 - Conformity to the Contract of Hot Mix Asphalt (February 3, 2011) 7 (Less than 5000 Tons) Revision of Section 106 - Certificates of Compliance and Certified Test Reports (February 3, 2011) 1 Revision of Section 107 - Responsibility for Damage Claims, (February 3, 2011) 1 Insurance Types, and Coverage Limits Revision of Sections 107 and 208 - Water Quality Control, Under One (February 3, 2011) 3 Acre of Disturbance Revision of Section 108 - Critical Path Method (August 19, 2011) 1 Revision of Section 108 - Liquidated Damages (Dec. 29, 2011) 1 Revision of Section 109 - Asphalt Cement Cost Adjustment (Sept. 29, 2011) 2 (Asphalt Cement Included in the Work) Revision of Section t09 - Compensation for Compensable Delays (May 5, 2011) 1 Revision of Section 109 - Fuel Cost Adjustment (February 3, 2011) 2 Revision of Section 109 - Measurement of Quantities (February 3, 2011) 1 Revision of Section 109 - Measurement of Water (January 06, 2012) 1 Revision of Sections 206 and 601 - Backfilling Structures that Support (July 29, 2011) 1 Lateral Earth Pressures Revision of Section 401 - Compaction of Hot Mix Asphalt (February 3, 2011) 1 Revision of Section 401 - Compaction Pavement Test Section (CTS) (February 3, 2011) 1 Revision of Section 401 - Temperature Segregation (February 3, 2011) 1 Revision of Section 412 - Portland Cement Concrete Pavement Finishing (February 3, 2011) 1 added Revision of Sections 412, 601, and 711 - Liquid Membrane -Forming (May 5, 2011) 1 Compounds for Curing Concrete Revision of Section 601 - Class H and HT Bridge Deck Concrete (Dec. 29, 2011) 5 Revision of Section 601 - Concrete Batching (February 3, 2011) 1 Revision of Section 601 - Concrete Finishing (February 3, 2011) 1 Revision of Section 601 - Concrete Form and Falsework Removal (July 28, 2011) 2 Revision of Section 601 - Concrete Slump Acceptance (July 29, 2011) l Revision of Section 630 - Construction Zone Traffic Control (February 3, 2011) l Revision of Section 630 - Retroreflective Sheeting (With Type VI Sheeting) (February 3, 2011 1 Revision of Section 630 - Retroreflective Sign Sheeting (February 3, 2011) 1 Revision of Section 703 - Concrete Aggregates (July 28, 2011) 1 added Revision of Section 712 - Geotextiles (January 20, 2012) 1 revised Revision of Section 712 - Water for Mixing or Curing Concrete (February 3, 2011) 1 Affirmative Action Requirements - Equal Employment Opportunity (February 3, 2011) 10 Disadvantaged Business Enterprise - Definitions and Requirements (February 3, 2011) 14 Minimum Wages Colorado, (January 6, 2012) 56 U.S. Department of Labor General Decision Numbers CO100016 thru C0100024, MOD 2, Highway Construction, Statewide On the Job Training (July 29, 2011) 3 Partnering (February 3, 2011) 1 added Required Contract Provisions - Federal -Aid Construction Contracts (February 3, 2011) 10 2 Arthur Ditch Replacement (Laporte Avenue to Whitcomb Street) January 26, 2012 South Shields Street over Larimer Canal No. 2 Addendum 1 — February 15, 2012 Colorado Project No. BRO M455-100 Construction Subaccount No. 17905 SUMMARY OF WORK PART I GENERAL 1.25 Modifications to Time of Completion in the Approved Schedule A. The date of beginning and the time for completion of the work are essential conditions of the Contract Documents and the work embraced shall be commenced on a date specified in the Notice to Proceed. The Contractor will proceed with the work at such rate of progress to ensure full completion within the contract time. It is expressly understood and agreed, by and between the Contractor and the Owner that the contract time for the completion of the work described herein is a reasonable time, taking into consideration the climatic and other factors prevailing in the locality of the work. Every effort shall be made by the Contractor to complete the project within the "Contract Time" shown in the proposal. The "Contract Time" anticipates "Normal" weather and climate conditions in and around the vicinity of the Project site during the times of year that the construction will be carried out. Extensions of time based upon weather conditions shall be granted only if the Contractor demonstrates clearly that such conditions were "unusually severe," would not have been reasonably anticipated, and that such conditions adversely affected the Contractor's work and thus required additional time to complete the work. The following specifies the procedure for the determination of time extensions for unusually severe weather. The listing below defines the anticipated number of calendar days lost to adverse weather for each month and is based upon National Oceanic and Atmospheric Administration (NOAA) or similar data for the geographic location of the project. Monthly Anticipated Calendar Days Lost to Adverse Weather Conditions JAN FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC (7) (4) (4) (4) (6) (3) (4) (2) (3) (3) (2) (5) The above schedule of anticipated adverse weather will constitute the base line for monthly (or portion thereof) weather time evaluations. Upon acknowledgment of the Notice to Proceed and continuing throughout the contract on a monthly basis, actual adverse weather days and the impact of adverse weather days that delay the work will be recorded on a day-to-day basis. It is assumed that the work will be carried out Mondays through Fridays (holidays excepted) unless an approved construction schedule or written authorization from the Owner indicates otherwise. The number of days of delayed work due to adverse weather or the impact thereof will then be compared to the monthly adverse weather schedule above. An actual adverse weather day must prevent work for 50 percent or more of the Contractor's workday, delay work critical to the timely completion of the project, and be documented by the Contractor. The City Representative observing the construction shall determine on a daily basis whether or not work can proceed or if work is delayed due to adverse weather or the effects thereof. The Contractor shall notify the Engineer in writing of any disagreement as to whether or not work can proceed on a given date, within 2 calendar days of that date. The Owner will use the above written notification in determining the number of working days for which work was delayed during each month. At the end of each month, if the number of working days for which work was delayed due to adverse weather exceeds that shown in the above schedule, a Change Order will be executed which increases the Contract Time. The number of work days delayed due to adverse weather or the impact thereof Arthur Ditch Replacement (Laporte Avenue to Whitcomb Street) January 26, 2012 South Shields Street over Larimer Canal No. 2 Addendum 1 — February 15, 2012 Colorado Project No. BRO M455-100 Construction Subaccount No. 17905 _2_ SUMMARY OF WORK will then be converted to Calendar Days based on the contract completion day and date. This conversion assumes a 5-day work week, Mondays through Fridays, holidays excepted; should the Contractor have authorization to work weekends and/or holidays, then the method of conversion of workdays to calendar days would take this into consideration. The contract time period will then be increased by the number of calendar days calculated above and a new contract completion day and date will be set. The Contractor's schedule must reflect the above -anticipated adverse weather delays on all weather - dependent activities. While extensions of time shall be granted for "unusually severe" weather or climate conditions, the Owner shall make no monetary compensation for any costs to the Contractor arising out of such delays. The Contractor shall comply with the portions of the Contract Documents relating to his project schedule and amendments thereto which result from the "unusually severe" weather condition. Breakdowns in equipment or lack of performance by the Contractor will not be considered justification for an extension of time. Liquidated damages will be assessed as delineated elsewhere. The Contractor shall not be charged with liquidated damages or any excess cost when the delay in completion of the work is due to the following, and the Contractor has promptly given written notice of such delay to the Owner or Engineer. 1. To any preference, priority, or allocation order duly issued by the Owner. 2. To unforeseeable causes beyond the control and without the fault or negligence of the Contractor, including but not restricted to, acts of God, or of the public enemy, acts of the Owner, acts of another Contractor in the performance of a contract with the Owner, fires, floods, epidemics, quarantine restrictions, strikes, freight embargoes, and abnormal and unforeseeable weather as provided above; and To any delays of Subcontractors occasioned by any of the causes specified in paragraphs 1 and 2, above. It is the City's intent the Contractor perform the construction at the Laporte/Whitcomb Bridge in spring of 2012. The construction activities cannot impede the ditch company's ability to convey decreed flows of water. The City has verified with the Arthur Ditch Company that water will not be flowing in the ditch until May 1, 2012. The City of Fort Collins will be serving as the finishing point for the 2012 Ride the Rockies cycling event. This event will be using Laporte Avenue as part of their ride route. Riders are scheduled to be using Laporte Avenue on Friday June 15th. All construction activities on Laporte Avenue must be completed by this date, and full use of the entire roadway must be available to the riders. The City anticipates construction activities to begin on the Shields Street Bridge in late summer 2012. Several utilities will need to be relocated during the construction of this structure. The existing City of Fort Collins Light & Power electrical line can only be relocated during the fall months when power useage is traditionally lower. In order to accommodate this request, the City is requiring the east side of the Shields Street Bridge structure to be constructed first, followed by the west side. This is outlined in the planset on sheets 51 and 52. Exhibit 1 — Revised Bid Tab 2-17-12 ITEM NO. DESCRIPTION UNIT QUANTITY UNIT COST TOTAL 201-00000 CLEARING AND GRUBBING (ARTHURS DITCH) L S 1 201-00000 CLEARING AND GRUBBING (SHIELDS BRIDGE) LS 1 202-00010 REMOVAL OF TREE EACH 5 202-00019 REMOVAL OF INLET EACH 5 202-00200 REMOVAL OF SIDEWALK SY 267 202-00203 REMOVAL OF CURB AND GUTTER LF 768 202-00206 REMOVAL OF CONCRETE CURB RAMP SY 13 202-00210 REMOVAL OF CONCRETE PAVEMENT SY 1,045 202-00220 REMOVAL OF ASPHALT MAT SY 2,296 202-00240 REMOVAL OF ASPHALT MAT (PLANING)(1"-4- DEPTH) SY 288 202-00250 REMOVAL OF PAVEMENT MARKING LS 1 202-00400 REMOVAL OF BRIDGE LS 1 202-00495 REMOVAL OF PORTIONS OF PRESENT STRUCTURE (CONCRETE BOX CULVERT) L S 1 203-00010 UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE) CY 589 203-00100 MUCK EXCAVATION CY 200 203-01597 POTHOLING (ARTHURS DITCH) LS 1 203-01597 POTHOLING (SHIELDS BRIDGE) LS 1 206-00000 STRUCTURE EXCAVATION CY 2,328 206-00100 STRUCTURE BACKFILL (CLASS 1) CY 1,712 206-00200 STRUCTURE BACKFILL (CLASS 2) CY 58 206-00510 FILTER MATERIAL (CLASS A) CY 108 206-00520 FILTER MATERIAL (CLASS B) CY 308 206-01750 SHORING (AREA 1) L S 1 206-01750 SHORING (AREA 2) L S 1 208-00002 EROSION LOG (12 INCH) LF 717 208-00034 GRAVEL BAG LF 62 208-00045 CONCRETE WASHOUT STRUCTURE EACH 3 208-00070 VEHICLE TRACKING PAD EACH 5 208-00205 EROSION CONTROL SUPERVISOR (ARTHURS DITCH) LS 1 208-00205 EROSION CONTROL SUPERVISOR (SHIELDS BRIDGE) LS 1 210-04010 ADJUST MANHOLE EACH 2 . 210-04050 ADJUST VALVE BOX EACH 2 210-00810 RESET GROUND SIGN EACH 2 212-00006 SEEDING (NATIVE) ACRE 0.7 212-00032 SOIL CONDITIONING ACRE 0.7 Addendum 2 Shields Street Bridge & Laporte Avenue Bridge Replacement Design Page 2 of 4 Arthur Ditch Replacement (Laporte Avenue to Whitcomb Street) January 26, 2012 South Shields Street over Latimer Canal No. 2 Addendum l — February 15, 2012 Colorado Project No. BRO M455-100 Construction Subaccount No. 17905 REVISION OF SECTION 108 SPECIALTY ITEMS Section 108 of the Standard Specifications is hereby revised for this project as follows: Subsection 108.01 shall include the following: The following items are designated as "Specialty Items" for this project: Specialty Items (t) Pedestrian Railing (Steel) (Special) (2) Inlet (Special) (3) Curb (Special) (4) Curb and Gutter Type 2 (Section II-B) (Special) (6"-12" Curb Face) 15 Arthur Ditch Replacement (Laporte Avenue to Whitcomb Street) January 26, 2012 South Shields Street over Latimer Canal No. 2 Addendum I — February 15, 2012 Colorado Project No. BRO M455-100 Construction Subaccount No. 17905 REVISION OF SECTION 630 CONSTRUCTION ZONE TRAFFIC CONTROL Section 630 of the Standard Specifications is hereby revised for this project as follows DESCRIPTION Subsection 630.01 shall include the following: The Contractor shall submit detailed traffic control plans (TCP) with the proposed method for handling traffic (MHT). A traffic control phasing overview is provided in the plans for guidelines in the preparation of the MHT's. Upon approval, a copy of the approved MHT shall be available at the project site at all times. CONSTRUCTION REQUIREMENTS Subsection 630.09 shall include the following: Minimal temporary striping shall be used as part of the project. Removal of temporary striping by grinding will not be allowed. A full time Traffic Control Supervisor (TCS) will be required for the duration of the project, including during the full closure of the Laporte/Whitcomb Bridge Replacement phase. During working days the TCS is required to check and adjust the site accordingly prior to construction crews leaving the site. The TCS is required to check and adjust the site on non -working days. METHOD OF MEASUREMENT Subsection 630.14 shall include the following: Payment for traffic control shall be lump sum including all items necessary to complete the work excluding Flagging, Traffic Control Inspection and Traffic Control Management. BASIS OF PAYMENT Subsection 630.15 shalt include the following: Two portable message signs will be required for the project for the proposed closure of South Shields Street described previously. Provide message boards a minimum of seven days prior to initiating any work. Pay Item Pay Unit Construction Zone Traffic Control (Arthurs Ditch) Lump Sum Construction Zone Traffic Control (Shields Bridge) Lump Sum Temporary pavement markings and removal of temporary pavement markings is not paid for separately and is included in the items for construction zone traffic control and removal of pavement markings. All items (including but not limited to construction signs, cones, barrels, barriers, barricades, etc.) required for project traffic control for all activities of work is included in the item bid for Construction Zone Traffic Control (LS). Traffic Control Supervisor will not be paid for separately but shall be included in Traffic Control Management and Traffic Control Inspection. Traffic Control Management shall cover project working days. Traffic Control Inspection shall cover project non -working days 67 February 3, 2011 REVISION OF SECTION 412 PORTLAND CEMENT CONCRETE PAVEMENT FINISHING Section 412 of the Standard Specifications is hereby revised for this project as follows: Delete subsection 412.12(a) and replace it with the following: (a) Hand Finishing. Hand finishing should be minimized wherever possible. The Engineer shall be notified prior to hand finishing work and the proposed hand finished work shall be addressed in the Quality Control Plan for concrete finishing. Unless otherwise specified, hand finishing methods will be permitted only under the following conditions. Hand finished concrete shall be struck off and screeded with a portable screed that is at least 2 feet longer than the maximum width of the slab to be struck off. It shall be sufficiently rigid to retain its shape. Concrete shall be thoroughly consolidated by hand vibrators. Hand finishing shall not be allowed after concrete has been in -place for more than 30 minutes or when initial set has begun unless otherwise approved by the Engineer. Finishing tools made of aluminum shall not be used. The Contractor shall provide a Quality Control Plan (QCP) to ensure that proper hand finishing is accomplished in accordance with current Industry standards in the concrete pavement placement. It shall also identify the Contractor's method for ensuring that the provisions of the QCP are met. The QCP shall be submitted to the Engineer at the Preconstruction Conference. Paving operations shall not begin until the Engineer has approved the QCP. The QCP shall identify and address issues affecting the quality of finished concrete pavement including but not limited to: (1) Timing of hand finishing operations (2) Methodology to place and transport concrete (3) Equipment and tools to be utilized (4) Qualifications and training of finishers and supervisors When the Engineer determines that any element of the approved QCP is not being implemented or that hand finished concrete is unacceptable, work shall be suspended. The Contractor shall supply a written plan to address improperly placed material and how to remedy future hand finishing failures and bring the work into compliance with the QCP. The Engineer will review the plan for acceptability prior to authorizing the resumption of operations. 68 July 28, 2011 REVISION OF SECTION 703 CONCRETE AGGREGATES Section 703 of the Standard Specifications is hereby revised for this project as follows Delete the second paragraph of subsection 703.00 and Table 703-1. Delete subsections 703.01 and 703.02 and replace with the following 703.01 Fine Aggregate for Concrete. Fine aggregate for concrete shall conform to the requirements of AASHTO M 6, Class A. The minimum sand equivalent, as tested in accordance with Colorado Procedure 37 shall be 80 unless otherwise specified. The fineness modulus, as determined by AASHTO T 27, shall not be less than 2.50 or greater than 3.50 unless otherwise approved. 703.02 Coarse Aggregate for Concrete. Coarse aggregate for concrete shall conform to the requirements of AASHTO M 80, Class A aggregates, except that the percentage of wear shall not exceed 45 when tested in accordance with AASHTO T 96. January 20, 2012 REVISION OF SECTION 712 GEOTEXTILES Section 712 of the Standard Specifications is hereby revised for this project as follows: In subsection 712.08, third paragraph, delete the last sentence and replace with the following: The current list of products that meet these requirements is located at: https://www.dot.ny.gov. In subsection 712.08, delete Table 712-2 and replace with the following Table 712-2 TYPICAL VALUES OF PERMEABILITY COEFFICIENTS' Particle Effectiv Size Range a Millimeters (inches) SizeCoefficient Permeability Turbulent Flow k D max D min mm cm/s (inches) Derrick STONE 3000 (120) -,900 (36) 1200 100 One-man STONE 300 (12) 100 (4)� 150 (6) 30 Clean, fine to -- 80'(3) 10-('/<) - 13 (''/2) 10 coarse GRAVEL Fine, uniform 8 (%) 1.5 ('/16) 3 ('/) 5 GRAVEL Very coarse, clean, _ 3, �,� ;, 0.8032) ' 1.5'('/1s) 3 uniform SAND Laminar Flow Uniform, coarse 2 (%) 0.5 ('/64) 0.6 0.4 SAND Uniform, medium 0.5 0.25° 0`:3 ' 0 1 SAND. Clean, well -graded �10 — 0.05 0.1 0.01 SAND & GRAVEL Uniform, fifine SAND '�-0.25 _ 6. 5 _ • 0.06, : _ 40_.x.10 5 0.01 �0.02 4 x 10-4 Well -graded, silty SAND & GRAVEL _ Silty_SAND 2 " _ 0.005• ' '0:01 _ Uniform SILT 0.05__ 0.005 0.006 —0.5 x 10'_ ,Sandy CLVY__ 1_.0 0.001 0.002 ^_ 0:05 x O Silty CLAY 0.001_ 0.05� 0,0015 - 0.01 x 10'J_ CLAY (30% to 50% 0:05—� 0.0008 _ 0.001-x 10-4 clay Sizes) .0.0005 Colloidal CLAY (-2 0.01 10 40 109 pm 50%) Basic Soils Engineenng,.RX. Hough, 2nd Edition, Ronald Pess Co:; 1969, Page.76. '. I -Note: Since -the permeability' coefficient of the soil will be unknown inmost non -critical, non -severe applications for erosion control and drainage; the soil -permeability coefficients listed in Table 7122 may - be used as a guide for comparing the permeability coefficient of the fabric with that of the in -place soil 70 February 3, 2011 PARTNERING PROGRAM The Colorado Department of Transportation actively encourages partnering and invites the Contractor and his subcontractors and suppliers to participate in a voluntary partnering agreement for this project. The following information summarizes the partnering process. More information is available through the Resident Engineer listed in the project special provisions. This partnership will be structured to draw on the strengths of each organization to identify and achieve mutual goals. The objectives are effective and efficient Contract performance with reciprocal cooperation, and completion within budget, on schedule, and in accordance with the Contract. This partnership will be bilateral in make-up and all costs associated with this partnership will be agreed to by both parties and will be shared equally. The Contractor shall assume full responsibility for all costs associated with partnering during the implementation of the partnering process. CDOT will reimburse the Contractor for the agreed amount. The CDOT Program Engineer or the Resident Engineer will contact the Contractor within ten days after the award of this project to ask if the Contractor wants to implement this partnership initiative. If the Contractor agrees, the Contractor's on -site project manager shall meet with CDOT's Resident Engineer to plan a partnering development and team building workshop. At this planning session, arrangements shall be made to determine the facilitator and the workshop, attendees, agenda, duration, and location. The workshop shall be held prior to the commencement of any major work item and preferably before the preconstruction conference. The following persons shall attend the workshop: CDOT's Resident Engineer, Project Engineer, and key project personnel; the Contractor's on -site project manager and key project supervision personnel; and the subcontractors' key project supervision personnel. The following personnel shall also be invited to attend as needed: project design engineer, key local government personnel, suppliers, design consultants, CDOT maintenance foreman, CDOT environmental manager, key railroad personnel, and key utility personnel. The Contractor and CDOT shall also have Regional or District managers and Corporate or State level managers on the partnering team. Follow-up workshops may be held periodically throughout the duration of the Contract as agreed by the Contractor and the Engineer at the initial workshop. A closeout workshop shall be held to evaluate the effectiveness of the partnership. The establishment of a partnership charter, which identifies the workshop participants' mutual goals on the project, will not change the legal relationship of the parties to the Contract or relieve either party from any terms of the Contract. 6 - Shield S reet Geotechnical Report & Addendum CTLITHOMPSON GEOTECHNICAL INVESTIGATION SHIELDS STREET BRIDGE REPLACEMENT SOUTH SHIELDS STREET AT CENTRE AVENUE FORT COLLINS, COLORADO Prepared For: CITY OF FORT COLLINS — ENGINEERING DEPARTMENT 281 North College Avenue P.O. Box 5808 Fort Collins, Colorado 80522-0580 Attention: Mr. Jin Wang, PE Project No. FC05113-125 February 8, 2010 35 i Linden Street I Suite 140 1 Fort Collins, Colorado 80524 1 Phone: 970-206-9455 1 Fax: 970-206-9441 I IF TABLE OF CONTENTS SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 2 PROPOSED CONSTRUCTION 2 INVESTIGATION 3 SUBSURFACE CONDITIONS 3 Ground Water 3 Seismicity 4 SITE DEVELOPMENT 4 Existing Fill and Structures 4 Fill Placement 5 Excavation 6 Dewatering 7 FOUNDATIONS 8 Footings 9 Drilled Piers Bottomed in Bedrock 10 Driven Piles 11 Laterally Loaded Piers and Piles 12 Wing Walls 13 SCOUR 15 APPROACH APRONS 15 WATER-SOLUBLE SULFATES 16 LIMITATIONS 16 FIGURE 1 — LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 — SUMMARY LOGS OF EXPLORATORY BORINGS FIGURE 3 — EXAMPLE LATERAL EARTH PRESSURE DISTRIBUTIONS FIGURE 4—TYPICAL EARTH RETAINING WALL DRAIN APPENDIX A — RESULTS OF LABORATORY TESTING APPENDIX B — SAMPLE SITE GRADING SPECIFICATIONS SCOPE This report presents the results of our Geotechnical Investigation for the proposed Shields Street Bridge Replacement project located at Larimer County Canal Number 2 in Fort Collins, Colorado. The purpose of the investigation was to evaluate the subsurface conditions and provide foundation recommendations and geotechnical design criteria for the project. The report was prepared from data developed during field exploration, laboratory testing, engineering analysis and experience with similar conditions. The report includes a description of subsurface conditions found in our exploratory borings and discussions of site development as influenced by geotechnical considerations. Our opinions and recommendations regarding design criteria and construction details for foundations, lateral earth loads, and drainage are provided. If changes to the proposed construction are made, we should be notified and we may revise our recommendations. Our opinions are summarized in the following paragraphs. Further descriptions of the subsurface conditions, results of our field and laboratory investigations and our opinions, conclusions and recommendations are included in the subsequent sections of this report. SUMMARY OF CONCLUSIONS Soils encountered in our borings consisted of approximately 9 to 10 feet of sandy clay and clayey sand fill over sandy clay and silty to gravelly sand. Claystone bedrock was encountered at a depth of 29 and 32 feet below the existing ground surface. 2. Ground water was measured at depths ranging from 19%2 to 21 feet. Existing groundwater levels are not expected to affect the proposed construction; however, we anticipate groundwater levels will rise due to irrigation usage in nearby water features which will likely affect the proposed construction. 3. Existing fill was encountered in both of our borings to depths of 9 and 10 feet. The fill was likely placed during previous site grading activities or during the construction of the existing culvert. We should be provided with records of compaction testing and observation of existing fill placement for our review to help us evaluate whether the fill is suitable for support of the proposed improvements. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTLIT PROJECT NO. FC05113-125 IF If records of existing fill placement are not available, shallow foundation and pavements constructed on the existing fill will be susceptible to movement and associated damages. If records are not available, we recommend removal and recompaction of the existing fill beneath the proposed improvements. 4. We believe the proposed structure can be constructed on footing foundations. Deep foundations consisting of drilled piers or driven piles may be used as an alternative. If integral with the abutments, wing walls should be founded on a similar foundation system. Foundation discussion and criteria for footing, drilled pier, and driven pile foundations are provided in this report. SITE CONDITIONS The site is located approximately 600 feet north of the intersection of Shields Street and Centre Avenue in Fort Collins, Colorado (Figure 1). At this location, South Shields Street spans the Larimer County Canal Number 2 which flows west to east under the roadway. During our investigation, there was no water in the canal. Based on surveying measurements taken by a representative of our firm, the flow line of the ditch was approximately 9 to 14 feet below the existing roadway surface. To the south of the Larimer County Canal Number 2, the New Mercer Ditch flows adjacent to the crossing. At the bridge crossing, the roadway has a gradual slope to the north with ground cover consisting of asphaltic concrete pavement for South Shields Street and curb and gutter, sidewalks, and mature landscaping in adjacent areas. PROPOSED CONSTRUCTION The current crossing was constructed as a retrofitted bridge/culvert structure resulting from periodic road widening over the life time of the structure. We understand the crossing is showing fatigue including footings being exposed by scouring and cracking on the underslab of the bridge between concrete girders. We were unable to measure the top of the footing elevation during our site visit due to ice in the channel, but have assumed existing footing elevations are close to the elevation of the flow line of the channel (assumed El. 84.5). We have anticipated the new bridge abutment elevations will extend, at a minimum, down to existing footing elevations. Scour depths may result in deeper foundation depths. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT2 CTL I T PROJECT NO. FC051 13-125 212-00100 TREE RETENTION AND PROTECTION (ARTHURS DITCH) LS 1 212-00100 TREE RETENTION AND PROTECTION (SHIELDS BRIDGE) LS 1 213-00002 MULCHING (WEED FREE HAY) ACRE 0.7 214-00230 DECIDUOUS TREE (3 INCH CALIPER) EACH 9 304-05000 AGGREGATE BASE COURSE (CLASS 5) TON 783 403-32821 HOT MIX ASPHALT (GRADING SG) (100) (PG 58-28) (TEMPORARY PAVEMENT) TON 95 403-32821 HOT MIX ASPHALT (GRADING SG) (100) (PG 58-28) TON 369 403-33821 HOT MIX ASPHALT (GRADING S) (100) (PG 58-28) TON 125 403-33851 HOT MIX ASPHALT (GRADING S) (100) (PG 64-28) TON 60 412-00600 CONCRETE PAVEMENT (6-INCH) SY 23 412-00950 CONCRETE PAVEMENT(9-1/2 INCH) SY 1,098 420-00112 GEOTEXTILE (DRAINAGE) (CLASS 1) SY 264 420-00133 GEOTEXTILE (SEPARATOR) (CLASS 2) SY 150 502-00460 PILE TIP EACH 22 502-11274 STEELL PILING (HP 12X74) LF 1 803 506-00218 RIPRAP (18 INCH) CY 240 506-01020 GEOGRID REINFORCEMENT SY 550 514-00200 PEDESTRIAN RAILING (STEEL) (SPECIAL) LF 139 515-00400 CONCRETE SEALER BY 301 601-03020 CONCRETE CLASS D (MISCELLANEOUS) (COLORED) TYPE 1 CY 69 601-03020 CONCRETE CLASS D (MISCELLANEOUS) (COLORED) TYPE 2 CY 65 601-03030 CONCRETE CLASS 0 (BOX CULVERT) CY 444 601-03040 CONCRETE CLASS D (BRIDGE) CY 378 601-05540 CONCRETE CLASS HT (DECK TOPPING) CY 36 601-40300 STRUCTURAL CONCRETE COATING SY 280 602-00000 REINFORCING STEEL LB 65,546 602-00020 REINFORCING STEEL (EPDXY COATED) LB 77,938 602-00060 REINFORCING STEEL SPLICE EACH 138 604-19000 INLET (SPECIAL) EACH 4 604-50200 MANHOLE RING AND COVER EACH 2 606-30010 DECORATIVE COLUMN TYPE 1 EACH 6 606-30020 DECORATIVE COLUMN TYPE 2 EACH 4 608-00006 CONCRETE SIDEWALK (6 INCH) SY 221 608-00010 CONCRETE CURB RAMP SY 32 ' 609-21020 CURB AND GUTTER TYPE 2 (SECTION II-B) LF 150 609-21023 CURB AND GUTTER TYPE 2 (SECTION II-6) (SPECIAL) (6"-12" CURB FACE) LF 421 Addendum 2 Shields Street Bridge & Laporte Avenue Bridge Replacement Design Page 3 of 4 0 INVESTIGATION Subsurface conditions at the site were investigated by drilling two borings, one at each bridge/culvert abutment. The approximate locations of the borings are shown on Figure 1. Our field representative observed drilling, logged the soils and bedrock found in the borings and obtained samples. Summary logs of the borings, including results of field penetration resistance tests, are presented on Figure 2. Samples obtained during drilling were returned to our laboratory and visually examined by the geotechnical engineer for this project. Laboratory testing included moisture content, dry density, swell -consolidation, gradation, Atterberg limits, and water- soluble sulfate tests. Results of laboratory tests are presented in Appendix A and summarized on Table A -I. SUBSURFACE CONDITIONS Pavement materials encountered in our borings included approximately 12 inches of asphaltic concrete; no aggregate base course was found below the asphalt. Soils encountered in our borings consisted of approximately 9 to 10 feet of sandy clay and clayey sand fill over sandy clay and silty to gravelly sand. Claystone bedrock with sandstone interbeds was encountered at a depth of 29 and 32 feet below the existing ground surface. The upper 6 to 6%2 feet of bedrock encountered was considered weathered. Clay and claystone samples tested during laboratory swell -consolidation testing showed no movement or low swell when wetted under a confining pressure of 1,000 psf. Further descriptions of the subsurface conditions are presented on our boring logs (Figure 2) and in our laboratory testing (Appendix A). Ground Water Ground water was measured at depths ranging from 19'/2 to 21 feet. Existing groundwater levels are not expected to affect the proposed construction. However, we anticipate groundwater levels will rise due to irrigation usage in the Larimer County Canal Number 2, New Mercer Ditch, and other nearby water features which will likely CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 3 CTLIT PROJECT NO. FC05113-125 affect the proposed construction. During the time the ditch is.in use, water levels will be above footing elevations. Seismicity This area, like most of central Colorado, is subject to a low degree of seismic risk. No indications of recent movements of any of the faults in the Larimer County area have been reported in the available geologic literature. As in most areas of recognized low seismicity, the record of the past earthquake activity in Colorado is somewhat incomplete. According to the 2006 International Building Code and the subsurface conditions encountered in our borings, this site classifies as a Site Class D. Only minor damage to relatively new, properly designed and built buildings would be expected. Wind loads, not seismic considerations, typically govern dynamic structural design in this area. A Remi Survey can be used to determine the shear wave velocities at the sites. A survey of this type may result in a lower seismic site class (Site Class C). However, in our experience this is unlikely. SITE DEVELOPMENT Existino Fill and Structures Existing fill was encountered in both borings to depths of approximately 9 to 10 feet. Deeper fill areas may be encountered during site development. The fill was likely placed during previous construction at the site. We should be provided with records of compaction testing and observation of existing fill placement for our review to help us evaluate whether the fill is suitable for support of the proposed improvements. If records of existing fill placement are not available, shallow foundation and pavements constructed on the existing fill will be susceptible to movement and associated damages. If records are not available, we recommend removal and recompaction of the existing fill beneath the proposed improvements. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 4 CTL I T PROJECT NO. FC051 13-125 The fill removal area should extend beyond the footprint of the bridge abutments at least 5 feet. If the excavations to remove existing fill are deeper than about 10 feet in the planned construction area, additional measures should be considered to reduce the potential settlement of backfill. We should be advised if any of the excavations are deeper than 10 feet below the proposed roadway elevations. The excavation can be filled with on -site soils, moisture -conditioned and compacted as described in the Fill Placement section of this report. This procedure should remove the existing fill and provide more uniform support for improvements. The existing fill can also affect pavements and concrete flatwork. The lowest risk alternative for pavement and flatwork would also be complete removal and recompaction. The cost could be significant. If the owner can accept a risk of some movement and distress in these areas then partial depth removal is an alternative. We suggest removal of the existing fill to a depth of 1 to 2 feet below existing grade, proof rolling the exposed subgrade, and additional removal or stabilization of areas where soft, yielding or organic soils or debris is encountered. After this, fill placement can proceed to construction grades. Fill Placement The existing on -site soils are suitable for re -use as fill material provided debris or deleterious organic materials are removed. If import material is required, we recommend importing granular soils. Import fill should contain 10 to 40 percent silt and clay -sized particles (percent passing No. 200 sieve) and exhibit a liquid limit less than 30 and a plasticity index less than 15. Areas to receive less than 10 feet of fill should be scarified, moisture -conditioned and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Areas that will require more than 10 feet of fill will require special method. We should be contacted in this event to provide guidance. The properties of the fill will affect the performance of foundations, slabs -on - grade, and pavements. Sand soils used as fill should be moistened to within 2 percent CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 5 CTL I T PROJECT NO. FC051 13- 125 of optimum moisture content. The fill should be moisture -conditioned, placed in thin, loose lifts (8 inches or less) and compacted as described above. Placement and compaction of fill should be observed and tested by a representative of our firm during construction. Fill placement and compaction activities should not be conducted when the fill material or subgrade is frozen Site grading in areas of landscaping where no future improvements are planned can be placed at a dry density of at least 90 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Example site grading specifications are presented in Appendix B. Excavation The soils found in our borings can be excavated using conventional heavy-duty excavation equipment. The claystone encountered below the soils may require other more rigorous excavation techniques such as ripping; however we do not believe excavation will encounter bedrock at this site. Excavations should be sloped or shored to meet local, state and federal safety regulations. Based on our investigation and OSHA standards, we believe the sand and gravel classify as Type C soils and the clay classifies as Type A soil. Type C soils require a maximum slope inclination of 1.5:1 in dry conditions. Type A soils require a maximum slope inclination of 3/a:1 (horizontal:vertical) in dry conditions. Excavation slopes specified by OSHA are dependent upon types of soil and groundwater conditions encountered. The contractor's "competent person" should identify the soils encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Stockpiles of soils and equipment should not be placed within a horizontal distance equal to one-half the excavation depth, from the edge of excavation. Excavations deeper than 20 feet should be braced or a professional engineer should design the slopes. The width of the top of an excavation may be limited in some areas. Bracing or "trench box" construction may be necessary. Bracing systems include sheet piling, braced sheeting and others. Lateral loads on bracing depend on the depth of excavation, slope of excavation above the bracing, surface loads, hydrostatic pressures, CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 6 CTL i T PROJECT NO. FC05113-125 and allowable movement. For trench boxes and bracing allowed to move enough to mobilize the strength of the soils, with associated cracking of the ground surface, the "active" earth pressure conditions are appropriate for design. If movement is not tolerable, the "at rest" earth pressures are appropriate. We suggest an equivalent fluid density of 40 pcf for the "active" earth pressure condition and 55 pcf for the "at rest' earth pressure condition, assuming level backfill. These pressures do not include allowances for surcharge loading or for hydrostatic conditions. We are available to assist further with bracing design if desired. Water and sewer lines are often constructed beneath pavement areas. Compaction of trench backfill can have a significant effect on the life and serviceability of pavements. We recommend trench backfill be moisture conditioned and compacted as described above. Placement and compaction of fill and backfill should be observed and tested by a representative of our firm during construction. Dewaterina Ground water was encountered in our borings at depths of 191/2 feet and 211/2 feet. Groundwater levels and water levels in the Fossil Creek Reservoir Inlet Ditch may rise or fall with seasons. Depending on the time of construction and water levels in the Fossil Creek Reservoir Inlet Ditch, groundwater levels could be higher than measured in our borings. Excavations will likely encounter saturated soil and/or ground water. Seasonal scheduling for construction will have significant impact on construction. Excavations within approximately 2 to 3 feet of ground water should consider temporary dewatering prior to and/or during construction. Dewatering can be accomplished using a series of trenches, sumps, and granular materials from which water can be pumped, or by a system of well points. The sumps should be several feet below the bottom of the excavations to pump water down through the soil rather than up through the bottom of the excavation. Pumping water up through the base of the excavation will likely result in destabilization of the base of the excavation. The ground surface surrounding the excavation should be sloped to direct runoff away from the excavation. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL1 T PROJECT NO. FC05113-125 For excavations planned several feet below groundwater levels, a series of well points may be needed to dewater the excavation effectively. The contractor should anticipate extensive dewatering and possibly caving soils in excavations below the water table. The design of a well point system will likely require further exploratory drilling to deeper depths and permeability tests both of which were not in the scope of this study. We are available to help with this design if requested. FOUNDATIONS We have considered several foundation types for the bridge abutments including footings, drilled piers, driven piles, and helical piers. At the time of writing this report, the depths of anticipated abutments were not known. We have assumed the abutments, at a minimum, will be at the same elevation as the flow line of the ditch (EL 84.5). The abutments will likely extend deeper for scour depths (see SCOUR below). Sandy clay was encountered at anticipated foundation elevations. Clay and claystone samples tested during laboratory swell -consolidation testing showed no movement or low swell when wetted under a confining pressure of 1,000 psf. We believe footing foundations are appropriate for the subsurface conditions encountered. Based on conversations with PBS&J, a deep foundation system could be considered at this site. Deep foundations discussed were drilled piers, driven piles, and helical piers. We were requested to provide recommendations for drilled piers and driven piles. We believe helical piers would be an appropriate alternative for the subsurface conditions encountered and can be provided upon request. Design and construction criteria for footing, drilled pier, and driven pile foundations are provided below. These criteria were developed from analysis of field and laboratory data and our experience. We estimate potential foundation movements of up to one inch could occur for foundations designed and constructed to the criteria below. The recommended foundation can be used provided all design and construction criteria presented in this report are followed. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 8 CTL I T PROJECT NO. FC05113-125 Footings Footings should be constructed on undisturbed natural soils or properly compacted, engineered fill (see Fill Placement). Recommendations regarding acceptability or removal and replacement of existing fill below foundations are presented in the Existing Fill section of the report. Where soil is loosened during excavation, it should be removed and replaced with on -site soils compacted following the criteria in the Fill Placement section of this report. 2. Footings constructed on the natural soils and/or properly compacted fill can be designed for an ultimate soil pressure of 6,000 psf using the LRFD design method. This value corresponds to an allowable soil pressure of 2,000 psf using the ASD design method. The resistance factor for foundation design will need to be calculated when the ratio of deadload to live load is determined. The soil pressure can be increased 33 percent for transient loads such as wind or seismic loads. The ultimate capacity using LRFD method assumes a weighted load factor of 1.5 and a resistance factor of 0.5. 3. Footings should have a minimum width of at least 16 inches. Foundations for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes may be required depending on loads and the structural system used. 4. The soils beneath footing pads can be assigned an ultimate coefficient of friction of 0.4 to resist lateral loads. The ability of grade beams, or footing backfill to resist lateral loads can be calculated using a passive equivalent fluid pressure of 300 pcf. This assumes the backfill is densely compacted and will not be removed. Backfill should be placed and compacted to the criteria in the Fill Placement section of the report. 5. Exterior footings should be protected from frost action. We believe 30 inches of frost cover is appropriate for this site. 6. Foundation walls and grade beams should be well reinforced both top and bottom. We recommend the amount of steel equivalent to that required for a simply supported span of 15 feet. 7. Completed footing excavations should be observed by a representative of our firm to confirm that the subsurface conditions are similar to those found in our borings. Occasional loose soils may be found in foundation excavations. If this occurs, we recommend the loose soils be treated as discussed in Item 1 above. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 9 CTL I T PROJECT NO. FC051 13-125 Drilled Piers Bottomed in Bedrock 1. Piers should bottom in competent bedrock and have a minimum penetration into claystone bedrock of at least 8 feet. 2. Piers should be designed for an ultimate end bearing capacity, qp, of 105,000 psf and an ultimate skin friction capacity, qs, of 7,500 psf required for the LRFD method. These values correspond to a maximum allowable end pressure of 35,000 psf and an allowable skin friction of 2,500 psf for the portion of the pier in bedrock using the ASD method. The resistance factor for foundation design will need to be calculated when the ratio of deadload to live load is determined. Skin friction should be neglected for the portion of the pier in overburden soils or within 3 feet of grade beams, but can be considered for the portion of the pier in weathered bedrock. The ultimate capacities using LRFD method assume a weighted load factor of 1.5 and a resistance factor of 0.5 for end bearing and side shear values. 3. Piers should be designed with a length/diameter ratio less than 30. 4. Shear rings should be installed in the portion of the piers in bedrock. We recommend provision of shear rings that extend about 3 inches beyond the pier shaft to increase the load transfer through skin friction. These shear rings should be spaced about 2 feet on -center for the portion of the pier in bedrock. 5. Pier drilling should produce shafts with relatively undisturbed bedrock exposed. Excessive remolding and caking of bedrock cuttings on pier walls should be removed. 6. Piers should be reinforced their full length with sufficient reinforcing steel to resist a tensile load in the event of swelling. A minimum steel -to -pier cross -sectional area ratio of 0.005 using Grade 60 steel is recommended. Reinforcement should extend into grade beams and foundation walls. 7. Abutments should be well reinforced. The structural engineer should design the reinforcement. 8. Piers should have a center -to -center spacing of at least three pier diameters when designing for vertical loading conditions, or they should be designed as a group. Piers aligned in the direction of lateral forces should have a center -to -center spacing of at least six pier diameters. Reductions for closely spaced piers are discussed in the following section. 9. Concrete should have a slump of 6 inches (+/- 1 inch). Concrete should be ready and placed in the pier holes immediately after the holes are drilled, cleaned, observed and the reinforcing steel is set. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 10 CTLI T PROJECT NO. FC05113-125 10. Ground water was encountered in our borings. Where ground water is encountered during drilling, pump or tremie pipe placement of concrete may be required for proper cleaning, dewatering, and placement of concrete during pier installation. Concrete should not be placed by free fall in pier holes containing more than 3 inches of water. 11. We anticipate casing may be required for piers. Concrete should be ready and placed in the pier holes immediately after the holes are drilled, cleaned and observed and reinforcing steel set. At least 5 feet of concrete should be maintained above the groundwater level prior to (and during) casing removal. 12. Some pier -drilling contractors use casing with an O.D. equal to the specified pier diameter. This results in a pier diameter less than specified, typically on the order of 2 inches smaller in diameter. The design and specification of piers should consider the alternatives. If full size casing is desired (I.D. of casing equal to specified pier diameter) it should be clearly specified. If design considers the potential reduction in diameter, then the specification should include a tolerance for a smaller diameter for cased piers. 13. Some movement of the drilled pier foundation is anticipated to mobilize the skin friction. We estimate this movement to be on the order of 1/4 to 1/2 inch. Differential movement may be equal to the total movement. 14. The installation of the drilled pier foundations should be observed by a representative of our firm to confirm the piers are bottomed in the proper bearing strata and to observe the contractor's installation procedures. Driven Piles Piles can consist of steel H piles with tip reinforcement or closed end, concrete filled, thick walled, steel pipe piles driven to "practical" refusal in the bedrock. 2. The maximum allowable pile capacity should not exceed the rated working stress for the steel section. 3. A combined skin friction and end bearing ultimate capacity of 27 kips per square inch (ksi) times the cross -sectional area of the pile is recommended for driven piles with Grade 36 steel. For Grade 50 steel, the ultimate capacity should be increased to 36 ksi. The ultimate capacity assumes a weighted load factor of 1.5 and the resistance factor of 0.5 from AASHTO Article 6.5.4.2. 4. Piles should be driven to penetrate into the bedrock or to practical refusal. We define "practical" refusal at this site as an average penetration of 0.25 inch or less for the final ten blows. The hammer for pile driving should be operated at manufacturer's recommended stroke and speed when "practical refusal" is measured. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 11 CTLIT PROJECT NO. FC05113-125 5. We estimate a HP 10 x 42 driven .to refusal will penetrate the claystone about 3 feet, an HP 12 x 74 about 2 feet and a closed end pipe pile about 1 foot. We recommend pile tips extend at least 3 feet into bedrock. Therefore predrilling will likely be required considering subsurface conditions at this site. 6. The manufacturer's rated energy output of the hammer should be between 1,600 to 2,000 foot-pounds per square inch of steel section. The hammer should be operating at the manufacturer's recommended stroke and speed when final pile depths are reached. 7. The efficiency of the hammer and impact should be monitored during driving. The contractor should select a driving hammer and cushion combination which is capable of installing the selected piles without over- stressing the pile. The contractor should submit the pile driving plan and the pile hammer/cushion combination to the engineer for evaluation of the driving stress in advance of the pile installation. 8. Vertical piles should be driven plumb to within 1.5% of the pile length. Battered piles should be driven to within 1.5% of the pile length of the planned batter. 9. Lateral resistance to horizontal loads can be provided by battered piles or as discussed in the Laterally Loaded Piers and Piles subsection below. It is normal to assume a battered pile can resist the same axial load as a vertical pile of the same type and size driven to the same tip elevation. The vertical and horizontal load components will depend upon the batter. Batter should not exceed 1:4 (horizontal to vertical). 10. Groups of piles required to support concentrated loads will require an appropriate reduction of the estimated bearing capacity based on the effective envelope area of the pile group. This reduction can be avoided by spacing piles a distance of at least 3 diameters center to center. Pile groups spaced less than 3 diameters center to center should be studied on an individual basis to determine the appropriate reduction for both lateral and axial capacities. Laterally Loaded Piers and Piles Several methods are available to analyze laterally loaded piers. With a pier or pile length to diameter ratio of 7 or greater, we believe the method of analysis developed by Matlock and Reese is most appropriate. The method is an iterative procedure using applied loading and soil profile to develop deflection and moment versus depth curves. The computer programs LPILE and COM624 were developed to perform this procedure. Suggested criteria for LPILE analysis are presented in the following table. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 12 CTLI T PROJECT NO. FC05113-125 609-71000 CURB (SPECIAL) LF 177 613-00300 3 INCH ELECTRICAL CONDUIT LF 1,793 618-00000 PRESTRESSING STEEL BAR LB 2,397 618-06036 PRESTRESSED CONCRETE SLAB (DEPTH GREATER THAN 13 INCHES) SF 4,254 620-00020 SANITARY FACILITY EACH 2 626-00000 MOBILIZATION (ARTHURS DITCH) L S 1 626-00000 MOBILIZATION (SHIELDS BRIDGE) LS 1 627-00011 PAVEMENT MARKING PAINT (WATERBORNE) GAL 8 630-00000 CONSTRUCTION ZONE TRAFFIC CONTROL (ARTHURS DITCH) LS 1 630-00000 CONSTRUCTION ZONE TRAFFIC CONTROL (SHIELDS BRIDGE) LS 1 630-00000 FLAGGING HOUR 1,720 630-00007 TRAFFIC CONTROL INSPECTION DAY 105 630-00012 TRAFFIC CONTROL MANAGEMENT DAY 290 630-80359 PORTABLE MESSAGE SIGN PANEL DAY 10 630-85006 IMPACT ATTENUATOR (SAND FILLED PLASTIC BARREL) (TEMPORARY) EACH 15 TOTAL 810 (FOR PERFORMANCE AND PAYMENT BONDS, AND LOBE GOALS) ADDITIONAL COSTS 700-70010 F/A MINOR CONTRACT REVISIONS FA 1 5375,000.00 $375,000.00 700-70011 F/A PARTNERING FA 1 $6,000.00 56,000.00 700-70016 F/A FUEL COST ADJUSTMENT FA 1 $5,000.00 55.000.00 700-70018 F/A ROADWAY SMOOTHNESS INCENTIVE FA 1 $3,000.00 $3,000.00 700-70019 F/A ASPHALT CEMENT COST ADJUSTMENT FA i S15,000.00 $15,000.00 700-70023 F/A ON-THE-JOB TRAINEE FA 1 $1,920.00 $1,920.00 700-70380 F/A EROSION CONTROL FA 1 $7,000.00 $7,000.00 TOTAL ADDITIONAL COSTS $412,920.00 TOTAL BASE BID TOTAL BASE BID IN WORDS (CONTRACT VALUE): Addendum 2 Shields Street Bridge & Laporte Avenue Bridge Replacement Design Page 4 of 4 0 TABLE A SOIL INPUT DATA FOR LPILE or COM624 : .r 5 +.� F ° : :r, _2 i ( 5 'ti' <d rF �� �.f I. $ ��EP'- tGla yp�Soil`s, � � YY'T �� Sh G`ranularSolls ;t 1- 1i � .suXi+E.*fr V'a tBetlrock� Y x �� f • x ,�� Material Type Stiff Clay w/ Free Water Sand Stiff Clay w/o Free Water Effective Unit Weight (pci) 0.03 0.03 0.035 Cohesive Strength, c (psi) 7 - 120 Friction Angle (0) - 35 Soil Strain, E50 (in/in) 0.007 - 0.003 p-y Modulus ks (pci) 500 90 2,000 The E50 represents the strain corresponding to 50 percent of the maximum principle stress difference. Wing Walls If integral with the abutments, wing walls should be constructed on with the same foundation type as the abutments. The lateral loads acting on abutments and wing walls are dependent on the height and type of wall, backfill configuration and backfill type. For the purposes of design, we have assumed less than 10 feet of fill will be retained by abutments and wing walls and the backfill will be on -site or similar soils. Abutment and wing walls should be designed to resist lateral earth pressures that act upon the wall. Table B below provides the necessary equivalent fluid pressure values for the backfill soils anticipated at this site. The pressures given do not include allowances for surcharge loads such as sloping backfill, vehicle traffic, or excessive hydrostatic pressure. TABLE B FrJI IIVAI FNT PI i IIr) PRFSSURF VAI HPS ft' Loadin Condition NO, 9 uIvalen#Ffyddostattc wn Fluid WE, reaae Active (^(A) psf 40 At -Rest (^(o) psf 55 Passive ('Yp) psf 300 Horizontal Friction Coefficient 0.4 CITY OF FORT COLLINS — ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 13 CTLI T PROJECT NO. FC05113-125 The appropriate load distribution to apply for design depends not only on the soil and bedrock type, but also on the wall type and restraint. Graphical examples of typical loading conditions are presented on Figure 3. For abutment walls and wing walls that are restrained from rotation, the walls should be designed to resist the "at rest' earth pressure. For walls which are free to rotate to develop the shear strength of the soils, such as wing walls not tied to the abutments, the walls should be designed to resist the "active" earth pressure. Resistance to lateral loads can be provided by friction between concrete and soil and/or by "passive" earth pressure. Passive earth pressure should be ignored for the top 1 foot of soils against the structure since it can be easily removed with time. The proper application of these loading conditions is the responsibility of the wall designer. The hydrostatic pressure can be reduced by providing a drain and weep holes behind the abutments and wing walls. The drain should be reasonably well -graded sands and gravels with a maximum of 5 percent passing the No. 200 sieve and a maximum particle size of 3 inches that is at least 12 inches wide and placed against the back of an abutment or wing wall. The top 2 feet of backfill above the drain should be compacted clays. Weep holes should be 4 inches in diameter, spaced 10 feet center -to - center at the bottom of an abutment or wall. At least two weep holes should be provided per wall at the bottom of the wall. The back of the weep holes should connect to the drain, be protected from clogging and be screened to prevent drain materials from falling out of the weep holes. A manufactured drain such as Miradrain could be substituted for the drain sand and gravel. Manufactured drains should be installed following the manufacturers recommendations. A graphical example of a typical earth retaining wall drain is presented on Figure 4. Wall backfill should be placed in 8-inch maximum loose lifts, moistened to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). The placement and compaction of fill should be observed and tested by a representative of our firm during construction. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 14 CTL I T PROJECT NO. FC05113-125 SCOUR Erosional scour around the existing bridge abutments was not identified as a significant issue in the structure review documents, however, it was noted that one of the footing structures was exposed due to scour. No evidence of undermining of the footing was described or record of historic soil cover of the footing. The fact that it is suggested that scour uncovered a foundation element indicates water passing below the existing bridge moves quickly enough to erode soil. No design scour elevation was identified for this structure during the course of our services. Typically this value is provided by others. The soil at the site is primarily clays and sandy clays, which are typically more resistant to erosion. However, if the soils are subjected to submerged conditions for long periods of time, the resistance to erosion is significantly reduced. The provided documentation indicates the bridge area is a low spot in the ditch system and the soils below the bridge are submerged for the entire season. Generally, the two options to resolve scour concerns involve constructing the foundation elements of the bridge below anticipated scour elevations or providing armor that will resist the scour forces of the water passing the structure. For this project, founding the bridge on a deep foundation (drilled piers, driven piles or helical piles) would resolve the scour issue provided the deep foundations are designed for the post scour conditions. If the planned bridge is to be constructed on shallow foundations, we recommend extending the footings below scour elevations, which is probably deeper than the existing footings and providing channel armor to reduce scour impacts. APPROACH APRONS We understand the proposed bridge will include approach aprons. We recommend the subgrade at these sites be scarified to a depth of 12 inches below pavement depths, moisture conditioned within 2 percent of optimum moisture content, and recompacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Concrete slabs should be a minimum of 6 inches thick, or CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 15 CTLi T PROJECT NO. FC05113-125 thicker if required by local code or the owner. The slabs should be isolated from the abutment. WATER-SOLUBLE SULFATES Concrete that comes into contact with soils can be subject to sulfate attack. We measured a water-soluble sulfate concentration of 0.02 in one sample from this site. Sulfate concentrations less than 0.1 percent indicate Class 0 exposure to sulfate attack for concrete that comes into contact with the subsoils, according to the American Concrete Institute (ACI). For this level of sulfate concentration, ACI indicates any type of cement can be used for concrete that comes into contact with the soils and/or bedrock. In our experience, superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze -thaw deterioration, the water-to-cementitious material ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete should be air entrained. LIMITATIONS Although our borings were spaced to obtain a reasonably accurate picture of subsurface conditions, variations not indicated in our borings are always possible. We should observe drilled pier and driven pile installation and footing excavations to confirm soils and bedrock are similar to those found in our borings. Placement and compaction of fill, backfill, subgrade and other fills should be observed and tested by a representative of our firm during construction. We believe this investigation was conducted in a manner consistent with that level of skill and care ordinarily used by members of the profession currently practicing under similar conditions in the locality of this project. No warranty, express or implied, is made. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 16 CTL I T PROJECT NO. FC051 13-125 If we can be of further service in discussing the contents of this report or in the analysis of the building and pavement from the geotechnical point of view, please contact the undersigned. CTL I THOMPSON, INC. by: Spencer Schram, El Staff Engineer 0. C Reviewed by: J4 a' Eric D. Bernhar`dt;PE. Project Engineer CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 1 CTL I T PROJECT NO. FC051 13-125 APPROXIMATE SCALE: 1" = 50' 10. 25' 510' LEGEND: TH-1 INDICATES APPROXIMATE ® LOCATION OF EXPLORATORY BORING TBM INDICATES APPROXIMATE ® LOCATION OF TEMPORARY BENCHMARK LOCATED AT TOP OF CULVERT WING WALL (ASSUMED ELEVATION 100') I I Rolland Moore Park .aa i i I Ili Larimer County Canal No. New Mercer Canal CITY OF FORT COLLINS - ENGINEERING DEPARTMEN-( SHIELDS STREET BRIDGE REPLACEMENT CTLIT PROJECT NO. FC05113-125 PROSPECT RD. y e n STUART SIT p w = _ SITE s U/ ui a om m3 _m w Z J DRAKE RD. ^�� U z m OE a VICINITY MAP (FORT COLLINS, COLORADO) NOT TO SCALE ■o. is IF Locations of Exploratory Borings FIGURE 1 w w LL Z O a W w TH TH El. 98.5 El. 93.3.8 LEGEND: 100 100 ASPHALTIC CONCRETE 11/12 FILL, CLAY, SANDY TO SAND, CLAYEY WITH OCCASIONAL GRAVEL, SLIGHTLY MOIST TO MOIST, 95 95 STIFF TO VERY STIFF, LOOSE TO MEDIUM DENSE, 23/12 GRAY, BROWN (CL, SC) CLAY, SANDY, MOIST, STIFF, BROWN, REDDISH BROWN (CL) 90 I 90 SAND, SILTY TO GRAVELLY, WET, MEDIUM DENSE, 16112 12/12 11 REDDISH BROWN ISM, SP) rim LdWj WEATHERED CLAYSTONE, MOIST TO WET, MOIST TO WET, FIRM TO MEDIUM HARD, OLIVE GRAY 85 _ _____ 9/12 85 9/12 CLAYSTONE WITH SANDSTONE INTERBEDS, MOIST, WET, HARD TO VERY HARD, OLIVE 80 00, 10 Of 10 7f12 80 W DRIVE SAMPLE. THE SYMBOL 11112 INDICATES 11 Sz 21/12 w BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES LL WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER do Z 0 12 INCHES. a 00, w J 75 .00 75 SZ WATER LEVEL MEASURED AT TIME OF DRILLING. 1 v12 9/12 --- INDICATES APPROXIMATE ELEVATION OF THE TOP OF 00 01 FOOTING FOR THE EXISTING CULVERT NOTES: 70 00 70 00, 12112 1. THE BORINGS WERE DRILLED ON JANUARY 22, 2010, oe USING 4-INCH DIAMETER CONTINUOUS -FLIGHT 0011 AUGER AND A TRUCK -MOUNTED CME-45 DRILL RIG. 2. APPROXIMATE BORING LOCATIONS AND ELEVATIONS 65 65 WERE SURVEYED BY A REPRESENTATIVE OF OUR 21/12 14112 FIRM. APPROXIMATE BORING LOCATIONS ARE SHOWN ON FIGURE 1. 150/6 3. BORINGS WERE BACKFILLED AFTER COMPLETION. NO SECONDARY GROUNDWATER MEASUREMENTS WERE TAKEN. 60 60 20/12 4. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS, AND CONCLUSIONS PRESENTED IN THIS REPORT. JSummary Logs of _55 55 Exploratory Bori CITY OF FORT COLLINS- ENGINEERING DEPARTMENT FIGURE 2 SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 h, h WALL TYPE EARTH PRESSURE P =yA* H H = HEIGHT OF WALL (FT) P = LATERAL PRESSURE (PSF) 'YA = ACTIVE HYDROSTATIC UNIT WEIGHT (PCF) P CANTILEVER WALL (Active Condition) P = 0.6 *'/A * H H = HEIGHT OF WALL (FT) P = LATERAL PRESSURE (PSF) P yA = ACTIVE HYDROSTATIC UNIT WEIGHT (PCF) BRACED OR TIE —BACK EXCAVATION BELOW GRADE WALL P='YD*H H = HEIGHT OF WALL (FT) P = LATERAL PRESSURE (PSF) P yo = AT REST HYDROSTATIC UNIT WEIGHT (PCF) (At —Rest Condition) P = yA * (Y2hs) F = I/A * (h+ Y2hs ) h = HEIGHT OF WALL (FT) hs = HEIGHT OF SLOPE (FT) P1 = LATERAL PRESSURE, TOP OF WALL (PSF) F§ P = LATERAL PRESSURE, BOTTOM OF WALL (PSF) yA = ACTIVE HYDROSTATIC UNIT WEIGHT (PCF) CANTILEVER WALL —SLOPING BACKFILL CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 (Active with Surcharge) Example Lateral Earth Pressure Distributions FIGURE 3 12" MIN. 10 1 r- 2' MIN. CLAY FILL .... ::=` PROVIDE GRAVEL LAYER BEHIND �•: :>< .:. WALL. WASHED CONCRETE AGGREGATE. (ASTM C33, NO. 57 OR NO. 67) LL E ` ` RETAINING WALL L- :. �- ING STEEL WEEP HOLE UCTURAL .,�:' S. . °: SCREEN OR COARSE •'' GRAVEL OVER HOLE. \OSHA _ ; ..r. .::.:.-: '... :, , ; .. `` " 4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE RANGING BETWEEN 1/16-INCH AND ,+ 1/8-INCH DROP PER FOOT OF DRAIN FOOTING OR OTHER FOUNDATION TYPE Typical Earth Retaining Wall Drain CITY OF FORT COLLINS - ENGINEERING DEPARTMENT FIGURE 4 SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 APPENDIX A RESULTS OF LABORATORY TESTING Financial Services City Q� Purchasing Division t. 215 PO Box 580 F6et®� �i ForN.Mason 8 52Floor Fort Collins, CO 80522 970.221.6775 970.221.6707 Purchasing fcgov.com/Purchas/*ng ADDENDUM No. 1 SPECIFICATIONS AND CONTRACT DOCUMENTS Description of BID 7336: Shields Street Bridge & Laporte Avenue Bridge Replacement OPENING DATE: 3:00 PM (Our Clock) February 22, 2012 To all prospective bidders under the specifications and contract documents described above, the following changes/additions are hereby made and detailed in the following sections of this addendum: Exhibit 1 — Revised Bid Tab (Please note that the Revised Bid Tab has also been uploaded as a separate Microsoft Excel file) Exhibit 2 — Description of Revisions to the Bid Tab & Plans Exhibit 3 — Revisions to the Specifications Exhibit 4 — Clarifications, Questions & Answers Exhibit 5 — Revised Special Provisions & Specifications Exhibit 6 — Shields Street Geotechnical Report & Addendum Exhibit 7 — Laporte Avenue Geotechnical Report Exhibit 8 — Revised Plans Please contact John Stephen, CPPO, LEED AP, Senior Buyer, at (970) 221-6777 with any questions regarding this addendum. RECEIPT OF THIS ADDENDUM MUST BE ACKNOWLEDGED BY A WRITTEN STATEMENT ENCLOSED WITH THE BID/QUOTE STATING THAT THIS ADDENDUM HAS BEEN RECEIVED. z O N z Q a x w 0 z 0 N Uf W a 0 U EXPANSION UNDER CONSTANT _;_ _ . PRESSURE DUE TO WETTING ; 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 108 PCF From TH - 1 AT 14 FEET MOISTURE CONTENT= 16.3 % z 0 0 y z CC X -1 W 0 z O -2 tN rn W cc a -3 2 0 U EXPANSION UNDER CONSTANT ' -- -P ESSURE DUE TO WETTING ; ------ - ----r- - ;- ------ ----------- ------------ ;-- ;---;--------- ; ______________� ------- -------------- _---- _____�_ ------;-------------;-------------,---;------ --; ---------;-----,--; -; ;--- 0.1 1.0 APPLIED PRESSURE • KSF Sample of From CLAY, SANDY (CL) TH-2AT19FEET CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 10 100 DRY UNIT WEIGHT= 116 PCF MOISTURE CONTENT= 16.8 % Swell Consolidation Test Results FIGURE A-1 z O y z Q a x W 0 z O V/ W W cc a 2 O U NO MOVEMENT DUE TO WETTING ---------------- I I 1 1 1 • 1 1 r r --- - - ---------;--- - ------ -- -. I 1 1 I , i I I I - 1 - 1 � I I 1 0.1 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 2 AT 24 FEET z O0 6 z a a x a LU 0 z O -2 tN N W cr a -3 2 O U 1.0 DRY UNIT W EIGHT= MOISTURE CONTENT= 100 118 PCF 15.5 % 1 r 1 r r 1 1 ' EXPANSION UNDER CONSTANT ' ----------- ----- -1- ----------- P ESSURE DUE TO WETTING r 1 I I 1 ,� 1 r I I 1 1 r r 1 1 1 - _-____L__ -1__J_ - 1 I 1 1 1 I r r 1 I I I I 1 1 • I r t r I , r r r I ___ i 1 r r I 1 1 I I I I I I I I I I I I 1 r I I I i r I I 1 r I I I r i r - - - -- - ---...................... ---------- - - - -- ----- -,--- - ,. 1 1 I I I I 1 I r r • r 1 , r 1 I i I 1- 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAYSTONE From TH - 2 AT 29 FEET CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 10 100 DRY UNIT WEIGHT= 106 PCF MOISTURE CONTENT= 21.8 % Swell Consolidation Test Results FIGURE A-2 IT HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 '50 '40 '30 '16 '10 T -4 318, 3/4' 1i4' 3' 5.6- 8' 100— 0 90 ' 80 —i _ _ _EL • I 20 O 70 I -i�--'--I----I- ��` 60 40 w 50 Z 40 60 30 20-�-!- 70 80 10-90 0 I rT 100 .001 0.002 .005 .009 .019 .037 .074 .149 .297 .1.19 2.0 2.38 a.76 9S2 19.1 36.1 78.2 12200 0.42 1590 52 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS I GRAVEL FINE IMEDIUM COARSE I FINE COARSE I COBBLES Sample of SAND, SILTY, GRAVELLY (SM) GRAVEL 24 % SAND 42 % From TH - 1 AT 24 FEET SILT & CLAY 34 % LIQUID LIMIT % PLASTICITY INDEX % HYDROMETER ANALYSIS I SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45M11N. 15MIN. 100 60MIN. 19MIN. 4MIN. 1MIN. '200 '100 '50'40'30 '16 '10 '8 -4 3/8' 3/4' 10' 3' 5.6. 8' 0 —� ._ ju so 20 _ t •— '____ __�--_I_—�-_-_ w 41 N •--__-- --°--- 60--'----- --= 40 Z 50 • _ ___ j0 Z cwi F i___� U a 40 60 a 30 70 20 10 _- 90 0 100 .001 0.002 .005 .D09 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 y9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE MEDIUM COARSE FINE COARSE COBBLES Sample Of SANDSTONE GRAVEL 3 % SAND 53 % From TH - 1 AT 39 FEET SILT & CLAY 44 % LIQUID LIMIT 32 % PLASTICITY INDEX 19 % CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 Gradation Test Results FIGURE A-3 I HYDROMETER ANALYSIS I SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENING$ 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. I MIN. *200 900 *50 *40 '30 116 *10 a -4 'Va. W4' I'h' 3' 5,13, 8* 100 ... .... ..... ...... 0 10 90 80 70 Q 60 4 0 z z 50 50 W 40 60 30 70 -s 20 T p o 10 90 DO .001 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 9.S2 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS I GRAVEL FINE MEDIUM ]COARSE I FINE COARSE COBBLES] L SCIMPIE) Of CLAY, SANDY (CL From T—H- 2 AT 14 FEET CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 GRAVEL 0 % SAND 20 % SILT & CLAY 80 % LIQUID LIMIT 38 % PLASTICITY INDEX 23 % Gradation Test Results FIGURE A-4 TABLE A-1 SUMMARY OF LABORATORY TESTING T BORING DEPTH FEET MOISTURE CONTENT %) DRY DENSITY (PCF) ATTERBERG LIMITS SWELL TEST RESULTS PASSING NO.200 SIEVE % SOLUBLE SULFATES % DESCRIPTION LIQUID LIMIT PLASTICITY INDEX SWELL (- I APPLIED PRESSURE (PSF) TH-1 14 16.3 108 0.1 1,000 CLAY, SANDY CL TH-1 19 15.5 108 0.02 CLAY, SANDY CL TH-1 24 14.3 116 34.0 SAND, SILTY, GRAVELLY SM TH-1 39 24.8 32 19 44.1 SANDSTONE TH-2 4 12.5 120 48.7 FILL, SAND, CLAYEY SC TH-2 14 22.5 104 38 23 79.6 CLAY, SANDY CL TH-2 19 16.8 116 0.2 1,000 CLAY, SANDY CL TH-2 24 15.5 118 0.0 1,000 CLAY, SANDY CL TH-2 29 21.8 106 0.5 1,000 ICLAYSTONE CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTLIT PROJECT NO. FC05113-125 Page 1 of 1 T, APPENDIX B SAMPLE SITE GRADING SPECIFICATIONS SAMPLE SITE GRADING SPECIFICATIONS DESCRIPTION This item shall consist of the excavation, transportation, placement and compaction of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve building site elevations. 2. GENERAL The Soils Engineer shall be the Owner's representative. The Soils Engineer shall approve fill materials, method of placement, moisture contents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove all trees, brush and rubbish before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to provide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. 4. SCARIFYING AREA TO BE FILLED All topsoil and vegetable matter shall be removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified to a depth of 8 inches until the surface is free from ruts, hummocks or other uneven features, which would prevent uniform compaction by the equipment to be used. 5. COMPACTING AREA TO BE FILLED After the foundation for the fill has been cleared and scarified, it shall be disked or bladed until it is free from large clods, brought to the proper moisture content and compacted to not less than 95 percent of maximum dry density as determined in accordance with ASTM D 698 or AASHTO T 99. 6. FILL MATERIALS On -site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are acceptable. Fill soils shall be free from organic matter, debris, or other deleterious substances, and shall not contain rocks or lumps having a diameter greater than three (3) inches. Fill materials shall be obtained from the existing fill and other approved sources. 7. MOISTURE CONTENT Fill materials shall be moisture treated. Clay soils should be moisture treated between optimum and 3 percent above optimum moisture content. Sand soils can be moistened to within 2 percent of optimum moisture content. Sufficient laboratory compaction tests shall be performed to determine the optimum moisture content for the various soils encountered in borrow areas. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT B-1 CTLI T PROJECT NO. FC05113-125 T, The Contractor may be required to add moisture to the excavation materials in the borrow area if, in the opinion of the Soils Engineer, it is not possible to obtain uniform moisture content by adding water on the fill surface. The Contractor may be required to rake or disk the fill soils to provide uniform moisture content through the soils. The application of water to embankment materials shall be made with any type of watering equipment approved by the Soils Engineer, which will give the desired results. Water jets from the spreader shall not be directed at the embankment with such force that fill materials are washed out. Should too much water be added to any part of the fill, such that the material is too wet to permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread layers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum dry density. Fill materials shall be placed such that the thickness of loose material does not exceed 8 inches and the compacted lift thickness does not exceed 6 inches. Compaction, as specified above, shall be obtained by the use of sheepsfoot rollers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall be continuous over the entire area. Compaction equipment shall make sufficient trips to insure that the required dry density is obtained. 9. COMPACTION OF SLOPES Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until slopes are stable, but not too dense for planting, and there is no appreciable amount of loose soil on the slopes. Compaction of slopes may be done progressively in increments of three to five feet (3' to 5') in height or after the fill is brought to its total height. Permanent fill slopes shall not exceed 3:1 (horizontal to vertical). 10. DENSITY TESTS Field density tests shall be made by the Soils Engineer at locations and depths of his choosing. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When density tests indicate that the dry density or moisture content of any layer of fill or portion thereof is below that required, the particular layer or portion shall be reworked until the required dry density or moisture content has been achieved. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT B-2 CTLI T PROJECT NO. FC05113-125 e 11. COMPLETED PRELIMINARY GRADES All areas, both cut and fill, shall be finished to a level surface and shall meet the following limits of construction: A. Overlot cut or fill areas shall be within plus or minus 2/10 of one foot. S. Street grading shall be within plus or minus 1/10 of one foot. The civil engineer, or duly authorized representative, shall check all cut and fill areas to observe that the work is in accordance with the above limits. 12. SUPERVISION AND CONSTRUCTION STAKING Observation by the Soils Engineer shall be continuous during the placement of fill and compaction operations so that he can declare that the fill was placed in general conformance with specifications. All site visits necessary to test the placement of fill and observe compaction operations will be at the expense of the Owner. All construction staking will be provided by the Civil Engineer or his duly authorized representative. Initial and final grading staking shall be at the expense of the owner. The replacement of grade stakes through construction shall be at the expense of the contractor. 13, SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or during unfavorable weather conditions. When work is interrupted by heavy precipitation, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and dry density of previously placed materials are as specified. 14. NOTICE REGARDING START OF GRADING The contractor shall submit notification to the Soils Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 15. REPORTING OF FIELD DENSITY TESTS Density tests made by the Soils Engineer, as specified under "Density Tests" above, shall be submitted progressively to the Owner. Dry density, moisture content and percent compaction shall be reported for each test taken. 16. DECLARATION REGARDING COMPLETED FILL The Soils Engineer shall provide a written declaration stating that the site was filled with acceptable materials, or was placed in general accordance with the specifications. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT S-3 CTL I T PROJECT NO. FC051 13-125 a,e $Pt�NWC��,O$iR.�Pik`D;jRi►'A'3pT$ i�Dl� September 22, 2010 City of Fort Collins — Engineering Department 281 North College Avenue PO Box 580 Fort Collins, Colorado 80522-0580 Attention: Mr. Jin Wang, PE Subject: Subgrade and Pavement Recommendations Shields Street Bridge Replacement Fort Collins, Colorado CTLIT Project Number: FC05113-125 CTLIThompson, Inc. performed a Geotechnical Investigation (Project No. FC05113-125, dated February 8, 2010) for the Shields Street Bridge Replacement Project located at South Shields Street near Centre Avenue in Fort Collins, Colorado. In addition to this investigation, you have requested we provide pavement recommendations_for the -roadway approaches to.the_proposed-bridge. In order to develop recommendations for the subgrade and pavement at this site, additional laboratory testing was conducted. Laboratory tests included moisture content, dry density, gradation, and Atterberg limits tests. Results from our additional laboratory testing are presented on Figure 1 and summarized in Table I. PAVEMENT DESIGN The City requires the use of the AASHTO and CDOT design methods for their roadways. We used DARWinTM software to develop our pavement thickness calculations with input values provided by representatives of the City and LCUASS. An 18-kip Equivalent Single Axle Load (ESAL) of 2,190,000 was provided for both flexible and rigid pavements. We assumed a roadway classification of a four -lane arterial. An R-value of 23 was estimated based on the group index method, which was converted to a resilient modulus (MR) of 5,248 psi. For rigid pavement recommendations, a k-value of 100 psi was determined based on the degree of saturation. Computer generated printouts of the DARWinTM calculations are presented in Appendix A. We have provided pavement thickness alternatives including hot mix asphalt (HMA) on aggregate base course (ABC) and portland cement concrete (PCC) pavement. Our recommended pavement thicknesses are presented in TABLE A, which follows. Additional discussion regarding advantages and disadvantages of the pavement alternatives and their expected performance is included in the PAVEMENT SELECTION section of this report. 351 Linden Street I Suite 140 1 Fort Collins, Colorado 80524 Telephone:970-206-9455 Fax:970-206-9441 Exhibit 1 - Revised Bid Tab ITEM NO. DESCRIPTION UNIT QUANTITY UNIT COST TOTAL 201-00000 CLEARING AND GRUBBING (ARTHURS DITCH) L S 1 201-00000 CLEARING AND GRUBBING (SHIELDS BRIDGE) LS 1 202-00010 REMOVAL OF TREE EACH 5 202-00019 REMOVAL OF INLET EACH 5 202-00200 REMOVAL OF SIDEWALK SY 267 202-00203 REMOVAL OF CURB AND GUTTER LF 768 202-00206 REMOVAL OF CONCRETE CURB RAMP SY 13 202-00210 REMOVAL OF CONCRETE PAVEMENT SY 1,045 202-00220 REMOVAL OF ASPHALT MAT SY 2,296 202-00240 REMOVAL OF ASPHALT MAT (PLANING)(1- 4- DEPTH) SY 288 202-00250 REMOVAL OF PAVEMENT MARKING LS 1 202-00400 REMOVAL OF BRIDGE LS 1 202-00495 REMOVAL OF PORTIONS OF PRESENT STRUCTURE (CONCRETE BOX CULVERT) L S 1 203-00010 UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE) CY 589 203-00100 MUCK EXCAVATION CY 200 203-01597 POTHOLING (ARTHURS DITCH) LS 1 203-01597 POTHOLING (SHIELDS BRIDGE) LS 1 206-00000 STRUCTURE EXCAVATION CY 2,328 206-00100 STRUCTURE BACKFILL (CLASS 1) CY 1,712 206-00200 STRUCTURE BACKFILL (CLASS 2) CY 58 206-00510 FILTER MATERIAL (CLASS A) CY 108 206-00520 FILTER MATERIAL (CLASS B) CY 308 206-01750 SHORING (AREA 1) L S 1 206-01750 SHORING (AREA 2) L S 1 208-00002 EROSION LOG (12 INCH) LF 717 208-00034 GRAVEL BAG LF 62 208-00045 CONCRETE WASHOUT STRUCTURE EACH 3 208-00070 VEHICLE TRACKING PAD EACH 5 208-00205 EROSION CONTROL SUPERVISOR (ARTHURS DITCH) LS 1 208-00205 EROSION CONTROL SUPERVISOR (SHIELDS BRIDGE) LS 1 210-04010 ADJUST MANHOLE EACH 2 210-04050 ADJUST VALVE BOX EACH 2 210-00810 RESET GROUND SIGN EACH 2 212-00006 SEEDING (NATIVE) ACRE 0.7 212-00032 SOIL CONDITIONING ACRE 0.7 TABLE A RECOMMENDED MINIMUM PAVEMENT THICKNESS fHot Mix�Asphaft j : (HotlfutEz7Adsphali i F y �' .Roadway �(fiMA) .g ) �AggregateBase l 99 Shields Street 6" HMA + 13" 8.5" HMA + 6" 7,5" PCC ABC ABC PAVEMENT SELECTION HMA and ABC over a stable subgrade are expected to perform well. HMA provides a stiff, stable pavement to withstand heavy loading and will provide a good fatigue resistant pavement. Portland cement concrete (PCC) pavement is also expected to perform well in this area. However, concrete pavement has better performance in freeze -thaw conditions and should require less long-term maintenance than asphalt pavement. SUBGRADE PREPARATION A key component to successful performance of pavement structures is the stability-of-the.subgrade._Subgrade-soils-encountered_at.this.site_consisted-of_sandy-clay and clayey sand fill. We do not believe swell mitigation will be necessary for subgrade soils below the approaches at this site. Recommendations for conventional moisture treatment and compaction of the subgrade are presented in Appendix B of this report. Scarification and recompaction of subgrade soils should occur as close to the time of pavement construction as possible. The final subgrade surface must be protected from excessive drying or wetting until such time as the pavement section is constructed. Maintaining moisture contents near optimum will be critical to avoid excessive deflections, rutting and pumping of the subgrade during subgrade preparation of the roadway. For isolated or small areas requiring stabilization, removal and replacement or "crowding" crushed, coarse aggregate into the subgrade may be effective. If large areas require stabilization, chemical treatment of the soils or placement of geogrid may be a more effective alternative. PAVEMENT MATERIALS AND CONSTRUCTION The construction materials are assumed to possess sufficient quality as reflected by the strength coefficients used in the pavement design calculations. Materials and construction requirements of LCUASS should be followed. Material properties and construction criteria for the pavement alternatives are provided in Appendix B. These criteria were developed from analysis of the field and laboratory data, our experience and LCUASS requirements. If the materials cannot meet these recommendations, our CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 2 SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC051 13-125 pavement recommendations should be reevaluated based upon available materials. Materials planned for construction should be submitted and the applicable laboratory tests performed to verify compliance with the specifications. MAINTENANCE Routine maintenance, such as sealing and repair of cracks, is necessary to achieve the long-term life of a pavement system. We recommend a preventive maintenance program be developed and followed for all pavement systems to assure the design life can be realized. Choosing to defer maintenance usually results in accelerated deterioration leading to higher future maintenance costs, and/or repair. A recommended maintenance program is outlined in Appendix C. Excavation of completed pavement for utility construction or repair can destroy the integrity of the pavement and result in a severe decrease in serviceability. To restore the pavement top original serviceability, careful backfill compaction before repaving is necessary. We should be retained to observe and test placement and compaction of utility trench backfill and pavement subgrade during construction. LIMITATIONS Our borings were spaced to obtain a reasonably accurate characterization of subsurface conditions. Variations in the subsurface conditions not indicated by our borings are always possible. Placement and compaction of subgrade fill and any other fill.should.be.observed.and_tested.by_a-representative.of.our_firm..during.constr.uction. We believe this investigation was conducted with that level of skill and care normally used by geotechnical engineers practicing in this area at this time. No warranty, express or implied, is made. If we can be of further service in discussing the contents of this letter or in the analyses of the influence of the subsurface conditions on design of the proposed construction, please contact the undersigned. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 3 SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC051 13-125 �T HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR, 45 MIN. ISMIN. TIME READINGS 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 U.S. STANDARD SERIES CLEAR SQUARE OPENINGS '50 '40 '30 '16 '10 '8 -4 318, 0/4' 1 S5' 3' 5.6. S. 0 100 . —y; 10 80 OEI z I - �' ,_ z _� _ 40 w w w 50 50 40 70 —�: TI 80 10 go p ( 00 .001 0.002 .005 .009 .019 .037 .074 .149 DIAMETER .297 .590 1.19 2.0 2.38 4.76 9.52 0.42 OF PARTICLE IN MILLIMETERS 19.1 36.1 76.2 12200 1 52 CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL FINE I MEDIUM COARSE FINE COARSE COBBLES Sample of FILL, CLAY, SANDY From TH - 1 AT 1 FEET GRAVEL 3 % SAND 43 % SILT & CLAY 54 % LIQUID LIMIT 35 % PLASTICITY INDEX 19 % HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 '50 '40 '30 '16 '10 '8 -4 3/8' Y4' 1!1' 3' 5.6. S. 100 .._._�_.�—.`-'T_`--- —' �— '--ram__—.—__ ___ __I___..,_�___✓-._.y_.__ _�—_�--- ilo 90 . 80 w z w r -:�. — . -1—� 50 w 50 40 60 Y—. �T.--l-_—_.t.—__—• 80 20 10 r __ .001 0.002 .005 .009 .019 .037 .074 .149 .297 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42590 DIAMETER OF PARTICLE IN MILLIMETERS SANDS GRAVEL CLAY (PLASTIC) TO SILT (NON -PLASTIC) FINE I MEDIUM ICOARSEl FINE I COARSE COBBLES Sample of FILL, CLAY, SANDY (CL) From TH - 2 AT 1 FEET CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL1T PROJECT NO. FC05113-125 GRAVEL 0 % SAND 37 9'0 SILT & CLAY 63 % LIQUID LIMIT 33 % PLASTICITY INDEX 18 % Gradation Test Results M r!I IOC 1 TABLE SUMMARY OF LABORATORY TESTING BORING DEPTH (FEET) MOISTURE CONTENT %) ATTERBERG LIMITS PASSING NO.200 SIEVE (%) AASHTO CLASSIFICATION (GROUP INDEX) DESCRIPTION LIQUID LIMIT PLASTICITY INDEX TH-1 1 19.4 35 19 54.3 A-6(7) IFILL, CLAY, SANDY CL TH-2 1 11.9 33 18 62.7 A-6(8) IFILL, CLAY, SANDY CL CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTLIT PROJECT NO. FC05113-125 Page 1 of 1 e APPENDIX A PAVEMENT DESIGN CALCULATIONS 1993 AASHTO Pavement Design DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product Flexible Structural Design Module CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTLT PROJECT NO. FC05113-125 Flexible Structural Design 18-kip ESALs Over Initial Performance Period 2,190,000 Initial Serviceability 4.5 Terminal Serviceability 2.5 Reliability Level 90 % Overall Standard Deviation 0.44 Roadbed Soil Resilient Modulus 5,248 psi Stage Construction I Calculated Design Structural Number 4.28 in Specified Layer Design Struct Drain Coef. Coef. Thickness Width Calculated Laver Material Description (Ai) LM Di in (ft) SN in I ffMA 0.44 I 6 24 2.64 2 ABC 0.14 1.05 13 24 1.91 Total - - 19.00 - 4.55 1993 AASHTO Pavement Design DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product Flexible Structural Design Module CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL[T PROJECT NO. FC051 13-125 I8-kip ESALs Over Initial Performance Period Initial Serviceability Terminal Serviceability Reliability Level Overall Standard Deviation Roadbed Soil Resilient Modulus Stage Construction Calculated Design Structural Number Flexible Structural Design 2,190,000 4.5 2.5 90,70 0.44 5,248 psi l 4.28 in Specified Layer Design Struct Drain Coef. Coef. Thickness Width Calculated Laver Material Description Ai Mi Di in L Dt SN in I HIVIA 0.44 I 8.5 24 3.74 2 ABC 0.14 1.05 6 24 0.88 Total - - 14.50 - 4.62 1993 AASHTO Pavement Design DARWin Pavement Design and Analysis System A Proprietary AASHTOWare Computer Software Product Rigid Structural Design Module CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SEQELDS STREET BRIDGE REPLACEMENT CTLIT PROJECT NO. FC05113-125 Rigid Structural Design Pavement Type JRCP 13-kip ESALs Over Initial Performance Period 2,190,000 Initial Serviceability 4.5 Terminal Serviceability 2.5 23-day Mean PCC Modulus of Rupture 650 psi 23-day Mean Elastic Modulus of Slab 3,400,000 psi Mean Effective k-value 100 psi/in Reliability Level 90 % Overall Standard Deviation 0.35 Load Transfer Coefficient, J 2.3 Overall Drainage Coefficient, Cd 1 Calculated Design Thickness -- -- 7.35 in APPENDIX B PAVEMENT CONSTRUCTION RECOMMENDATIONS SUBGRADE PREPARATION Moisture Treated Subqrade (MTS) The subgrade should be stripped of organic matter, scarified, moisture treated and compacted to the specifications stated below in Item 2. The compacted subgrade should extend at least 3 feet beyond the edge of the pavement where no edge support, such as curb and gutter, are to be constructed. 2. Sandy and gravelly soils (A-1-a, A-1-b, A-3, A-2-4, A-2-5, A-2-6, A-2-7) should be moisture conditioned near optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Clayey soils (A-6, A-7-5, A-7-6) should be moisture conditioned between optimum and 3 percent above optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). 3. Utility trenches and all subsequently placed fill should be properly compacted and tested prior to paving. As a minimum, fill should be compacted to 95 percent of standard Proctor maximum dry density. 4. Final grading of the subgrade should be carefully controlled so the design cross -slope is maintained and low spots in the subgrade that could trap water are eliminated.— - 5. Once final subgrade elevation has been compacted and tested to compliance and shaped to the required cross-section, the area should be proof -rolled using a minimum axle load of 18 kips per axle. The proof -roll should be performed while moisture contents of the subgrade are still within the recommended limits. Drying of the subgrade prior to proof -roll or paving should be avoided. 6. Areas that are observed by the Engineer that have soft spots in the subgrade, or where deflection is not uniform of soft or wet subgrade shall be ripped, scarified, dried or wetted as necessary and recompacted to the requirements for the density and moisture. As an alternative, those areas may be sub -excavated and replaced with properly compacted structural backfill. Where extensively soft, yielding subgrade is encountered; we recommend a representative of our office observe the excavation. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT CTL I T PROJECT NO. FC05113-125 212-00100 TREE RETENTION AND PROTECTION (ARTHURS DITCH) LS 1 212-00100 TREE RETENTION AND PROTECTION (SHIELDS BRIDGE) LS 1 213-00002 MULCHING (WEED FREE HAY) ACRE 0.7 214-00230 DECIDUOUS TREE (3 INCH CALIPER) EACH 9 304-05000 AGGREGATE BASE COURSE (CLASS 5) TON 783 403-32821 HOT MIX ASPHALT (GRADING SG) (100) (PG58-28) (TEMPORARY PAVEMENT) TON 95 403-32821 HOT MIX ASPHALT (GRADING SG) (100) (PG 58-28) TON 369 403-33821 HOT MIX ASPHALT (GRADING S) (100) (PG 58-28) TON 125 403-33851 HOT MIX ASPHALT (GRADING S) (100) (PG 64-28) TON 60 412-00600 CONCRETE PAVEMENT (6-INCH) SY 23 412-00950 CONCRETE PAVEMENT(9-1/2 INCH) SY 1,098 420-00112 GEOTEXTILE (DRAINAGE) (CLASS 1) SY 264 420-00133 GEOTEXTILE (SEPARATOR) (CLASS 2) SY 150 502-00460 PILE TIP EACH 22 502-11274 STEELL PILING (HP 12X74) LF 1 803 506-00218 RIPRAP (18 INCH) CY 240 506-01020 GEOGRID REINFORCEMENT SY 550 514-00200 PEDESTRIAN RAILING (STEEL) (SPECIAL) LF 139 515-00400 CONCRETE SEALER SY 301 601-03020 CONCRETE CLASS D (MISCELLANEOUS) (COLORED) TYPE 1 CY 69 601-03020 CONCRETE CLASS D (MISCELLANEOUS) (COLORED) TYPE 2 CY 65 601-03030 CONCRETE CLASS D (BOX CULVERT) CY 444 601-03040 CONCRETE CLASS D (BRIDGE) CY 378 601-05540 CONCRETE CLASS HT (DECK TOPPING) CY 36 601-40300 STRUCTURAL CONCRETE COATING SY 280 602-00000 REINFORCING STEEL LB 65,546 602-00020 REINFORCING STEEL (EPDXY COATED) LB 77,938 602-00060 REINFORCING STEEL SPLICE EACH 138 604-19000 INLET (SPECIAL) EACH 4 604-50200 MANHOLE RING AND COVER EACH 2 606-30010 DECORATIVE COLUMN TYPE i EACH 6 606-30020 DECORATIVE COLUMN TYPE 2 EACH 4 608-00006 CONCRETE SIDEWALK (6 INCH) SY 221 608-00010 CONCRETE CURB RAMP SY 32 609-21020 CURB AND GUTTER TYPE 2 (SECTION II-B) LF 150 609-21023 CURB AND GUTTER TYPE 2 (SECTION II-B) (SPECIAL) (6"-12" CURB FACE) LF 421 PAVEMENT MATERIALS AND CONSTRUCTION Aggregate Base Course (ABC) A Class 5 or 6 Colorado Department of Transportation (COOT) specified ABC should be used. A reclaimed asphalt pavement (RAP) or reclaimed concrete pavement (RCP) alternative which meets the Class 5 or 6 designation and design R-value/strength coefficient is also acceptable. Blending of either recycled product with ABC may be considered. 2. Bases should have a minimum Hveem stabilometer value of 72, or greater. ABC, RAP, RCP or blended materials must be moisture stable. The change in R-value from 300-psi to 100-psi exudation pressure should be 12 points or less. 3. ABC, RAP or RCP bases should be placed in thin lifts not to exceed 6 inches and moisture treated to near optimum moisture content. Bases should be moisture treated to near optimum moisture content, and compacted to at least 95 percent of modified Proctor maximum dry density (ASTM D 1557, AASHTO T 180). 4. Placement and compaction of ABC, RAP, or RCP should be observed and tested by a representative of our firm. Placement should not -commence until the underlying subgrade is properly prepared and tested. - Hot Mix Asphalt (HMA) HMA should be composed of a mixture of aggregate, filler, hydrated lime and asphalt cement. Some mixes may require polymer modified asphalt cement, or make use of up to 20 percent reclaimed asphalt pavement (RAP). A iob mix design is recommended and periodic checks on the lob site should be made to verify compliance with specifications. 2. HMA should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80 percent of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. 3. Gradations that approach the maximum density line (within 5 percent between the No. 4 and 50 sieves) should be avoided. A gradation with a nominal maximum size of 1 or 2 inches developed on the fine side of the maximum density line should be used. 4. Total void content, voids in the mineral aggregate (VMA) and voids filled should be considered in the selection of the optimum asphalt cement content. The optimum asphalt content should be selected at a total air void content of approximately 4 percent. The mixture should have a CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT 6-2 CTL I T PROJECT NO. FCG5113-125 minimum VMA of 14 percent and between 65 percent and 80 percent of voids filled. 5. Asphalt cement should meet the requirements of the Superpave Performance Graded (PG) Binders. The minimum performing asphalt cement should conform to the requirements of the governing agency. 6. Hydrated lime should be added at the rate of 1 percent by dry weight of the aggregate and should be included in the amount passing the No. 200 sieve. Hydrated lime for aggregate pretreatment should conform to the requirements of ASTM C 207, Type N. 7. Paving should be performed on properly prepared, unfrozen surfaces that are free of water, snow and ice. Paving should only be performed when both air and surface temperatures equal, or exceed, the temperatures specified in Table 401-3 of the 2006 Colorado Department of Transportation Standard Specifications for Road and Bridge Construction. 8. HMA should not be placed at a temperature lower than 245OF for mixes containing PG 64-22 asphalt, and 290OF for mixes containing polymer - modified asphalt. The breakdown compaction should be completed before the HMA temperature drops 20°F. 9. Wearing surface course shall be Grading S or SX for residential roadway - classifications -and Grading -S-for-collector,---arterial, industrial, and commercial roadway classifications. 10. The minimum/maximum lift thicknesses for Grade SX shall be 1'/2 inches/21/2 inches. The minimum/maximum lift thicknesses for Grade S shall be 2 inches/3'h inches. The minimum/maximum lift thicknesses for Grade SG shall be 3 inches/5 inches. 11. Joints should be staggered. No joints should be placed within wheel paths. 12. HMA should be compacted to between 92 and 96 percent of Maximum Theoretical Density. The surface shall be sealed with a finish roller prior to the mix cooling to 1850F. 13. Placement and compaction of HMA should be observed and tested by a representative of our firm. Placement should not commence until approval of the proof rolling as discussed in the Subgrade Preparation section of this report. Sub base, base course or initial pavement course shall be placed within 48 hours of approval of the proof rolling. If the Contractor fails to place the sub base, base course or initial pavement course within 48 hours or the condition of the subgrade changes due to weather or other conditions, proof rolling and correction shall be performed again. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT B-3 CTL I T PROJECT NO. FC05113-125 Portland Cement Concrete (PCC) Portland cement concrete should consist of Class P of the 2005 CDOT - Standard Specifications for Road and Bridge Construction specifications for normal placement or Class E for fast -track projects. PCC should have a minimum compressive strength of 4,200 psi at 28 days and a minimum modulus of rupture (flexural strength) of 600 psi. Job mix designs are recommended and periodic checks on the iob site should be made to verify compliance with specifications. 2. Portland cement should be Type II `low alkali" and should conform to ASTM C 150. 3. Portland cement concrete should not be placed when the subgrade or air temperature is below 40°F. 4. Concrete should not be placed during warm weather if the mixed concrete has a temperature of 90°F, or higher. 5. Mixed concrete temperature placed during cold weather should have a temperature between 50OF and 90°F. 6. Free water should not be finished into the concrete surface. Atomizing nozzle pressure sprayers for applying finishing compounds are recommended whenever the concrete surface becomes difficult to finish. 7. Curing of the portland cement concrete should be accomplished by the use of a curing compound. The curing compound should be applied in accordance with manufacturer recommendations. 8. Curing procedures should be implemented, as necessary, to protect the pavement against moisture loss, rapid temperature change, freezing, and mechanical injury. 9. Construction joints, including longitudinal joints and transverse joints, should be formed during construction or sawed after the concrete has begun to set, but prior to uncontrolled cracking. 10. All joints should be properly sealed using a rod back-up and approved epoxy sealant. 11. Traffic should not be allowed on the pavement until it has properly cured and achieved at least 80 percent of the design strength, with saw joints already cut. 12. Placement of portland cement concrete should be observed and tested by a representative of our firm. Placement should not commence until the subgrade is properly prepared and tested. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT B-4 CTL I T PROJECT NO. FC05113-125 APPENDIX C MAINTENANCE PROGRAM MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS A primary cause for deterioration of pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information on effective times to apply preventive maintenance treatments. c. Crack sealing should be performed annually as new cracks appear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 3. _5-to 10.Year_Corrective,Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c. In order for the pavement to provide a 20-year service life, at least one major corrective overlay should be expected. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT C-1 CTL I T PROJECT NO. FC05113-125 MAINTENANCE RECOMMENDATIONS FOR RIGID PAVEMENTS High traffic volumes create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information of effective times to apply preventive maintenance. c. Crack sealing should be performed annually as new cracks appear. 2. 4 to 8 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 4 to 8 years to reduce joint deterioration. b. Typical preventive maintenance for rigid pavements includes patching, crack sealing and joint cleaning and sealing. c. Where joint sealants are missing or distressed, resealing is mandatory. 3. 15 to 20 Year Corrective Maintenance a. Corrective maintenance for rigid pavements includes patching and slab replacement to correct subgrade failures, edge damage and material failure. b. Asphalt concrete overlays may be required at 15 to 20 year intervals to improve the structural capacity of the pavement. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT SHIELDS STREET BRIDGE REPLACEMENT C-2 CTL I T PROJECT NO. FC05113-125 Exhibit 7 - Laporte Avenue Geotechnical Report s a� :::I r�r.�?rr-_c<Io�re�va�o�nr'ra.,tn�3vor9 GEOTECHNICAL INVESTIGATION AND PAVEMENT RECOMMENDATIONS ARTHUR DITCH CULVERT REPLACEMENT AT LAPORTE AVENUE AND WHITCOMB STREET FORT COLLINS, COLORADO CITY OF FORT COLLINS — ENGINEERING DEPARTMENT 281 North College Avenue P.O. Box 580 Fort Collins, Colorado 80522-0580 Attention: Mr. Jin Wang, PE Project No. FC05114-125 July 21, 2010 351 Linden Street I Suite 140 1 Fort Collins, Colorado 80524 Telephone:970-206-9455 Fax:970-206.9441 TABLE OF CONTENTS SCOPE 1 SITE CONDITIONS 2 PROPOSED CONSTRUCTION 2 INVESTIGATION 2 SUBSURFACE CONDITIONS 3 Seismicity 3 SITE DEVELOPMENT 4 Fill Placement 4 Excavation 4 FOUNDATIONS 6 Mat Foundations 6 LATERAL EARTH PRESSURES 7 PAVEMENT DESIGN 8 PAVEMENT SELECTION 9 SUBGRADE PREPARATION 9 PAVEMENT MATERIALS AND CONSTRUCTION 10 MAINTENANCE 10 WATER-SOLUBLE SULFATES 10 SURFACE DRAINAGE 11 LIMITATIONS 12 FIGURE 1 — LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 — SUMMARY LOGS OF EXPLORATORY BORINGS FIGURE 3 — EXAMPLE LATERAL EARTH PRESSURE DISTRIBUTIONS APPENDIX A — RESULTS OF LABORATORY TESTING APPENDIX B — SAMPLE SITE GRADING SPECIFICATIONS APPENDIX C — PAVEMENT DESIGN CALCULATIONS APPENDIX D — PAVEMENT CONSTRUCTION RECOMMENDATIONS APPENDIX E — PAVEMENT MAINTENANCE PROGRAM SCOPE This report presents the results of our Geotechnical Investigation and Pavement Recommendations for the proposed Arthur Ditch Culvert Replacement at Laporte Avenue and Whitcomb Street in Fort Collins, Colorado. The purpose of the investigation was to evaluate the subsurface conditions and provide foundation and pavement recommendations and geotechnical design criteria for the project. The report was prepared from data developed during field exploration, laboratory testing, engineering analysis and experience with similar conditions. The report includes a description of subsurface conditions found in our exploratory borings and discussions of site development as influenced by geotechnical considerations. Our opinions and recommendations regarding design criteria and construction details for foundations, floor systems, slabs -on -grade, lateral earth loads, pavements and drainage are provided. If proposed construction changes, we should be requested to review our recommendations contained in this report to determine if they apply to the new proposed construction. Our opinions are summarized in the following paragraphs. Further descriptions of the subsurface conditions, results of our field and laboratory investigations and our opinions, conclusions and recommendations are included in the subsequent sections of this report. SUMMARY OF CONCLUSIONS 1. Existing pavement materials encountered in our borings consisted of 5 to 6 inches of portland cement concrete in three boring and 9 inches of asphaltic concrete in one boring. Soils encountered in our borings below existing pavement materialsconsisted of 17 to 18%2 feet of silty to sandy clay over gravelly and silty sand. Claystone and interbedded claystone and sandstone bedrock was encountered in two of our borings below the sand at depths of 27 and 29'/z feet. 2. Ground water was measured at depths ranging from 17 to 18 feet below the existing ground surface. Existing groundwater levels are not expected to significantly affect the proposed construction. 3. The concrete box culvert (CBC) can be founded on a mat foundation bearing on native soils or properly compacted fill. 4. Pavement subgrade soils tested generally classified as AASHTO A-6 soils, with group indices of 3 and 4 and are generally considered to CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 1 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114.125 exhibit fair to poor subgrade support characteristics. Recommended minimum pavement sections are presented in the body of the report. SITE CONDITIONS Arthur Ditch currently flows through a buried concrete box culvert that extends 1'/2 miles through Fort Collins, Colorado (Figure 1). At the intersection of Laporte Avenue and Whitcomb Street, a portion of the box culvert is constructed below city roadways from the northwest corner of the intersection and extends southwest continuing along Whitcomb Street for approximately 150 feet. The top of the box culvert constructed through the intersection is exposed and used as a driving surface. The remaining intersection is paved with portland cement concrete, The portion of the culvert that continues south along Whitcomb Street is paved with asphaltic concrete. The existing pavement surfaces were visually distressed with evidence of scaling and cracking at the time of our investigation. We understand the existing box culvert at this intersection is constructed as a three sided box with a floating slab that has a 31/2-foot rise with a 10- to 10Y2-foot span. PROPOSED CONSTRUCTION We understand the City of Fort Collins (City) plans to replace the 300-foot portion of the Arthur Ditch Culvert constructed beneath the roadway at the intersection of Laporte Avenue and Whitcomb Street. The new culvert will have a 2'/2-foot rise with an increased span to maintain the existing hydraulic capacity of the ditch. The culvert will be constructed as a rigid box structure. The intersection of Laporte Avenue and Whitcomb Street will be reconstructed to include pavements, sidewalks, curb ramps, manholes, inlets, driveways, and landscaping. INVESTIGATION Subsurface conditions at the site were investigated by drilling four borings in the area of the planned improvements. The approximate locations of the borings are shown on Figure 1. Our field representative observed drilling, logged the soils and bedrock found in the borings and obtained samples. Summary logs of the borings, including results of field penetration resistance tests, are presented on Figure 2. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 2 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05I 14.125 609-71000 CURB (SPECIAL) LF 167 613-00300 3 INCH ELECTRICAL CONDUIT LF 1,793 618-00000 PRESTRESSING STEEL BAR LB 2,397 618-06036 PRESTRESSED CONCRETE SLAB (DEPTH GREATER THAN 13 INCHES) SF 4,254 620-00020 SANITARY FACILITY EACH 2 626-00000 MOBILIZATION (ARTHURS DITCH) L S 1 626-00000 MOBILIZATION (SHIELDS BRIDGE) LS 1 627-00011 PAVEMENT MARKING PAINT (WATERBORNE) GAL 8 630-00000 CONSTRUCTION ZONE TRAFFIC CONTROL (ARTHURS DITCH) LS 1 630-00000 CONSTRUCTION ZONE TRAFFIC CONTROL (SHIELDS BRIDGE) LS 1 630-00000 FLAGGING HOUR 1,720 630-00007 TRAFFIC CONTROL INSPECTION DAY 105 630-00012 TRAFFIC CONTROL MANAGEMENT DAY 290 630-80359 PORTABLE MESSAGE SIGN PANEL DAY 10 630-85006 IMPACT ATTENUATOR (SAND FILLED PLASTIC BARREL) (TEMPORARY) EACH 15 TOTAL BID (FOR PERFORMANCE AND PAYMENT BONDS, AND LOBE GOALS) ADDITIONAL COSTS 700-70010 F/A MINOR CONTRACT REVISIONS FA 1 $375,000.00 $375,000.00 700-70011 F/A PARTNERING FA 1 $6,000.00 $6,000.00 700-70016 F/A FUEL COST ADJUSTMENT FA 1 $5,000.00 $5,000.00 700-70018 F/A ROADWAY SMOOTHNESS INCENTIVE FA 1 $3,000.00 $3,000.00 700-70019 F/A ASPHALT CEMENT COST ADJUSTMENT FA 1 $15,000.00 $15,000.00 700-70023 F/A ON-THE-JOB TRAINEE FA 1 $1,920.00 $1,920.00 700-70380 F/A EROSION CONTROL FA 1 $7,000.00 $7,000.00 TOTAL ADDITIONAL COSTS $412,920.00 TOTAL BASE BID TOTAL BASE BID IN WORDS (CONTRACT VALUE): Samples obtained during drilling were returned to our laboratory and visually examined by the geotechnical engineer for this project. Laboratory testing included moisture content, dry density, swell -consolidation, unconfined compressive strength, Atterberg limits, gradation, Hveem stabilometer, and water-soluble sulfate tests. Results of laboratory tests are presented in Appendix A and summarized in Table A -I. SUBSURFACE CONDITIONS Existing pavement materials in our borings consisted of 5 to 6 inches of portland cement concrete in TH-1 through TH-3 and 9 inches of asphaltic concrete in TH-4. Soils encountered in our borings below the existing pavement materials consisted of 17 to 181/2 feet of silty to sandy clay over gravelly to silty sand. Claystone and interbedded claystone and sandstone bedrock was encountered in two of our borings below the sand at depths of 27 and 29'/2 feet. Further description of the subsurface conditions is presented on our boring logs (Figure 2) and in our laboratory testing (Appendix A). Groundwater was encountered at the time of drilling at depths ranging from 17 to 18 feet below the existing ground surface. The borings were backfilled after completion of drilling and no delayed groundwater measurements were made. Groundwater levels will vary seasonally and may rise in response to water levels in the ditch. Current groundwater levels are not expected to affect the planned construction. We suggest assuming a groundwater elevation rise of 5 feet above that measured in our borings during wetter seasons and wetter years. Seismicity This area, like most of central Colorado, is subject to a low degree of seismic risk. As in most areas of recognized low seismicity, the record of the past earthquake activity in Colorado is somewhat incomplete. According to the 2009 International Building Code and the subsurface conditions encountered in our borings, we believe this site classifies as a Site Class D. Only minor damage to relatively new, properly designed and built structures would be expected. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 3 ARTHUR OITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114-125 Design loads, not seismic considerations, typically govern dynamic structural design in this area. A Remi Survey can be used to determine the shear wave velocities at the site. A survey of this type may result in a lower seismic site class (Site Class C). However, in our experience this is unlikely. SITE DEVELOPMENT Fill Placement The existing on -site soils are suitable for re -use as fill material provided debris or deleterious organic materials are removed. If import material is required, we recommend importing granular soils. Import fill should contain no particles larger than 3 inches, 10 to 40 percent silt and clay -sized particles (percent passing No. 200 sieve) and exhibit a liquid limit less than 30 and a plasticity index less than 15. Areas to receive fill should be scarified, moisture -conditioned and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). The properties of the fill will affect the performance of foundations, slabs -on -grade, and pavements. Sand soils used as fill should be moistened to within 2 percent of optimum moisture content. Clay fill soils should be moistened to between optimum and 3 percent above optimum moisture content. The fill should be moisture -conditioned, placed in thin, loose lifts (8 inches or less) and compacted as described above. We should be retained to observe and test placement and compaction of fill during construction. Fill placement and compaction activities should not be conducted when the fill material or subgrade is frozen. Site grading in areas of landscaping where no future improvements are planned can be placed at a dry density of at least 90 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Example site grading specifications are presented in Appendix B. Excavation The materials found in our borings can be excavated using conventional heavy- duty excavation equipment. Excavations should be sloped or shored to meet local, CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 4 ARTHUR DITCH CULVERT REPLACEMENT CTL 1 T PROJECT NO. FC05114-125 State and Federal safety regulations. Based on our investigation and OSHA standards, we believe the clay soils classify as Type B soils and the sands as Type C soils. Type B soils require a maximum slope inclination of 1:1 (horizontal:vertical) in dry conditions. Type C soils require a maximum slope inclination of 1.5:1 in dry conditions. Excavation slopes specified by OSHA are dependent upon types of soil and ground water conditions encountered. The contractor's "competent person" should identify the soils and/or rock encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Stockpiles of soils, equipment, or other items should not be placed within a horizontal distance equal to one-half the excavation depth, from the edge of excavation. Excavations deeper than 20 feet should be braced or a professional engineer should design the slopes. The width of the top of an excavation may be limited in some areas. Bracing or "trench box" construction may be necessary. Bracing systems include sheet piling, braced sheeting and others. Lateral loads on bracing depend on the depth of excavation, slope of excavation above the bracing, surface loads, hydrostatic pressures, and allowable movement. For trench boxes and bracing allowed to move enough to mobilize the strength of the soils, with associated cracking of the ground surface, the "active" earth pressure conditions are appropriate for design. If movement is not tolerable, the "at rest' earth pressures are appropriate. We suggest an equivalent fluid pressure of 40 pcf for the "active" earth pressure condition and 55 pcf for the "at rest" earth pressure condition, assuming level backfill. These pressures do not include allowances for surcharge loading or for hydrostatic conditions. We are available to assist further with bracing design if desired. Water and sewer lines are often constructed beneath pavement areas. Compaction of trench backfill can have a significant effect on the life and serviceability of pavements. We recommend trench backfill be moisture conditioned and compacted As described in the Fill Placement section of this report. Placement and compaction of fill and backfill should be observed and tested by a representative of our firm during construction. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 5 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114-125 11 F FOUNDATIONS We anticipate that the proposed culvert will be constructed on the natural clay or properly compacted fill. Samples selected for in swell -consolidation testing showed consolidation to low swell potential. We understand the culvert will be constructed as a precast or cast -in -place, reinforced concrete box and that the bottom of the box will serve as a mat type foundation. Design and construction criteria for mat foundations are provided below. These criteria were developed from analysis of field and laboratory data and our experience. The recommended foundation alternative can be used provided all design and construction criteria presented in this report are followed. Mat Foundations 1. Mat foundations should be constructed on undisturbed native soils or properly compacted fill. Where soils are loosened during excavation or in the forming process, the loose disturbed material should be removed and replaced with properly compacted fill as presented in the Fill Placement section of this report. Unevenness in the excavation bottom can be leveled with a course of low strength concrete or flow fill. 2. Mat foundations constructed on the natural soils and/or properly compacted fill can be designed for an ultimate bearing capacity of 6,000 psf using the LRFD design method. This value corresponds to an allowable soil bearing pressure of 2,000 psf using the ASD design method. The resistance factor for foundation design will need to be calculated when the ratio of deadload to live load is determined. The soil pressure can be increased 33 percent for transient loads such as wind or seismic loads. The ultimate capacity using LRFD method assumes a weighted load factor of 1.5 and a resistance factor of 0.5. 3. Reinforced slabs are typically designed using a modulus of subgrade reaction. We recommend using a value of 200 pounds per square inch per inch of deflection (pci) for the modulus of subgrade reaction. 4. Lateral load applied to mat foundations can be resisted by friction between the concrete at the base of the mat and the ground and by the passive pressure of densely compacted backfill and/or undisturbed ground against the side of a mat provided that soil will not be removed over the life of the structure. Lateral load criteria are presented below in the LATERAL EARTH PRESSURE section of this report. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT _ 6 ARTHUR DITCH CULVERT REPLACEMENT CTL 1 T PROJECT NO. FC051 iq-125 IF 5. Materials beneath the mat foundation should be protected from frost action. Normally, 30 inches of frost cover is assumed in this area. 7. We should be retained to observed mat foundation excavations to confirm the subsurface conditions are as anticipated from our borings and are suitable for supporting the mat foundation. Placement and compaction of fill should be observed and tested. LATERAL EARTH PRESSURES The box culvert will be required to resist lateral earth pressures. The lateral loads acting on box culvert walls are dependent on the height and type of wall, backfill configuration, and backfill type. For the purposes of design, we have assumed less than 10 feet of fill will be retained by the box culvert and the backfill will be on -site or similar soils. All walls should be designed to resist lateral earth pressures that act upon the wall. Graphical examples of typical loading conditions are presented in Figure 3. The following table provides our recommended equivalent fluid pressure values for the backfill soils anticipated at this site. The pressures given do not include allowances for surcharge loads such as sloping backfill, vehicle traffic, or excessive hydrostatic pressure. These values also do not include a factor of safety. Normally, a factor of safety of 1.5 is used for sliding and 1.6 for lateral earth pressure. These equivalent fluid pressures can be reduced if imported granular materials are used as backfill behind these walls. We can provide equivalent fluid to be used for alternative wall backfill materials upon your request. adiing:06 d on Npl EquivalentH dtostatica � Y Pressure�R Active pcf 40 At -Rest (ya) pcf 55 Passive (yP) pcf 300 Horizontal Friction Coefficient 0.40 CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 7 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO, FC05114-125 The appropriate load distribution to apply for design depends not only on the soil type, but also on the wall type and restraint. For walls that are restrained from rotation, the walls should be designed to resist the "at rest" earth pressure. For walls, which are free to rotate to develop the shear strength of the retained soils, the walls should be designed to resist the "active" earth pressure. Resistance to lateral loads can be provided by friction between concrete and soil and/or by "passive" earth pressure. Passive earth pressure should be ignored for the top 1 foot of soils against the structure since it can be removed easily with time. The proper application of these loading conditions is the responsibility of the wall designer. Wall backfill should be placed as decribed in the Fill Placement section of this report. PAVEMENT DESIGN We understand the City plans to reconstruct the intersection of Laporte Avenue and Whitcomb Street. The City requires the use of the AASHTO and CDOT design methods for their roadways. We used DARWinTM software to develop our pavement thickness calculations with input values provided by City personnel, PBS&J, and LCUASS. A roadway classification of four -lane arterial/residential intersection was provided by the City. An 18-kip Equivalent Single Axle Load (ESAL) of 834,868 was provided for flexible pavements and an ESAL of 1,098,938 was determined for rigid pavements based on the information provided by PBS&J. Hveem stabilometer testing resulted in an R-value of 39, which was converted to a resilient modulus (MR) of 9,120 psi. For rigid pavement recommendations, a k-value of the subgrade soils of 100 psi was determined based on the degree of saturation. Computer generated printouts of the DARWinTM calculations are presented in Appendix C. We have provided pavement thickness alternatives including hot mix asphalt (HMA) on aggregate base course (ABC) and portland' cement concrete (PCC) pavement. Our minimum pavement thicknesses are presented in the following table. Additional discussion regarding advantages and disadvantages of the pavement alternatives and their expected performance is included in the PAVEMENT SELECTION section of this report. CrrY OF FORT COLLINS - ENGINEERING DEPARTMENT 8 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114.125 c1 Roadway, �, HMA + AS ;;� f f ` , -PCC :3 J. Intersection of Laporte Avenue 6" HMA + 6" 10.5" PCC and Whitcomb Street ABC PAVEMENT SELECTION We understand portland cement concrete will likely be used for reconstructing the intersection. Since the intersection is an arterial/residential intersection, PCC is not required, but highly recommended. PCC pavement also has better performance in freeze -thaw conditions and should require less long-term maintenance than HMA pavement. SUBGRADE PREPARATION A key component to successful performance of pavement structures is the stability of the subgrade. Our laboratory tests indicate subgrade soils tested for swell had a low expansion potential. Expansion potentials of 2 percent or less do not require mitigation for swell. Subgrade soils that do not require swell mitigation or stability improvement typically can be prepared with conventional moisture treatment and compaction. Recommendations for conventional moisture treatment and compaction of the subgrade are presented in Appendix D of this report. . Scarification and recompaction of subgrade soils should occur as close to the time of pavement construction as possible. The final subgrade surface must be protected from excessive drying or wetting until such time as the pavement section is constructed. Maintaining moisture contents near optimum will be critical to avoid excessive deflections, rutting and pumping of the subgrade during subgrade preparation of the roadway. For isolated or small areas requiring stabilization, removal and replacement or "crowding" crushed, coarse aggregate into the subgrade may be effective. If large areas CITY OF FORT COLLINS — ENGINEERING DEPARTMENT 9 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO, FC05114-125 require stabilization, chemical treatment of the soils or placement of geogrid may be a more effective alternative. PAVEMENT MATERIALS AND CONSTRUCTION The construction materials are assumed to possess sufficient quality as reflected by the strength coefficients used in the flexible pavement design calculations. Materials and construction requirements of LCUASS should be followed. Material properties and construction criteria for the pavement alternatives are provided in Appendix D. These criteria were developed from analysis of the field and laboratory data, our experience and LCUASS requirements. If the materials cannot meet these recommendations, our pavement recommendations should be reevaluated based upon available materials. Materials planned for construction should be submitted and the applicable laboratory tests performed to verify compliance with the specifications. MAINTENANCE Routine maintenance, such as sealing and repair of cracks, is necessary to achieve the long-term life of a pavement system. We recommend a preventive maintenance program be developed and followed for all pavement systems to assure the design life can be realized. Choosing to defer maintenance usually results in accelerated deterioration leading to higher future maintenance costs, and/or repair. A recommended maintenance program is outlined in Appendix E. Excavation of completed pavement for utility construction or repair can destroy the integrity of the pavement and result in a severe decrease in serviceability. To restore the pavement top original serviceability, careful backfill compaction before repaving is necessary. We should be retained to observe and test placement and compaction of utility trench backfill and pavement subgrade during construction. WATER-SOLUBLE SULFATES Concrete that comes into contact with soils can be subject to sulfate attack. We measured water-soluble sulfate concentrations in three samples from this site. Concentrations measured were 0.02 percent or less. Sulfate concentrations less than CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 10 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114.125 0.1 percent indicate Class 0 exposure to sulfate attack for concrete that comes into contact with the subsoils, according to the American Concrete Institute (ACI). For this level of sulfate concentration, ACI indicates any type of cement can be used for concrete that comes into contact with the soils and/or bedrock. In our experience, superficial damage may occur to the exposed surfaces of highly permeable concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze -thaw deterioration, the water-to-cementitious material ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete should be air entrained. SURFACE DRAINAGE Performance of pavements, flatwork and foundations are influenced by changes in subgrade moisture conditions. Carefully planned and maintained surface grading can reduce the risk of wetting of the foundation soils and pavement subgrade. We recommend the following precautions be observed during and maintained after the completion of the building: 1. Wetting or drying of the open foundation excavation should be avoided. 2. Positive drainage should be provided away from foundations. Pavements and sidewalks adjacent to the culvert should be sloped for positive drainage away from the structure. Water should not be allowed to pond on pavements. 3. Backfill around foundations should be moisture treated and compacted as described in the Fill Placement section of this report. 4. A leading cause of premature pavement deterioration is infiltration of water into the pavement system. This increase in moisture content usually results in the softening of base course and subgrade and eventual .failure of the pavement. We recommend that pavements and surrounding ground surface be sloped to cause surface water to run off rapidly and away from pavements. Backs of curbs and gutters should be backfilled with compacted fill and sloped to prevent ponding adjacent to backs of curbs and to paving. The final grading of the subgrade should be carefully controlled so the pavement design cross-section can be maintained. Low spots in the subgrade that can trap water should be eliminated. Seals should be provided within the curb and pavement and in all joints to reduce the possibility of water infiltration. CITY OF FORT COLLINS - ENGINEERING DEPARTMENT 11 ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114-125 LIMITATIONS Although our borings were spaced to obtain a reasonably accurate picture of subsurface conditions, variations not indicated in our borings are always possible. We should be retained to observe mat foundation excavations to confirm soils are similar to those found in our borings. We should be retained to observe and test placement and compaction of fill, backfill, subgrade and other fills. This report was prepared from data developed during our field exploration, laboratory testing, engineering analysis and experience with similar conditions. The recommendations contained in this report were based upon our understanding of the planned construction. If plans change or differ from the assumptions presented herein, we should be contacted to review our recommendations. We believe this investigation was conducted in a manner consistent with that level of skill and care ordinarily used by members of the profession currently practicing under similar conditions in the locality of this project. No warranty, express or implied, is made. If we can be of further service in discussing the contents of this report or in the analysis of the culvert and pavement from the geotechnical point of view, please contact the undersigned. CTL I THOMPSON, INC. by: 4e4v-�"- 44'J'-- Spencer Schram. El Staff Engineer Reviewed by: Eric D. Bernharc Project Engineer bir Geot( CITY OF FORT COLLINS - ENGINEERING DEPARTMENT t ARTHUR DITCH CULVERT REPLACEMENT CTL i T PROJECT NO. FC0511 d-125 Exhibit 2 — Descriptions of Revisions to the Bid Tab & Plans Revisions to the Plans/Bid Tab: The following line items have been adjusted on the bid tab per attached planset revisions: • Removal of Tree • Muck Excavation • Structure Excavation • Structure Backfill (Class 1) • Filter Material (Class B) • Hot Mix Asphalt (Grading S)(100)(PG 64-28) • Concrete Class D (Bridge) • Structural Concrete Coating • Reinforcing Steel (Epoxy Coated) • Curb and Gutter Type 2 (Section II-B) • Flagging 5 EA 200 CY 2,328 CY 1712 CY 308 CY 60 TON 381 CY 280 SY 77,938 LB 150 LF 1,720 HOURS The following line items have been added as new line items in the bid tab per attached planset revisions: • Removal of Asphalt Mat Planing (1 "-4" Depth) 288 SY • Filter Material (Class A) 108 CY • Hot Mix Asphalt (Grading S)(100)(PG 58-28) 125 TON • Concrete Class D (Miscellaneous)(Colored) Type 1 69 CY • Concrete Class D (Miscellaneous)(Colored) Type 2 65 CY • Concrete Barrier Curb 177 LF • Curb and Gutter Type 2 (Section II-B)(Special) • (6"-12" Curb Face) 421LF The following line item has been increased to accommodate future expansion of an existing utility at the Laporte/Whitcomb Bridge: • 3 Inch Electrical Conduit 1050 LF D. Replace plan sheets with attached plan sheets (total 21 sheets). E. Replace bid tabs with attached bid tabs. APPROXIMATE SCALE: 1" = 50' 0' 25' 50' LEGEND: TH-1 INDICATES APPROXIMATE ® LOCATION OF EXPLORATORY BORING TH-1 Till TH-2 ` T Z 0 n 3 C ` CD n O 3 Cr U) fD TH-4 4 CITY OF FORT COLONS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114-125 CHERRY ST. o'a. SITE LAPORTE AVE- j I MOUNTAINAVE. N V W m N � U � O O F -= K C i w VICINITY MAP (FORT COLLINS. CO) NOT TO SCALE Laporte Avenue T, Locations of Exploratory Borings FIGURE 1 TH-1 5" PCC 0 3/12 15 4 u � _I sonz W/12 100/4 �J 40 C1 i'i VF FURT COLLINS-f NCI1:EE0.IOG OEPM .E.T a11f11VA DO CH CVLVERT REPUCOI Ew I:I I I i P.01ECT 110 F"5111.1]1 TH-2 10/12 r� 16019 TH-3 112112 42/12 Y 50/11 TH-4 9' ACACC --� �720 as 0 5- 10- 01 11 15- SZ O 501 D: 20 - p Q' `6 L �v 50/6 25 - 30 - 35 - 40 _ LEGEND: aPORTLANO CEMENT CONCRETE (PCC) ASPHALTIC CONCRETE (AC) CLAY, SANDY, SILTY, WITH OCCASIONAL GRAVEL, MOIST, SOFT TO VERY STIFF, BROWN, LIGHT BROWN (CL) SAND. GRAVELLY, SILTY. MOIST TO WET. DENSE, BROWN, BLACK ISP, Ski. SWSM) Q ® CLAYSTONE, MOIST, HARD TO VERY HARD, GRAY ® INTERBEDDED CLAYSTONE AND SANDSTONE, MOIST, HARD TO VERY HARD, GRAY DRIVE SAMPLE. THE SYMBOL 3/12 INDICATES 3 BLOWS OF A 140-POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5-INCH O.D. SAMPLER 12 INCHES, DRIVE SAMPLE, THE SYMBOL 50112 INDICATES 50 BLOWS OF A 140 POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.0-INCH O.D. SAMPLER 12 INCHES. w LL � BULK SAMPLE FROM AUGER CUTTINGS. s $(. WATER LEVEL MEASURED AT TIME OF DRILLING. — — — — — — INDICATES ESTIMATEDOEPiHOFTHE BOTTOMOFTHE CULVERT. 5-PCC INDICATES 51NCHES OF PORTLAND CEMENT CONCRETE 9-AC INDICATES 9INCHES OF ASPHALTIC CONCRETE NOTES: 1, THE BORINGS WERE DRILLED ON FEBRUARY 4. 2010. USING 4-INCH DIAMETER CONTINUOUS -FLIGHT AUGER AND A TRUCK -MOUNTED CME 55 DRILL RIG. 2, APPROXIMATE BORING LOCATIONS ARE SHOWN ON FIGURE 1. 3. BORINGS WERE BACKFILLED UPON COMPLETION. NO SECONDARY GROUNDWATER MEASUREMENTS WERE TAKEN. 4. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS REPORT. Summary Logs of Exploratory Borings FIGURE 2 hs h WALL TYPE CANTILEVER WALL EARTH PRESSURE P = 'YA s H i �l �l Il Il H = HEIGHT OF WALL (FT) . P = LATERAL PRESSURE (PSF) YA = ACTIVE HYDROSTATIC UNIT WEIGHT (PCF) P (Active Condition) P = 0.6 • YA + H H = HEIGHT OF WALL (FT) P = LATERAL PRESSURE (PSF) P YA = ACTIVE HYDROSTATIC UNIT WEIGHT (PCF) BRACED OR TIE —BACK EXCAVATION BELOW GRADE WALL P=Yo+H H = HEIGHT OF WALL (FT) P = LATERAL PRESSURE (PSF) P YD = AT REST HYDROSTATIC UNIT WEIGHT (PCF) (At —Rest Condition) Fi = YA ` 0% hs) F� = YA + (ht I2hs) h = HEIGHT OF WALL (FT) hs = HEIGHT OF SLOPE (FT) P7 = LATERAL PRESSURE, TOP OF WALL (PSF) Pt P2 = LATERAL PRESSURE, BOTTOM OF WALL (PSF) YA = ACTIVE HYDROSTATIC UNIT WEIGHT (PCF) CANTILEVER WALL —SLOPING BACKFILL CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114.125 (Active with Surcharge) Example Lateral Earth Pressure Distributions FIGURE 3 - IT APPENDIX A RESULTS OF LABORATORY TESTING 3 2 Z 0 0 z a w 0 z -2 0 Uj w R -3 CL 2 0 0 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO ------------------------------- ---------- WETTING •---- -- -',-;----;-._ -- ------ _.-_--------- - - . . -------.---;-- - - - - -------------- ----- -------- - -s 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 1 AT 2 FEET 3 2 z O 0 Uf z Q X - W 0 z 0 .2 rA rn w 1r a .3 2 0 U 10 100 DRY UNIT WEIGHT= 95 PCF MOISTURE CONTENT= 193 % ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE - - - -- - '-- -._-T WETTING , -- - ---- --- ------------------ --: -- -- : 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - I AT 14 FEET 10 100 DRY UNIT WEIGHT= 114 PCF MOISTURE CONTENT= 8.4 CRY OFFORT COLLINS- ENGINEERING DEPARTMENT Swell Consolidation ARTHUR DITCH CULVERT REPLACEMENT - CTL 1 T PROJECT NO. FC05114-125 Test est Results FIGURE A-1 3 2 Z 0 O N Z Q -0 a W a OZ -z N WLU a 3 O U EXPANSION UNDER CONSTANT ------------------------------------ DUE TO WETTING -- -------------------------..__.._-------- - -_ .._---. -------`-----------,- --------------; -------------- _.. ------------ - �J ------ -- -- - _..' -------------------- ------ - 0.1 APPLIED PRESSURE - KSF Sample Of CLAYSTONE From TH - 1 AT 29 FEET 3 2 z O o N Z Q X -1 W 0 Z O -2 M y W cr g 3 0 0 4 ---------------- 1,0 DRY UNIT WEIGHT= 123 PCF MOISTURE CONTENT= 14.7 % )DITIONAL COMPRESSION JDER CONSTANT PRESSURE DUE WETTING j 1 0.1 1.0 10 100 APPLIED PRESSURE- KSF Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 111 PCF From TH - 2 AT 2 FEET MOISTURE CONTENT= 13.3 CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. F005114.125 Swell Consolidation Test Results FIGURE A-2 3 2 M z 0 O N z Q -1 CL x w e 0 z .2 O rn w C -3 O U ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO -------------------- _.._.._.... - - -- •WETTING : ---- - ;- - ---- - ----------.----- -, -;-- -- -- -- • -- .___.-_-__.-----...-_.---..-_-___.--.__-______.__._____-____----..---_'------_--r.-__ 0.1 APPLIED PRESSURE • KSF Sample of CLAY, SANDY (CL) From TH - 3 AT 2 FEET 3 2 z O 0 05 z a x -1 w 0 z O -2 rn rn w CL -3 2 O U 1.0 10 100 DRY UNIT WEIGHT= 106 PCF MOISTURE CONTENT= 19.3 0. EXPANSION UNDER CONSTANT ------- ____'____________------------- .:_-'._.PR SSURE DUE TO WETTING -- --- - --. -- ------ :--------- .-- - - - - -- - - -- -- -- ---- ,--- - - - - -- ---- --- - - - - -- --- --- -4 -4 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 3 AT 4 FEET CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTLIT PROJECT NO. FC05114-125 10 100 DRY UNIT W EIGHT= 100 PCF MOISTURE CONTENT= 19.6 Swell Consolidation Test Results FIGURE A-3 z 0 O W z Q .1 a x W a O -2 55 rn W CC a -a 2 O U ADDITIONAL COMPRESSION UNDER ' CONSTANT PRESSURE DUE TO WETTING ------ - - - -- —: -- . - ..._.- ---- - -- --- - -;- -- -- ------ - e - -_ :-. - ; -a 0.1 APPLIED PRESSURE • KSF Sample of CLAY, SANDY (CL) From TH - 3 AT 14 FEET z O 0 rn z Q a x .1 W z O -2 0i rn W a •3 O U 1.0 10 100 DRY UNIT W EIGHT= 111 PCF MOISTURE CONTENT= 17.0 % ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE ------.:_.__'.__.___.._J:1`1� WETTING : , - -- -------------------;�. : 0.1 1.0 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH - 4 AT 2 FEET CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO- FC051 14.125 10 t00 DRY UNIT WEIGHT= 108 PCF MOISTURE CONTENT= 14.9 % Swell Consolidation Test Results FIGURE A-4 Tr I HYDROMETER ANALYSIS SIEVE ANALYSIS 25HR. 7HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 46 MIN, 15 MIN 60 M'N. 19 MIN. 4 MIN, I MIN, '200 .100 '50 '40 '30 *16 '10 '6 -4 3/9' 314- 111, 31 516, 61 100 0 90 10 0 70 a z < 60 < .40 U 50 cc 50 w 40 60 30 70 7L 20 so 10 0 .001 0.002 .005 009 .019 .037 074 149 .297 �690 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0,42 152 DIAMETER OF PARTICLE IN MILLIMETERS i SANDS GRAVEL I CLAY (PLASTIC) TO SILT (NON -PLASTIC) FINE I MEDIUM I COARSE IF FINE I COARSE Sample of SAND, SILTY (SM) GRAVEL 37 % SAND 51 % From TH - 1 AT 24 FEET SILT & CLAY 12 % LIQUID LIMIT % PLASTICITY INDEX % I HYDROMETER ANALYSIS SIEVE ANALYSIS i 25 HR. 45MIK '00 7 HR. ISMIN. TIME READINGS 60MIK 19MIK 4MIN. IMIN, .100 U.S. STANDARD SERIES *50 '40 '30 116 CLEAR SQUARE OPENINGS *10 -4 118, 314* Il't* 31 516M 61 0 go so ------- 70 30 0 (5 z z 60 —140 so so 40 ......... . 20 so 10 90 .001 0.002 .005 .009 .019 .037 074 .149 297 590 1.19 2.0 2.38 4,76 952 0.42 DIAMETER OF PARTICLE IN MILLIMETERS 19.1 36.1 76.2 127 200 152 100 I CLAY (PLASTIC) TO SILT (NONbPLASTIC) SANDS GRAVEL �COOSLZ i FINE I MEDIUM ICOARSE l FINE I CCAASE=� Sample Of CLAY. SANDY (CL) GRAVEL 1 % SAND 39 % From TH - 2 AT 1-4 FEET SILT & CLAY 60 % LfQUIDLIMfT 26 % PLASTICITY INDEX 11 % CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114-125 Gradation Test Results FIGURE A-5 IF I HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN, IS MIN, 60 MIN. 19 MIN. 4 MIN. I MIN. *50 *40 '30 116 110 a -4 3/8' N4- IV}' 31 5*6* 8' 0 100 90 20 80 a 70 30 40 4 60 r z 50 z 40 60 a 30 70 10 7P= - =90 0 100 .001 0,002 .005 .009 .019 0L37 .074 ,149 297 90 1.19 20 238 4.76 9.52 19.1 381 76.2 127 200 0.42� 152 DIAMETER OF PARTICLE IN MILLIMETERS I SANDS I GRAVE CLAY I (PLASTIC) TO SILT (NON -PLASTIC) FINE I MEDIUM I COARSE I FINE COARSE L Sample of SAND, SLIGHTLY SILTY (SW-SM) GRAVEL 32 % SAND 60 % From 3 AT 19 FEET SILT & CLAY 8 % LIQUID LIMIT % PLASTICITY INDEX % I HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U.S STANDARD SERIES CLEAR SQUARE OPENINGS 45MIN. ISMIN, 60MIN. 19MI.4. 4MIN. IMIN 1100 '50 '40 '30 '16 '10 'S -4 3X 3/4' IW 3' S'6* 810 100 80 20 1-- 270 4. 60 40 . ... ... .50 ... .. 40 6 0 30 70 so 20 90 100 0 .001 0002 .005 .009 .019 .037 .074 .149 .297 590 1�19 2�02.36 4,78 9.52 19.1 36. 1 762 127 200 0.42 152 DIAMETER OF PARTICLE M MILLIMETERS SANDS GRAVEL CLAY (PLASTIC) TO SILT (NON -PLASTIC) FINE T F AEDIUM COARSE FINE COARSE I COBBLES Sample of CLAY, SANDY (CL) From TH - 3 AT 1-4 FEET CITY OF FORT COLLINS - ENGINEERING DEPARTMENT ARTHUR DITCH CULVERT REPLACEMENT CTL I T PROJECT NO. FC05114.125 GRAVEL 9 % SAND 37% SILT &CCAY'-5 % LIQUID LIMIT 28 % PLASTICITY INDEX 12 % Gradation Test Results FIGURE A-6