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Home My WebLink About20193632.tiffGeotechnical Engineering Report W d County Road 39 Extension Colorado April 29, 2019 Terracon Project No. 21185119 (revised) a red for: Farnsworth Group, Inc Fort Collins, Colorado Prepared by: Terracon Consultants, Inc. Greeley, Colorado 2019-3632 Environmental S Facilities Geotechnical Materials March 7, 20019 Revised April 29, 2019 Farnsworth Group, Inc 1612 Specht Point Road, Suite 105 Fort Collins, Colorado 80525 Attn: Mr. Bill Cornelius, RE.- Senior Project Manager P: (970) 232-1203 E: bcornelius@F-W.com Re: Geotechnical Engineering Report Weld County Road 39 Extension Between WCR 50.5 and WCR 52 La Salle, Colorado Terracon Project No. 2/185119 (revised) Dear Mr. Cornelius: lithrracon GeoRewbrort Terracon Consultants, Inc. (Terracon) nas completed the geotechnical engineering services for the project referenced above. This study was performed in general accordance with Terracon Proposal No. P21185119 (revised) dated December 28, 2018. This report presents revisions requested by Weld County and Farnworth Group, Inc to the original report (dated March 7, 2019) and contains the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork, the design and construction of foundations and pavements for the proposed project. We appreciate the opportunity to be of service to you on this project. Materials testing and construction observation services are provided by Terracon as well. We would be please to discuss these services with you. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. u t-Stauder, P.G Project Geologist Eric 0. Bernhardt, JAL Geotechnical DepartrneeKsw .er Terracon Consultants, Inc. 1289 I.' 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Orange B, text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the GeoReport logo will bring you back to this page. For more interactive features, please view your project online at cl i ent.terra con. cone . ATTACHMENTS EXPLORATION AND TESTING PHOTOGRAPHY LOG S ITE LOCATION AND EXPL . EXPLORATION RED UL S UPPORTING INFOR R C ^a D N ote: Refer to each individual Attachment for a listing of contents. Res: onsive ® Resou celui Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) REPORT SUMMARY lierracon aport Topic r Overview Statement 2 u Project Overview w Subsurface Conditions A geotechnical exploration has been performed for the proposed Weld County Road 39 Extension to be constructed between Weld County Road (WCR) 50.5 and WCR 52 in La Salle, Colorado. Seven (7) borings were performed to depths of approximately 10% to 25 feet below existing site grades. Subsurface conditions encountered in our exploratory borings generally consisted of about 2 to 4 feet of organic clay to sandy clay over poorly -graded sand with varying amounts of fines and gravel. Boring logs are presented in the I city (6SU - section of this report. Groundwater Condltic Geotechnical Concerns Earthwork Ground Improvements Grading and Drainage Foundations Groundwater was encountered in most of our test borings at depths of about 1% to 4 feet below existing site grades at the time of drilling. Groundwater levels can fluctuate in response to varying seasonal and weather conditions, irrigation on or adjacent to the site and fluctuations in nearby water features. Groundwater was measured at depths ranging from about 1.5 to 4 feet below existing site grades. In general, measured groundwater levels were shallowest in the vicinity of Boring Nos. 2, 3 and 4. Temporary construction dewatering and stabilization of subgrade soils will likely be required. Soft to medium stiff organic lean clay soils were encountered within the upper approximately 2 to 4 feet of the borings completed at this site. In general, the materials were encountered in the low-lying areas of the northern portion of the site in the vicinity of Boring Nos. 1 through 5. Organic soils offer very poor subgrade support for both pavement subgrade and beneath shallow foundations. These materials can be susceptible to disturbance and loss of strength under repeated construction traffic loads and unstable conditions could develop. Stabilization of soft soils may be required at some locations to provide adequate support for construction equipment and proposed structures. On -site soils free of organic materials typically appear suitable for use as general engineered fill and backfill on the site provided they are placed and compacted as described in this report. Import materials (if needed) should be evaluated and approved by Terracon prior to delivery to the site. Earthwork recommendations are presented in the ` ` section of this report. Organic soils should be over -excavated and should not be relied upon for support of shallow foundations (associated with the HERCP pipe system) or pavement subgrades. We estimate the 2 to 4 feet of over -excavation will be required. In addition, the over -excavation will approach groundwater levels. Stabilization of subgrade soils beneath the over -excavation may be required at some locations to provide adequate support for construction equipment and planned construction. As discussed in the Grading and Drainage section of this report, surface drainage should be designed, constructed and maintained to provide rapid removal of surface water runoff away from the pavements. Water should not be allowed to pond adjacent to foundations or on pavements. Excessive wetting of subgrade soils and subgrade can cause movement and distress to foundations and pavements. The proposed HERCP culverts can be constructed on native granular subgrade soils, provided the organic soils are completely over -excavated and removed below the culvert base. The subgrade beneath the proposed improvement should be scarified, moisture conditioned, and properly compacted. Responsive ■ Resourceful • Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) I lerracon GeoReport Pavements Construction Observation and Testing General Comments Overview Statement The revised recommended thicknesses for this project includes 5 inches of asphalt over 6 inches of aggregate base course. Additional pavement section alternatives and discussion are presented in the report Close monitoring of the construction operations and implementing drainage recommendations discussed herein will be critical in achieving the intended foundation, slab and pavement performance. We therefore recommend that Terracon be retained to monitor this portion of the work. This section contains important information about the limitations of this geotechnical engineering report. If the reader is reviewing this report as a pdf, the topics (bold orange font) above can be used to access the appropriate section of the report by simply clicking on the topic itself. This summary is for convenience only. It should be used in conjunction with the entire report for design purposes. It should be recognized that specific details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. Responsive . Resourceful • Reliable ii echrd, L,roain Rc, � j Weld County Road 39 Extension Between WCR 50.5 and WCR 52 La Salle, Colorado Terracon Project No. 2/185119 (revised) April 29, 2019 j7I < ,. 3 q,%t zzo This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed WCR. 39 Extension to be located between WCR 50.5 and WCR 52 in La Salle, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: Subsurface soil conditions Groundwater conditions Excavation considerations Foundation design and construction Site preparation and earthwork Pavement design and construction The geotechnical engineering scope of services for this project included the advancement of 7 test borings to depths ranging from approximately 101/2 to 25 feet below existing site grades. Maps showing the site and boring locations are shown in the Site Locatica. and E1r ° Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and as separate graphs in the section of this report. The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. Item Parcel Information Existing Improvements Description The proposed roadway alignment is located east of US Highway 85 and extends approximately 2,000 feet from WCR 50.5 north to WCR 52 in La Salle, Colorado. The approximate Latitude/Longitude of the center of the site is 40.35773° N 104.69585°_W (Please refer to Exhibit 0). The proposed alignment primarily bisects undeveloped Right -of -Way (ROW) owned by the Union Pacific Railroad (UPRR). The alignment roughly parallels the proposed alignment with an approximate offset of about 100 feet. Single-family residences are located to the east of the alignment at both WCR 50.5 and WCR 52. A tank battery is located near the mid -point of the proposed alignment and offset to the east approximately 200 feet. Responsive a Resourcefwelale Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) lierracon TteoRepoft Item Current Ground Cover Description The ground cover is comprised of native grasses and shrubs. Existing Topography The alignment slopes from south to north, with approximately 20 feet of elevation change between WCR 50.5 and WCR 52. The maximum slope is located approximately 300 feet north of WCR 50.5 and descends at an estimated 20 percent to the north over a distance of about 250 feet. PROJECT o E 1 c Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows: Information Provided Project Description Grading/Slopes Description Farnsworth provided the original RFP from Weld County as well as three propose alignments. The proposed roadway alignment is located east of US Highway 85 and extends approximately 2,000 feet between WCR 50.5 north to WCR 52 in La Salle, Colorado. We anticipate minor cuts and fills on the order of 10 feet or less will be required to achieve proposed grades. Structures We understand a three horizontal elliptical reinforced concrete pipe(s) (HERCP) system are planned in the location bisected by a ditch which was part of the original Lower Latham Drainage Ditch. A preliminary estimate regarding the size of an individual pipe section is 68 inches by 43 inches (provided). Furthermore, we understand the invert will no longer be buried and will be approximately at final site grades. Pavements We have provided both rigid (concrete) and flexible (asphalt) pavement sections. In addition: We understand work performed will be in accordance with Colorado Department of Transportation (CDOT) "Standard Specifications for Road and Bridge Construction." Pavement sections will be designed using Mechanistic -Empirical methodology (ME) The pavement design period is 20 years. The revised two-way AADTT provided is approximately 25. Additional pavement design calculations are summarized in the ME Design sheets appended to this report. Responsive Resourceful ® Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 =I Terracon Project No. 21185119 (revised) GEOTECHNICAL CHARACTERIZATION Subsurface Profile irerracon GeoReport We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, laboratory data, geologic setting and our understanding of the project. This characterization, termed GeoModel, forms the basis of our geotechnical calculations and evaluation of site preparation and foundation options. Conditions encountered at each exploration point are indicated on the individual logs. The individual logs can be found in the section and the GeoModel can be found in the N 1urz section of this report. As part of our analyses, we identified the following model layers within the subsurface profile. For a more detailed view of the model layer depths at each boring location, refer to the GeoModel. Model Layer 1 3 4 Layer Name Organic Soils Silty, Clayey Sand (B-6 and B-7) General Description Organic clay to clayey sand, medium plasticity, medium stiff to loose Approximate Depth to Bottom of Stratum About 2 to 4 feet below existing site grades. Sand 1 Groundwater Conditions Sand with varying amounts of low plasticity fines, loose to medium dense About 4 feet below existing site grades. Poorly -graded sand with varying amounts of silt and gravel, loose to medium dense About 14 feet below existing site grades. Well -graded sand with varying amounts of silt and gravel, loose to medium dense About 25 feet below existing site grades. The boreholes were observed while drilling and after completion for the presence and level of groundwater. In addition, delayed water levels were also obtained in some borings. The water levels observed in the boreholes are noted on the attached boring logs, and are summarized below: Boring Number Depth while to groundwater drillin g , ft. -.- Depth after ----- to groundwater drillin - g' ft, Elevation groundwater drilling, ft. of after I 4 4.4 4,648.8 2 2.5 1.5 4,650.1 3 2.5 2.6 4,650.3 nsive 3 Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) Boring Number 6 lrerracon GeoReport Depth to groundwater while drilling, ft. 2 1.5 Not encountered Not encountered Depthto groundwater after drilling, ft. 1.9 1.5 Elevation of groundwater after drilling, ft. 4,650.7 4,652.2 These observations represent groundwater conditions at the time of the field exploration, and may not be indicative of other times or at other locations. Groundwater levels can be expected to fluctuate with varying seasonal and weather conditions, and other factors. Groundwater level fluctuations occur due to seasonal variations in the water levels present in the South Platte River, amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the project may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. Fluctuations in groundwater levels can best be determined by implementation of a groundwater monitoring plan. Such a plan would include installation of groundwater piezometers, and periodic measurement of groundwater levels over a sufficient period of time. Laboratory Testing Samples of site soils selected for plasticity testing exhibited low to moderate plasticity with liquid limits ranging from non -plastic to 35 and plasticity indices ranging from non -plastic to 18. Laboratory test results are presented in the section of this report. r :LTLu Based on subsurface conditions encountered in the borings, the site appears suitable for the proposed construction from a geotechnical point of view provided certain precautions and design and construction recommendations described in this report are followed and the owner understands the inherent risks associated with construction on sites underlain by expansive soils and bedrock. We have identified several geotechnical conditions that could impact design, construction and performance of the proposed structures, pavements, and other site improvements. These included existing, undocumented fill, shallow groundwater, expansive soils and bedrock, and potentially soft, low strength clay soils. These conditions will require particular attention in project planning, design and during construction and are discussed in greater detail in the following sections. Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) Shallow Groundwater liwracon GeoReport As previously stated, groundwater was measured at depths ranging from about 1.5 to 4 feet below existing site grades. In general, measured groundwater levels were shallowest in the vicinity of Boring Nos. 2, 3 and 4. Temporary construction dewatering and stabilization of subgrade soils will likely be required. It is also possible and likely that groundwater levels below this site may rise as water levels in the S outh Platte River rise. Final site grading should be planned and designed to avoid cuts where shallow groundwater is known to exist, and also in areas where such grading would create shallow groundwater conditions. If deeper cuts are unavoidable, installation of a subsurface drainage system may be needed. Low Strength Organic Soils S oft to medium stiff organic lean clay soils were encountered within the upper approximately 2 to 4 feet of the borings completed at this site. In general, the materials were encountered in the low- lying areas of the northern portion of the site in the vicinity of Boring Nos. 1 through 5. Organic soils offer very poor subgrade support for pavement subgrade as well as beneath shallow foundations and the proposed culvert system. These materials can be susceptible to disturbance and loss of strength under repeated construction traffic loads and unstable conditions could develop. Stabilization of soft soils may be required at some locations to provide adequate support for construction equipment and proposed structures. Terracon should be contacted if these conditions are encountered to observe the conditions exposed and to provide guidance regarding stabilization (if needed). General site grading, earthwork, and construction should be performed in accordance with current Colorado Department of Transportation (CDOT) Standard Specifications and subsequent Special P rovisions as well as Weld County Project Special Provisions. Details regarding construction were preliminary at the time this report was issued. Based on our discussions with Weld County, we understand pavement grades will likely be adjusted to improve line -of -site. The results of our field exploration indicate pavement subgrade stabilization may be required beyond topsoil removal, scarifying the upper 12 inches of the subgrade, and moisture conditioning and compacting the subgrade per CDOT Standard Specifications. Site Preparation P rior to placing any fill, strip and remove existing vegetation, topsoil, organic soils, and any other deleterious materials from the proposed construction areas. Responsive .esourcet f Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) i r rca-con GeoRepoit Stripped organic materials should be wasted from the site or used to re -vegetate the ditches adjacent to the roadway after completion of grading operations. Prior to the placement of fills, the site should be graded to create a relatively level surface to receive fill, and to provide for a relatively uniform thickness of fill beneath proposed structures. Excavation It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Excavations into the on -site soils will likely encounter weak and/or saturated soil conditions with possible caving conditions. The soils to be excavated can vary significantly across the site as their classifications are based solely on the materials encountered in widely -spaced exploratory test borings. The contractor should verify that similar conditions exist throughout the proposed area of excavation. If different subsurface conditions are encountered at the time of construction, the actual conditions should be evaluated to determine any excavation modifications necessary to maintain safe conditions. Fills or underground facilities such as septic tanks, vaults, and utilities could be encountered during construction. If underground facilities are encountered, such features should be removed, and the excavation thoroughly cleaned prior to backfill placement and/or construction. Depending upon depth of excavation and seasonal conditions, surface water infiltration and/or groundwater may be encountered in excavations on the site. It is anticipated that pumping from sumps may be utilized to control water within excavations. Well points may be required for significant groundwater flow, or where excavations penetrate groundwater to a significant depth. Groundwater seepage should be anticipated for the planned excavations and recommended over - excavation depths. The subgrade soil conditions should be evaluated during the excavation process and the stability of the soils determined at that time by the contractors' Competent Person. Slope inclinations flatter than the OSHA maximum values may have to be used. The individual contractor(s) should be made responsible for designing and constructing stable, temporary excavations as required to maintain stability of both the excavation sides and bottom. All excavations should be sloped or shored in the interest of safety following local, and federal regulations, including current OSHA excavation and trench safety standards. As a safety measure, it is recommended that all vehicles and soil piles be kept a minimum lateral distance from the crest of the slope equal to the slope height. The exposed slope face should be protected against the elements Responsive Resourceful m Reis ale Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) Subgrade Preparation lierra con eaReport After deleterious materials have been removed from the construction area, the top 12 inches of the exposed ground surface should be scarified, moisture conditioned, and recompacted to at least 95 percent of the maximum dry unit weight as determined by AASHTO T99 before any new fill or pavement is placed. If pockets of soft, loose, or otherwise unsuitable materials are encountered at the bottom of the excavations, the proposed subgrade elevations may be reestablished by over -excavating the unsuitable soils and backfilling with compacted engineered fill. After the bottom of the excavation has been compacted, engineered fill can be placed to bring the pavement subgrade to the desired grade. Engineered fill should be placed in accordance with the recommendations presented in subsequent sections of this report. The stability of the subgrade may be affected by precipitation, repetitive construction traffic or other factors. If unstable conditions develop, workability may be improved by scarifying and drying. Alternatively, over -excavation of wet zones and replacement with granular materials may be used, or crushed gravel and/or rock can be tracked or "crowded" into the unstable surface soil until a stable working surface is attained. Use of geotextiles could also be considered as a stabilization technique. Lightweight excavation equipment may also be used to reduce subgrade pumping. Fill Materials The granular on -site soils or approved granular and low plasticity cohesive imported materials may be used as fill material; organic soils should not be used as fill materials. Other import fill materials types may be suitable for use on the site depending upon proposed application and location on the site, and could be tested and approved for use on a case -by -case basis. Compaction Requirements Engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift. Responsive. Resourceful ss Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) llerraccn GeoReport Item Fill lift thickness Minimum compaction requirements Description 1- 9 inches or less in loose thickness when heavy, self- propelled compaction equipment is used 4 to 6 inches in loose thickness when hand -guided equipment (i.e. jumping jack or plate compactor) is used 95 percent of the maximum dry unit weight as determined by AASHTO T99 for embankments. 95 percent of the maximum dry unit weight as determined by AASHTO T180 for aggregate base course. Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content 1. We recommend engineered fill be tested for moisture content and compaction during placement. Should the results of the in -place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 2. Specifically, moisture levels should be maintained low enough to allow for satisfactory compaction to be achieved without the fill material pumping when proofrolled. 3. Moisture conditioned clay materials should not be allowed to dry out. A loss of moisture within these materials could result in an increase in the material's expansive potential. Subsequent wetting of these materials could result in undesirable movement. Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. All underground piping within or near the proposed alignment should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts in surface elements should be oversized to accommodate differential movements. It is imperative that utility trenches be properly backfilled with relatively clean materials. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of cohesive fill in non -pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill. Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the subgrade should be effectively sealed to restrict water intrusion and flow through the trenches that could migrate below the pavement section. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report. It is strongly recommended that a representative of Terracon provide full-time observation and compaction testing of trench backfill within pavement areas. Responsive e Resourceful Reilat.l Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) Grading .nd Drainage Ilerraco GeoRep ott Pavements and structures will be subject to post -construction movement. Maximum grades practical should be used for paving and structures to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post -construction movement of pavements and structures, particularly if such movement would be critical. Where paving or flatwork abuts structures (if any), care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Soft to medium stiff organic lean clay soils were encountered within the upper approximately 2 to 4 feet of the borings completed at this site. In general, the materials were encountered in the low- lying areas of the northern portion of the site in the vicinity of Boring Nos. 1 through 5. Organic soils offer very poor subgrade support for pavement subgrade as well as beneath shallow foundations and the proposed box culvert system. These materials can be susceptible to disturbance and loss of strength under repeated construction traffic loads and unstable conditions could develop. Organic soils should be over -excavated and should not be relied upon for support of shallow foundations (associated with the HERCP system) or pavement subgrades. We estimate approximately 2 to 4 feet of over -excavation will be required. In addition, the over -excavation will approach groundwater levels. Stabilization of subgrade soils beneath the over -excavation may be required at some locations to provide adequate support for construction equipment and planned construction. Results of water-soluble sulfate testing indicate Exposure Class SO according to ACI 318. ASTM Type I, portland cement should be specified for all project concrete on and below grade. Foundation concrete should be designed for low sulfate exposure in accordance with the provisions of the ACI Design Manual, Section 318, Chapter 4. SHAL'LDVV FO U N D,T If the site has been prepared in accordance with the requirements noted in , the following design parameters are applicable for shallow foundations. Responsive a Resourceful al Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) Shallow Foun Foundation type Bearing material t ns ® Design ReeommendaUU Minimum embedment depth Minimum footing width Nominal (ultimate) bearing pressure Recommended resistance factor to be used with the nominal bearing capacity for the strength limit state design' Presumptive bearing pressure for settlement less than 1 inch t Recommended resistance factor to be used with the bearing pressure for service limit state design' ns Conventional shallow footings/reinforced mat. eo epor spread Thoroughly proofrolled native sand deposits scarified and compacted in accordance with the recommendations in this report. 30 inches for frost protection. Foundations should also be set below the elevation of the channel bottom. Footings should be embedded below the depth of potential scour (if anticipated) or adequately protected against scour. ultimate coefficient of friction to resist sliding Recommended resistance factor when designing against sliding' 36 inches See Strength and Extreme chart below 'Recommended resistance factors are based on AASHTO (2017) 0.45 See Service Limit chart below 1.0 Cast -in -place footings: 0.55 Cast -in -place footings: 0.8 Standard penetration test results from our borings were used to evaluate the strength of the foundation soil for bearing capacity. The ultimate bearing capacity is shown as a function of effective footing width in the chart below. The resistance factor shown above should be applied to the bearing values presented. The bearing capacity shown in the chart below is based on the foundation extending at least 30 inches below adjacent grade and extending below the elevation of the channel bottom. Res o cs e m Resourceful Reiiable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) 20 ---- 18 16 ti 14 co a ct 12 O cn10 cu g OD 6 O 4 2 0 Nominal (URmate) Rearing Capacity ty vs Effective Footing liVidth for Strength and Extreme Limit States 0 r- •••••••,‘•••••••• Terracon Ge oReport 2 T ,... ...�_.. ..y......... .�.... ._ ......p.... 5 10 Effective Footing Width, feet . 4 - 15 20 The presumptive bearing capacity versus footing width at the service limit state for a total estimated settlement of approximately 1 -inch is presented on the graph below. 'are Resourceful as Reliable Geotechnfcai Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) 3.00 a U, 2.00 a e o t00 O a E en 01,00 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Effective Footing Width, feet Presumptive Bearin; Capacity vs. Effective Footing Width for Service Limit State (Settlement of approximately 1 inch) Irctop;Ar! "."' S, n GeoReport If settlement tolerances can be increased, the presumptive bearing capacity versus footing width at the service limit state for a total estimated settlement of approximately 1.5 -inches is presented on the graph below c 5 U, 22 4 3 in 2 a1 E p� J9 Presumptive Bearing rapacity vs. Effective Footing Width for Service Limit State (Settlement of Approximately 1.5 inches) 0 .. .. .. _ 0". 2 3 4 5 6 7 8 9 10 11 12 13 14 15 Effective Footing Width, feet 1T •-8- mA:C�.e$Lt' atM]4 ,1,14. ` atwx•tum+asht irrc•t:.,n-9,n%tuAX-.. 3`2!ir n urcefu 12 Geotechnica& Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) Spread Footings - Construction Considerations ilerracon GeoReport Depending upon depth of excavation and seasonal conditions, surface water infiltration and/or groundwater may be encountered in excavations on the site. It is anticipated that pumping from sumps may be utilized to control water within excavations. Groundwater should be maintained at least 1 foot below the bottom of foundation excavations during excavation and construction. Terracon should evaluate exposed foundation subgrade conditions during construction prior to placing fill or concrete. Foundation excavations should be observed by Terracon. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required. HERCP Considerations Based on our understanding of the project design, the HERCP dimensions are on the order of 68 inches wide by 43 inches in height, with an approximate wall thickness of 6 inches. Approximate embankment fills in the vicinity of the proposed pipe system location are on the order of 3 to 4 feet with a maximum of 7 feet on the southern end of the alignment. The comparatively reduced ground pressures induced by the HERCP system to the ground pressures induced by the embankment fills pose a risk of differential movement. Based on our calculations, we estimate differential settlement on the order of 11/2 inches adjacent to the embankment and HERCP system. Due to the granular nature of the subgrade materials, we expect pore -water pressures to dissipate within the construction phase of this project, and accordingly, the majority of the estimated settlement. However, final grades will likely have to be adjusted prior to paving due to settlement in these areas. In addition, the areas adjacent to and within the HERCP system should be thoroughly proof -rolled both prior to and immediately after the grade adjustment prior to paving. AT . 2 a PTH Backfill for vertical structures (abutments and walls) supporting unbalanced backfill levels on opposite sides should consist of Engineered Fill. Ultimate lateral earth pressures are presented in the following table. The zone of backfill should extend out horizontally at least two feet from the base of the foundation and upwards at an angle of 45 degrees from horizontal, or flatter, for the active and at -rest values to apply and upwards at an angle of 30 degrees from horizontal, or flatter for the passive values to apply. Responsive E Resouefl ® Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 - Terracon Project No. 21185119 (revised) Active (Ka) 0.31 At -Rest (Ko) Passive (Kp) 0.47 3.25 Terra: GeoReport- Equivalent Fluid Density (pcf)1 Fully Drained Condition Above Groundwater 39 59 405 Soil Below GroundwAer Condition 2 94 83 220 1 These values are based on native granular soil with assumed moist and saturated unit weights of 125 pcf and 130 pcf, respectively, and an angle of internal friction of 32 degrees. 2. For the active and at -rest earth pressures, the values presented for the soil -below -groundwater condition include water pressure. The passive earth pressure for the soil -below -groundwater condition does not include water pressure. ib Pavements — Subgrade Preparation On most project sites, the site grading is accomplished relatively early in the construction phase. Fills are typically placed and compacted in a uniform manner. However, as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall/snow melt (rising groundwater). As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or instability. We recommend the pavement subgrade be thoroughly proofrolled with a loaded tandem -axle dump truck prior to final grading and paving. All pavement areas should be moisture conditioned and properly compacted to the recommendations in this report immediately prior to paving. Pavements a Subgrade Stabilization using Geosynthetics Consideration could be given to placement of a geosynthetic layer between the native subgrade and embankment fills associated with new pavement section. We recommend placing a single layer of geosynthetic consisting of Mirafi RS380i or engineer approved equivalent. We understand the project team is considering using Mirafi RS580i, which is acceptable. Prior to placement of geosynthetics, the native subgrade should be scarified to a depth of 12 inches, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the maximum dry unit weight as determined by AASHTO T99. Terracon anticipates subgrade soils will need to be dried to achieve recommended moisture contents prior to compaction. If areas of the subgrade remain unstable and compaction is not readily achieved due to unstable subgrade conditions caused by shallow groundwater, the subgrade soils should be dried and rough graded to proposed subgrade conditions. Rnspo n becif, L,4 Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) lrecraC GeoReport After the subgrade has been properly prepared, the geosynthetic should be placed over the subgrade. Embankment fill should be placed and compacted on top of the layer of the geosynthetic. Terracon recommends avoiding construction traffic on the geosynthetic prior to placement of the fill materials; it may be necessary to place the aggregate base course out in front of the construction equipment. Pavements — Design Recommendations Pavement section thickness design was based on the following design requirements and methods: CDOT 2019 Pavement Design Manual Mechanistic -Empirical Pavement Design method AASHTOWare (DARWin-ME) Pavement 2.5.3 design software Additional design inputs: We have assumed two basic roadway sections: o North, between Boring Nos. B-1 through B-5 (extends to base of hill, see x 1ora.tio n Nan) o South, between Boring Nos. B-6 and B-7 (extends to demarcating line at base of hill, see ) The North section will be over -excavated to native subgrade soils and embankment fill will consist of R-40 material. The modeled embankment height was 2,4, and 7 feet; groundwater elevation was at the base of the embankment fill. The South section will be constructed on native subgrade soils, which are R-48 materials. Groundwater is estimated at 19 feet below existing site grades. A summary of M -E performance criteria used in our design is presented below. Detailed output reports for the pavement design are included as a separate appendix. Flexible Pavement Performance Criteria Design Parameters Analysis Period (Design life) Parameter Flexible Pavement 20 years Terminal International Roughness Index (IRI) 200 Permanent Deformations — Total pavement (in) 0.80 in AC Bottom -Up Fatigue Cracking 25 percent AC Thermal Cracking 1,500 ft/mile AC Top -Down Fatigue Cracking 3,000 ft/mile Permanent Deformation — AC Only 0.65 in °esponswe Resourcefu, Reliable Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) ems ac. . GeoReport • Parameter flexible Pavement Reliability (%) Gyratory Design Revolution (NDEs) 90 75 Local calibration factors for rutting in asphaltic concrete pavements were adjusted in the AASHTO Ware Pavement 2.0 software in accordance with the CDOT 2019 Pavement Design Manual. Flexible Pavement Traffic and Subgrade Design Parameters Segment Minimum Subgrade R -value Initial 2 -way AADTT 2 CR 39 (North) CR 39 (South) 401 (assumed) 48 25 25 1. Where import soils within 2 feet of pavement sections do not meet the minimum R -value specified above, they should be removed and replaced to create a 2 -foot thick zone of suitable subgrade. 2. If the AADTT utilized in our analysis has been updated or does not represent actual conditions, we should be notified immediately to perform additional analysis. Minimum Recommended Flexible Pavement Section Segment Method Recommended Pavement Sections (Inches Asphaltic Concrete Surfacingl NS Aggregate Base Course 2 Total CR 39 (North)3 CR 39 (South)4 1. 2 New HMA 5 I 6 11 New HMA 5 6 11 Includes a 2 -inch wearing course (PG 64-28 SX) over 3 -inch PG 64-22 Grading SX bottom course. We understand PG -64-22 Grading S is typically used for Weld County projects for the 3 - inch bottom course. The modeled results are assumed to be conservative and are appropriate for Grading SX or S mixes. Meeting a CDOT Class 5 or 6 aggregate base course. 3. R-40 minimum, variable embankment thickness 4. R-48 native subgrade Aggregate base course (if used on the site) should consist of a blend of sand and gravel which meets strict specifications for quality and gradation. Use of materials meeting Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended for aggregate base course. Aggregate base course should be placed in lifts not exceeding 6 inches and compacted to a minimum of 95 percent of the maximum dry unit weight as determined by AASTO T180. Resr Responsive Reourcefu Reila e 16 Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) lierracon GeoReport Asphaltic concrete should be composed of a mixture of aggregate, filler and additives (if required) and approved bituminous material. The asphalt concrete should conform to approved mix designs stating the Superpave properties, optimum asphalt content, job mix formula and recommended mixing and placing temperatures. Aggregate used in asphalt concrete should meet particular gradations. Mix designs should be submitted prior to construction to verify their adequacy. Asphalt material should be placed in maximum 3 -inch lifts and compacted within a range of 92 to 96 percent of the theoretical maximum (Rice) density (Colorado Procedure, CP 51 For rigid pavements, the following tables summarize the inputs used in the ME analyses: Rigid Pavement Performance Criteria Design Parameters Parameter ' Flexible Pavement Analysis Period (Design life) I 30 years Terminal International Roughness Index (IRI) 200 Mean joint faulting (in) Joint spacing (ft) Slab width (ft) 0.20 15 12.0 Local calibration factors for rutting in asphaltic concrete pavements were adjusted in the AASHTO Ware Pavement 2.0 software in accordance with the CDOT 2019 Pavement Design Manual. Rigid Pavement Traffic and Subgrade Design Parameters Segment Minimum Subgrade R -value initial 2 -way AADTT 2 CR 39 (North) CR 39 (South) 401 (assumed) 25 48 25 1. Where import soils within 2 feet of pavement sections do not meet the minimum R -value specified above, they should be removed and replaced to create a 2 -foot thick zone of suitable subgrade. 2. If the AADTT utilized in our analysis has been updated or does not represent actual conditions, we should be notified immediately to perform additional analysis. Minimum Recommended Rigid Pavement Section I Segment Method Recommended Pavement Sections (Inches) V:v.... _.Nw.a..._.. _ w w Concrete Surfacing Aggregate Base Course' Total CR 39 (North) PCC 7 4 11 CR 39 (South) PCC 7 4 Responsive Resourceful m ble 11 40 Concrete Surfacing Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 g Terracon Project No. 21185119 (revised) _.artacion Geo Report Recommended Pavement Sections. (Inches) Aggregate Base Course I 1. Meeting a COOT Class 5 or 6 aggregate base course. Where rigid pavements are used, the concrete should be produced from an approved mix design with the following minimum properties: Properties Compressive strength Cement type Entrained air content (%) Concrete aggregate Value 4,000 psi Type I portland cement 5to8 ASTM C33 and CDOT Section 703 Concrete should be deposited by truck mixers or agitators and placed a maximum of 90 minutes from the time the water is added to the mix. Longitudinal and transverse joints should be provided as needed in concrete pavements for expansion/contraction and isolation per ACI 325. The location and extent of joints should be based upon the final pavement geometry. Joints should be sealed to prevent entry of foreign material and doweled where necessary for load transfer. Proper joint spacing will also be required for PCC pavements to prevent excessive slab curling and shrinkage cracking. All joints should be sealed to prevent entry of foreign material and dowelled where necessary for load transfer. Pavement performance is affected by its surroundings. In addition to providing preventive maintenance, the civil engineer should consider the following recommendations in the design and layout of pavements: Site grades should slope a minimum of 2 percent away from the pavements; The subgrade and the pavement surface have a minimum 2 percent slope to promote proper surface drainage; Consider appropriate edge drainage and pavement under drain systems; Install pavement drainage surrounding areas anticipated for frequent wetting; Install joint sealant and seal cracks immediately; Seal all landscaped areas in, or adjacent to pavements to reduce moisture migration to subgrade soils; and Placing compacted, low permeability backfill against the exterior side of curb and gutter. ResponsiveResourcefullod able Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) Pavements — Construction Considerations lierracon teoftepoii Openings in pavement, such as landscape islands, are sources for water infiltration into surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near -surface soils. The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure. Pavements — Maintenance Preventative maintenance should be planned and provided for an ongoing pavement management program in order to enhance future pavement performance. Preventive maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. GENERALCOMMENTS Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on -site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third -party beneficiaries intended. Any third -party access to services or correspondence is Responsiv Resourceful H atAe Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) aeoReport solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. ponsg rceft l 0) w cn .17 O w w GL.Ohilaan Weld County Road 39 Improvements La Salle, CO 4/27/2019E Terracon Project No. 21185119 (revised) 4,680 4,675 4,670 4,665 4,660 4,655 4,650 4,645 4,640 4,635 4,630 4,625 This is not a cross section. This is intended to display the Geotechnical Model only. See individual logs for more detailed conditions. Model Layer Sandy Organic Clay or Silt Poorly -graded Sand Organic Lean Clay V First Water Observation Second Water Observation Third Water Observation Nis Layer Name Organic soils Poorly -graded Sand with Gravel Well -graded Sand Sandy Lean Clay/Clayey Sand O 0 O O O O O O O O O O O O O 0 O O O O O O o O O o a O 0 o 0 General Description Ge Re,' ort Clay with organics and varying amounts of sand, medium plasticity, medium stiff to loose Silty, clayey sand, fine to medium -grained, low plasticity, loose to medium dense Poorly -graded sand with varying amounts of fines and gravel, non -plastic, loose to medium dense Well -graded sand with silt and gravel, dense to very dense LEGEND Groundwater levels are temporal. The levels shown are representative of the date and time of our exploration. Significant changes are possible over time. Water levels shown are as measured during and/or after drilling. In some cases, boring advancement methods mask the presence/absence of groundwater. See individual logs for details. NOTES: Layering shown on this figure has been developed by the geotechnical engineer for purposes of modeling the subsurface conditions as required for the subsequent geotechnical engineering for this project. Numbers adjacent to soil column indicate depth below ground surface. CHMEItkATZ sponsive siv 0 Resourceful Re Vd Geotechnicai Engineering Report Weld County Road 39 Extensions La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) XPLORAIISN ANt 7ES`CNsa ROC i9ES Herd Ex :r 1. rate ₹Y The field exploration program consisted of the following: N umber of odings 6 1 Boring Depth (feet) 10 25 lierr''�`r- ma=r=R 1•.� GeoRepo Planned Location WCR 39 alignment HERCP 1. borings were completed to the planned depths below existing site grades or practical auger refusal, if shallower. Boring Layout and Elevations: Farnsworth provided boring layout and ground surface elevations based on our boring location map. Subsurface Exploration Procedures: We advanced soil borings with an ATV -mounted drill rig using continuous -flight, hollow -stem augers. Three samples were obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. Soil sampling was performed using either modified California barrel or standard split -barrel sampling procedures. For the standard split - barrel sampling procedure, a standard 2 -inch outer diameter split -barrel sampling spoon is driven into the ground by a 140 -pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18 -inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N -values, are indicated on the boring logs at the test depths. For the modified California barrel sampling procedure, a 2% -inch outer diameter split -barrel sampling spoon is used for sampling. Modified California barrel sampling procedures are similar to standard split - barrel sampling procedures; however, blow counts are typically recorded for 6 -inch intervals for a total of 12 inches of penetration. The samples were placed in appropriate containers, taken to our soil laboratory for testing, and classified by a geotechnical engineer. In addition, we observed and recorded groundwater levels during drilling observations. Our exploration team prepared field boring logs as part of standard drilling operations including sampling depths, penetration distances, and other relevant sampling information. Field logs included visual classifications of materials encountered during drilling, and our interpretation of subsurface conditions between samples. Final boring logs, prepared from field logs, represent the geotechnical engineer's interpretation, and include modifications based on observations and laboratory test results. Property D stur: ance: We backfilled borings with auger cuttings after completion. Our services did not include repair of the site beyond backfilling our boreholes. Excess auger cuttings were Res . . able EXPLOR4 ,0 1 ,-,ND j ES UJ :iG PROCEDURES EDUR{ S G of 2 Geotechnical Engineering Report Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) ilerracon GeoRepc:rt dispersed in the general vicinity of the boreholes. Because backfill material often settles below the surface after a period, we recommend checking boreholes periodically and backfilling, if n ecessa ry. Laboratory Testing The project engineer reviewed field data and assigned various laboratory tests to better u nderstand the engineering properties of various soil strata. Laboratory testing was conducted in general accordance with applicable or other locally recognized standards. Testing was performed u nder the direction of a geotechnical engineer and included the following: Visual classification Dry density Grain -size analysis R -value Moisture content Atterberg limits Water-soluble sulfates Laboratory compaction characteristics Our laboratory testing program includes examination of soil samples by an engineer. Based on the material's texture and plasticity, we described and classified soil samples in accordance with the Unified Soil Classification System (USCS). Soil samples obtained during our field work will be disposed of after laboratory testing is complete unless a specific request is made to temporarily store the samples for a longer period of time. Responsive si Resourceful ■ Reliable EXPLORATION AND TESTING PROCEDURES 2 of 2 A Contents: Site Location Plan Exploration Plan EXPLO RAT F L Note: All attachments are one page unless noted above. Responsive . oesourcefu e Weld County Road 39 Extension La Salle, Colorado April 29, 2019 0 Terracon Project No. 21185119 (revised) r ,— . i • w r , 477. r- 1 i t e rr D4 4 Jt I .1'r r mJ ' (t W.. Ali • �y)�*Lei fitt rC ite yr '5^* I ert: 469S c ,,, Joe Y fl 12..0. Pit Gravel Piti ; .y_,.g, `rAtiactetz; Lr LT .........w'{I.,2w r 7. ,, II .1 arm .,r, a.... a .. ~a! •44567a0 Iris It ILdesea .r je —w— "`"44,--.., A A IDIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES 4657 1 1 /J Well 46:47 qt e F AT at `w s R yews .... —.n.0 Jate 6 Is Well! 46,9_4; r. s ti• ••• a Ta•O at V as V4L 468ai s� 4644 II 0 a a. cI Well iii6/53,9 v ell '4688 � Vi let llc•rraci.n GeoReport • a a 1. r fi 0 6 41' ler r' se t 11 4 it: 9.0071-3 E3FPA i C -e gtl N 1! I I { Weil ici _ 46 -de MAP PROVIDED BY MICROSOFT BING MAPS I • jam@. Weld County Road 39 Extension La Salle, Colorado April 29, 2019 Terracon Project No. 21185119 (revised) I [elfat on cRepors R', fQI :"'r•i f-__ tre DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES Approximate boring location MAP PROVIDED BY MICROSOFT BING MAPS ii EXPLOW y ION Fir Contents: Boring Logs (B-1 through B-7) Atterberg Limits Grain Size Distribution (2) Moisture Density Relationship R -Value Water-soluble Sulfates S Note: All attachments are one page unless noted above. O) a O >- 0 0 a c7 0 Q O 0 0 0 w 0) r o r N J LLI J C C7 " 0 F- 0 W F-- O a w J Q r z X o , o : i ❑P' w a a wJ u -t Page 1 of 1 P ROJECT: Weld County Road 39 Improvements lIE: Between CR 50.5 and WCR 52 La Salle, CO CLIENT: Farnsw r h Group, Inc. Fort Collins, CO GRAPHIC LOG LOCATION See __xloratio, Latitude: 40.360039° Longitude: -104.694969° DEPTH Surface Elev.: 4653.23 (Ft.) ELEVATION (Ft.) 0 J OD W z >0 J < W CC H W < O CLAYEY SAND, A-6 (3), with organics, medium plasticity, black, loose 4.0 4649 POORLY GRADED SAND WITH SILT, trace clay, fine to coarse grained, subrounded, nonplastic, yellow brown, very loose to loose .. . _ :10.5 5 4642.5 1 Boring Terminated at 10.5 Feet 0 SAMPLE TYPE W J ❑ Uj J W LL 19 Q D o � W ATTERBERG LIMITS LL -PL -PI 3-2-3 N=5 0-1-1/0" 2-1-5 N=6 26 4-5-4 N=9 14 35-17-13 42 Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: 3.25" ID Hollow -stem auger O II Abandonment Method: Boring backfilled with auger cuttings upon completion. cn m F- Notes: Elevations were provided by others. WATER LEVEL OBSERVATIONS 4 feet during drilling 4.4 feet at the completion of drilling 1289 1st Ave Gree€ey, CO Boring Started: 02-13-2019 Boring Completed: 02-13-2019 Drill Rig: CME 550 Driller: J.Cothron Project No.: 21185119 • Lz- _: �.. - - _�__� ___. - ).. .....1 Tr. .x. fs-1 t .., ., co C >- J 0 rl CR O O 0 w U) co N J J w O 0 J I-- Q U) O w C� I — O 0 w z O 2 O cc L 0 w I— Q Q a_ w LL 0 J Q O O O J O U) H - BORING LOG NO fl2 Page 1 of 1 PROJECT: Weld County Road 39 Improvements CLIENT: Farnsworth Fort Collins, Group, CO Inc. SITE: Between La Salle, WCR CO 50.5 and WCR 52 MODEL LAYER GRAPHIC LOG LOCATION See Exploration Plan Latitude: 40.359572° Longitude: -104.694951' Surface Elev.: 4651.58 (Ft.) DEPTH ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE FIELD TEST RESULTS WATER CONTENT (%) DRY UNIT WEIGHT (pcf) ATTERBSRG LIMITS PERCENT FINES LL -PL -PI ORGANIC CLAY, medium plasticity, black, medium stiff — 2-5 19 106 2.5 4649 3-5-5 N=10 12 NP 5 I ''a • •d ..) a . , o .a 'a • • : .I'D Q • . • X14.0 ` POORLY GRADED SAND WITH GRAVEL, A -1-b, fine to coarse grained, subrounded, nonplastic, yellow brown, loose to medium dense 4637.5 3-3 23 — 2-3-4 N=7 18 NP 1 10 15 - - - I 4 O O 0 0 ° ° ° ' °°°° °O°' ° ° ° ° O O O O O O O ° °° ° ° , °° O O O O O O O O O O O O O O O O 0 °°°° O O O ' O O O O O O 0 . 0 0 0 0 0 0 0 0 0 0 0 0 0 0 . 0 0 o O O O O 1 0 0 0 0 0 0 O + O 0 O O °O°O° °O ' ° ° ° °, O 0 O O o O O + 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C.0 • 0 0 0 0 0 0 0 • 0 0 0 0 0 0 0 • 0 0 0 0 0 0 0 4 0 0 0 0 0 0 0 • 0 0 0 0 0 0 0 • 0 0 0 0 0 0 0 • 0 0 0 0 ° ° ° ' 0°0000°,25.0 WELL GRADED SAND WITH SILT AND GRAVEL, fine to coarse 8-14-16 N=30 16 NP 5 grained, subrounded, nonplastic, yellow brown to red brown, dense to very dense 4626.5 20 — 10-15-19 N=34 12 25 16-50/6" 12 t Boring Terminated at 25 Feet Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: 3.25" ID Hollow -stem auger Elevations were provided by others. Notes: Abandonment Method: Boring backfilled with auger cuttings upon completion. WATER LEVEL OBSERVATIONS r Boring Started: 02-13-2019 Boring Completed: 02-13-2019 _V_ 2.5 feet during drilling erracon Drill Rig: CME 550 Driller J.Cothron 1.EL 4.1.5 feet at the completion of drilling 1289 1st Ave Greeley, CO Project No.: 21185119 BORING LOG NO. 6m3 Page 1 of 1 PROJECT: Weld County Road 39 Improvements SITE: B tween VVCR 5005 and VVCR 52 La Salle, CO CLIENT: Farnsworth Group, Inc. Fort Collins, CO MODEL LAYER cp 3 a_ c2 w >- J 0 0 ❑, Q O CC >- 0 0 ❑ J 0 W 0) r aD r r N J J W IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG -NO J C GRAPHIC LOG LOCATION See Latitude: 40.359045° Longitude: -104.69549° DEPTH Surface Elev.: 4652.93 (Ft.) ELEVATION (Ft.) w a 0 (I] > O WH J < Wa: Hw • m O SANDY ORGANIC CLAY, A-4 (4), medium plasticity, black, medium stiff 2.5 4650.5 10.5 POORLY GRADED SAND WITH SILT, trace clay, fine to coarse grained, subrounded, nonpiastic, yellow brown, very loose to loose 4642.5 B ring Terminated at 10.5 Feet 5 0 SAMPLE TYPE 25 U a z D 3- O Erj, ATTERBERG LIMITS LL -PL -PI PERCENT FINES 3-2-3 N=5 1-1-2 N=3 20 5-5-4 N=9 9 1-3-3 N=6 26 32-22-10 61 Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: 3.25" ID Hollow -stem auger O li Abandonment Method: cn c�. O ," _ J ri _ (�< _ z Boring backfilled with auger cuttings upon completion. Elevations were provided by others. Notes: WATER LEVEL OBSERVATIONS 2.5 feet during drilling 4.2.6 feet at the completion of drilling I(er icon 1289 1st Ave Greeley, CO Boring Started: 02-14-2019 Boring Completed: 02-14-2019 Drill Rig: CME 550 Driller J.Cothron Project No.: 2118 5119 co d O >- J 0 a_ 0 O >- - Z O U ❑ J w 0) co r J J w O 0 J fY Q O U H O Q_ w J Q Z O O O LY 0 U- w Q w U- ❑ J Q 0 O O J m H s,, ' ;_I,I� .y � LKIG N :._.-b x �_� Page 1 1 of PROJECT: Weld C unty Road 39 Improvements CLIENT: Farnsworth F. rt Collins, Group, CO I Inc. SITE: Between La Salle, � CO :CR 50.5 and WCR 52 MODEL LAYER GRAPHIC LOG LOCATION See Latitude: 40.358197° Longitude: -104.695761° Surface Elev.: DEPTH 4652.56 (Ft.) ELEVATION (Ft.) DEPTH (Ft.) WATER LEVEL OBSERVATIONS SAMPLE TYPE FIELD TEST RESULTS 0 w z w 5I_ 0 DRY UNIT WEIGHT (pet) A I I I_RBERG LIMITS PERCENT FINES LL -PL -PI ORGANIC CLAY, medium plasticity, black — 11 - 16 108 2.0 4650.5 2_3-2 N=5 17 •. . - •. • • i. • -. POORLY GRADED SAND, A -1-b (0), fine to coarse grained, subrounded, nonplastic, yellow brown, loose, clay seam at about 6 feet 10.5 4642 NP 2 2-2-2 N=4 18 5 4-3-2 N=5 15 0 Boring Terminated at 10.5 Feet Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic I Advancement I I 3.25" ID Hollow Method: -stem auger Notes: IAbandonment Method: Boring backfilled with auger cuttings upon completion. Elevations were provided by others. WATER LEVEL OBSERVATIONS Boring Started: 02-142019 Boring Completed: 02-14-2019 '1= 2 feet during drilling � 4. 1.9 9 feet at the completion of drilling Drill Rig: CME 550 Driller J.Cothron , 1 289 1st Ave d r Greeley, CO Project No.: 21185119 GPJ MODELLAYER.GPJ BORING LOG NO. B-5 Page 1 of 1 PROJ ECT: Weld County Road 39 Improvements SITE: Between `CR. 50.5 and WCR 52 La Salle, CO CLIENT: Farnsworth Group, Inc. Fort Collins, CO MODEL LAYER GRAPHIC LOG LOCATION See Exploration Plan Latitude: 40.357138° Longitude: -104.696047° DEPTH Surface Elev.: 4653.72 (Ft.) ELEVATION (Ft.) J (I) wz > Q LIJ J < w r w : m O ORGANIC CLAY, medium plasticity, black, soft 2.0 4651.5 10.5 POORLY GRADED SAND WITH SILT, A -1-b (0), fine to coarse grained, subrounded, nonplastic, yellow brown, loose to medium dense 4643 a Q O >— o Ur J i w co i J J ' W O 0 rr cn O ' o ' a J ! Q z CD O O DC' w ❑ w: _ Q4 Q a_ L wL Advancement Method: 3.25" ID Hollow -stem auger J f -- Boring Terminated at 10.5 Feet 5 10 SAMPLE TYPE N _ LU J 0 up ww a; -9 - CC wz w 3z O 94 ATTERBERG LIMITS LL -PL -PI 2-3 29 2-3-3 N=6 15 5-6-9 N=15 15 9-17-21 N=38 14 NP 3 Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic Abandonment Method: Boring backfilled with auger cuttings upon completion. Elevations were provided by others. Notes: WATER LEVEL OBSERVATIONS 1.5 feet during drilling 1.5 feet at the completion of drilling 1289 1st Ave Greeley, CO Boring Started: 02-14-2019 Boring Completed: 02-14-2019 Drill Rig: CME 550 Driller: J.Cothron Project No.: 21185119 a) CD "c -0 - CD >- 0 0 O O >- 0 J w rn L co N J J w 0 O 0 J F- Q 0 w CD e' O e_ Q z CD a_ O O a' U- 0 w a! Q a w LU 0 O a- m co BORING LOG N. B-6 Page 1 of 1 PROJECT: Weld County Road 39 Improvements CLIENT: Farnsworth Fort Collins, Group, Inc. CO SITE: Between La Salle, WCR CO 5005 and WCR 52 x w 5 w 0 0 co O v LOCATION See Exploration Plan Latitude: 40.356029° Longitude: -104.696475° Surface Elev.: 4674.64 DEPTH ELEVATION (Ft.) (Ft.) -, _ I- w o w J �>rv. �w < w z o w o_ ~ w J Cl_ Q 0 H w �- ❑cn Ww o w~ z Q W 3z O - U ATTERBERG LIMITS w LL -PL -PI z ¢ m O z a DI— }= ��? I — z v cc w C a=. `� cC ❑ • .' .'92 • •�' 4.0 SILTY A-2-4 (0), fine to medium grained, low 4670.5 10 CLAYEY SAND, plasticity, yellow brown, loose — _ 6-5 2 106 - 3 1D :°'. -o. • •. • a " ' C 10.5 POORLY GRADED SAND WITH GRAVEL, A -1-b (0), fine to coarse very loose to loose 4664 2-2-2 N=4 2 NP 2 grained, subrounded, nonplastic, yellow brown, 5 6-9-20 N=29 1 Boring Terminated at 10.5 Feet Stratification lines are approxmate. In -situ, the transition may be gradual. Hammer Type: Automatic Advancement 3.25" ID Method: Hollow -stem auger Elevations were provided by others. Notes: Abandonment Method: Boring backfilled with auger cuttings upon completion. WATER LEVEL OBSERVATIONS 1st Ave CO Boring Started: 02-14-2019 Boring Completed: 02-14-2019 erracon 1289 Greeley. No free water observedI Drill Rig: CME 550 Driller. J.Cothron Project No.: 21185119 .L-1 - BORING LOG NO. 7 Page 1 of 1 PROJECT: Weld County Road 39 Improvements SITE: Between WCR 50.5 and WCR 52 La Salle, CO CLIENT: Farnsworth Group, Inc. Fort Collins, CO MODEL LAYER a v- Co rw NV LL W I �1 i o.a a O ❑' O O'' U ❑t J w 0) N J J w O z O F - cc J Q . rn o w CJ` i cc O H w rY J Q z O 0 ❑j �i a rrw^^ 4� w,. GRAPHIC LOG LOCATION See -Exploration Plan Latitude: 40.355076° Longitude: -104.696906° DEPTH 4.0 Surface Elev.: 4675.7 (Ft.) ELEVATION (Ft.) SILTY CLAYEY SAND, fine to medium grained, low plasticity, yellow brown, medium dense 4671.5 10.5 POORLY GRADED SAND WITH SILT, with gravel, fine to coarse grained, subrounded, nonplastic, yellow brown, very loose to loose Boring Terminated at 10.5 Feet 4665 L H 0 5 10 SAMPLE TYPE ATTERBERG LIMITS N _ 13-13 2 108 3-4-3 N=7 1 4-5-8 N=13 2 LL -PL -PI PERCENT FINES Stratification lines are approximate. In -situ, the transition may be gradual. Hammer Type: Automatic Advancement Method: 3.25" ID Hollow -stem auger 0 Abandonment Method: cn 0 O J z 0 or) H - Boring backfilled with auger cuttings upon completion. Elevations were provided by others. Notes: WATER LEVEL OBSERVATIONS No free water observed 1289 1st Aw Greeley, CO Boring Started: 02-14-2019 Boring Completed: 02-14-2019 Drill Rig: CME 550 Driller. J.Cothron Project No.: 21185119 ATTERBERG LIMITS RESULTS ASTM D4318 a) N N N F- w Q w Q F- 0 Q w O Q O Et z 0 J :z) w r N O U) Q Q F- J w CO w F - H O w w J Q O O O W H Q Q d w U) 0 J Q H O z W cc Q U) >- H w O H O 60 50 I P L A 40 � S T I C I 30 , / el G÷ T Y I N 20 / / I4s, E X 10 - 11/ � MH or OH , / I'LL r ®L WWWWWW 20 40 60 80 100 LIQUID LIMIT Boring ID Depth LL PL ' pi Fines AASHTO Description ! ® B-1 0 - 1.5 35 17 18 42 A-6 (3) CLAYEY SAND B-2 2 - 3.5 NP NP NP 5 A -1-b (0) POORLY GRADED SAND with GRAVEL Di { B-2 9 - 10.5 NP NP NP 1 A -1-b (0) POORLY GRADED SAND * B-2 14 - 15.5 NP NP NP 5 A -1-b (0) POORLY GRADED SAND with GRAVEL O B-3 0 - 1.5 32 22 10 61 A-4 (4) SANDY ORGANIC CLAY O B-4 4- 5.5 NP NP NP 2 A -1-b (0) POORLY GRADED SAND O B-5 2- 3.5 NP NP NP 3 A -1-b (0) POORLY GRADED SAND A B-6 4 - 5.5 NP NP NP 2 A -1-b (0) POORLY GRADED SAND with GRAVEL 0 Bulk 2 25 20 5 24 A-2-4 (0) SILTY, CLAYEY SAND I f PROJECT: Weld County Road 39 Improvements + i PROJECT NUMBER: 21185119 erracon 1289 Greeley. 1st Ave CO SITE: Between WCR 50.5 and WCR 52 La Salle, CO CLIENT: Farnsworth Fort Collins, .,__ Group, Inc. CO GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 0ff N N CR Hi oil z O U, Q' 0 0 Q O 1. o Cr) U) 00 r N 0 U) W ❑ 5 0 N z CC 0 F O w It z O O ° Q B-3 :O1ig ID Depth B-2 B-1 o % B-2 Q B-2 O W (LLB -3 W PROJECT: Weld County Road 39 Improvements O F - SITE: Between WCR 50.5 and WCR 52 o ' La Salle, CO 0-1.5 0 - 1.5 2-3.5 9-10.5 14-15.5 100 95 90 85 80 75 70 65 ° 60 >- 55 50 45 w Et 40 w 0- 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I 6 4 3 2 1.5 1 3 112 8 3 6 810 14 16 20 30 40 50 60 100 140 200 HYDROMETER Sn.• 111' > : . : : : : : : i . : : : . :\ 1 m ., _ : ; 100 10 1 GRAIN SIZE IN MILLIMETERS 0.1 0.01 0.001 COBBLES GRAVEL fine SAND SILT OR CLAY coarse coarse medium fine Boring ID Depth AASHTO Classificatioii 4 B-1 0 - 1.5 A-6 (3) 19 35 17 18 i B-2 2 - 3.5 A -1-b (0) 12 NP NP NP 0.78 13.99 A B-2 9 - 10.5 A -1-b (0) 18 NP NP NP 1.01 5.42 * B-2 14 - 15.5 A -1-b (0) 16 NP NP NP 0.89 6.92 A-4 (4) 25 32 22 10 0100 9.5 D60 0.13 D30 D10 %Gravel %Sand 0.9 57.1 %Silt %Fines %Clay 42.0 19 2.288 0.541 0.163 17.4 77.6 5.0 12.5 1.127 0.486 0.208 8.7 90.3 1.0 25 1.296 0.466 0.187 15.3 80.0 4.7 0 - 1.5 9.5 0.2 38.7 61.0 1289 1st Ave Greeley. CO PROJECT NUMBER: 21185119 CLIENT: Farnsworth Group, Inc. Fort Collins, CO , GRAIN SIZE DISTRIBUTION ASTM D422 1 ASTM C136 O1 N N N H CR w H w F- H 0f z 0 F- 0 0 >- 0 0 w U) aD N w 0 H CD Q Q w U) Q C H 0 w Q z C 0 0 cc LL Q 0 w 0 Q H 0 w Q cn w I— )-• et 1 H O' m• 100 95 90 85 80 75 70 65 F- O 60 w }- 55 co w 50 z 45 w it 40 w o_ 35 30 25 20 15 10 5 0 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS 6 4 3 2 1.5 1 4 1/23/8 3 4 6 810 1416 20 30 40 50 60 100140200 HYDROMETER VVx • • • • • • • • • 100 1 0.1 10 GRAIN SIZE IN MILLIMETERS N _ 0.01 0.001 COBBLES GRAVEL _ SAND SILT OR CLAY coarse I fine coarse I medium I fine Boring ID Depth AASHTO Classification WC (%) LL • B-4 4 - 5.5 A -1-b (0) 18 NP NP NP 0.91 7.85 M B-5 A B-6 * Bulk 2 - 3.5 4-5.5 2 A -1-b (0) A -1-b (0) A-2-4 (0) Boring ID Depth • I A B-4 4-5.5 B-5 2-3.5 B-6 4-5.5 Bulk 2 D100 D60 D30 D10 19 1.524 0.519 0.194 12.5 1.916 19 19 1.572 0.492 0.614 0.239 0.501 0.207 0.107 15 2 NP NP 25 %Gravel 9.8 14.6 16.3 8.9 NP NP NP NP 20 %Sand 88.2 82.2 81.3 67.1 5 0.82 0.77 %Silt%Fines 2.0 3.1 2.4 24.0 8.02 7.59 %Clay PROJECT: Weld County Road 39 Improvements SITE: Between WCR 50.5 and WCR 52 La Salle, CO lierracon 1289 1st Ave Greeley. CO PROJECT NUMBER: 21185119 CLIENT: Farnsworth Group, Inc. Fort Collins, CO MOISTUREDENSITY RELATIONSHIP ASTM D698/131557 CD r N N N H O 2 H- 0_ w H 0 z 0 w F- --J Q 0 ›- 0 0 w 0 Q U H O Q E5' 0 0 0 Q W O H 0 z w VJ cn >- ft 0 H, J - - -- - - '- _v., _.n• _i______ ...Lu. ,__tiu. _.. _ _ _ - - - -- -- .`-- I 145 Source of Material Bulk @ 2 feet 143 Description of Material SILTY, CLAYEY SAND(SC-SM) 141 Remarks: 139 Test Method AASHTO T99 Method A 137 TEST RESULTS Maximum Dry Density 122.7 PCF 135 Optimum Water Content 11.6 % Percent Fines 24.0 % 133 131 ATTERBERG LIMITS LL PL PI 129 U 25 20 5 127 I- I z I w >_ 125 i 0 123 121 119 117 _ I- ar 115 O 113 .if' `� 0 \ \\ to 111 109 - _ .O 107 105 0 5 10 WATER CONTENT, % 15 20 PROJECT: Weld County Road 39 Improvements 1 a LS PROJECT NUMBER: 21185119 I , -r II ac: r_-_.f_.-_IIL-iCI^^-++.n u....-! _._. ._ :_..-..--=',..= :J..I:. _-.- _...• .. RT........__.�1-..i SITE: Between WCR 50.5 and WCR 52 La Salle, CO 6, _. arid, __ _ G1'^• -fart, Oil /SQ�� •��P ��S�'-.r-Plal.y.�]y1'^RC'.'gTlr'lL�....-�nm7�?�. �I�i 1289 1st Greeley. 1 ein..!'^1�+R�+.np� • !'/q Ave CO - - __rG CLIENT: Farnsworth Group, Inc. Fort Collins, CO _. ..._ __.... _.. ..._.. _ ._. .. ._..... .. 100 90 80 70 60 ti 50 g 40 30 20 10 0 800 700 600 500 Exudation Pressure, psi T 400 300 200 100 Specimen Identification Compaction Pressure (psi) Dry Density (pct) o Moisture Content (%) R -Value at 300 psi ■ B6/B7 @ 0.5'-3.0' 253.3 128.7 6.3 48 lerrac • n R -Value Test Client: Farnsworth Group, Inc. Project: Weld County Road 39 Improvements Site: Project No.: 21185119 CHEMICAL LABORATORY TEST REPORT Project Number: 21185119 Service Date: 02/19/19 Report Date: 02/22/19 Task: 750 Pilot Road, Suite F Las Vegas, Nevada 89119 (702) 597-9393 Client Farnsworth Group, Inc. Sample Submitted By: Terracon (21) Project Weld County Road 39 Improvements Date Received: 2/18/2019 Lab No.: 19-0173 Results of Corrosion Analysis Sample Number Sample Location Sample Depth (ft) Water Soluble Sulfate (SO4), ASTM C 1580 (mg/kg) B6/B7 0.5-3.0 157 Analyzed By: Trisha Campo Chemist The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials. 21185119 WCR 39 Extension North 2ft Embank File Name: CAME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Design Life: 20 years Design Type: FLEXIBLE Design Structure (4,170,24/ .<“ s".k.%:tirsaid/:oats/. Base construction: Pavement construction: Traffic opening: Layer type Material Type Thickness (in) Flexible CDOT PG 64-28 Mix # SX FS 1959-8 2.0 Flexible CD0T PG 64-22 Mix # SX FS 1938-1 3.0 NonStabilized CDOT 304 Class 6 6.0 Subgrade Imported Material at Embankment Rvalue = 40 24.0 Subgrade Native Subgrade A -1-b Semi -infinite Pass Terminal IRI (in/mile) Permanent deformation - total pavement (in) AC bottom -up fatigue cracking (% lane area) AC thermal cracking (ft/mile) AC top -down fatigue cracking (ft/mile) Permanent deformation - AC only (in) September, 2019 November, 2019 December, 2019 Climate Data 40.5, -105 Sources (Lat/Lon) 40.5, -104.375 40, -104.375 40, -105 Volumetric at Construction: Effective content (%) binder 10.7 Air voids (%) 5.7 ;Target 200.00 0.80 25.00 1500.00 3000.00 0.65 154.36 0.34 3.68 90.17 952.97 0.22 Age (year) Heavy (cumulative) Trucks 2019 (initial) 25 2029 (10 years) 60,122 2039 (20 years) 133,757 Target 90.00 90.00 90.00 90.00 90.00 90.00 Achieved 99.68 100.00 100.00 100.00 100.00 100.00 Pass Pass Pass Pass Pass Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 1 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Distress Charts T .1 fr..�.Winnir�R .J,:tiii. V wo-r •fix:!-.jJ:4 U.....r,... l_...� Total Rut Depth (Permanent Deformation sx • kr, J , eLalicrirrta�i LI i (i » .r ;r. „--m•r{t'Mr.ray.e, -ar '.*.+r*tal!p7M.•.- Pavement Age (years) AC Bottom -Up Cracking (Alligator) V' 25, Bottom -Up Cracking 1G - cii 1 slim • It II Oa 0 r i . — _T __ 10 1.2 11 Pavement Age (years) c tR rsYia#a#;s•sit't 171;t��•s r -r 15 1.R .3,E.8 0.04 t 0.9 0.8 ce 0.7 s a 0.6. w 0.5 {.4 0.3 0.2 0.1 tt s,_ n , x 1134 .it•*.* f SCAR 32 s***:R Iitt f.wfasri111.'#..Z'._. 1.1 -It saa-asik 4t 321 1800 x.1500 MOO 1.200 -c 1000 a S00 600 Et 400 2O3 0 0 4 c? r I 13 12 1'1 Pavement Age (years) C 16 18 Thermal Cracking: Total Length vs. Time . . . .._ . i.4► o ,. J • 1 .. 1 I - 1 r 1 3,* 'tea l eettior ROO 1.0140,M•M-t,$R-9lt°011.4'#.5*00.!l4 ? M6YNlR i to moonnp,sp 0 2 _1 Pavement Age (years) Threshold valua • _ .. Specified el .l'bility -- -@ 5016 Reliability 16 18 20 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 2 of 22 211851 CR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Traffic Inputs Graphical Representation of Traffic Inputs Initial two-way AADTT: Number of lanes in design direction: 0 L 9 10 11 Dec N o v Oct Sep 0 Aug Jul Jun May A p rr Mar Feb Jar; a 7 25 Percent of trucks in design direction (%): Percent of trucks in design lane (%): Operational speed (mph) AADTT Distribution by Vehicle Class c36..6% -t- 4.9% ! I I i .2% ' 0.7` 03 7041, 10 11 Vehicle Class Growth Factor by Vehicle {_lass Class 4 2,24 2 • Vehicle Class Class 5 Class 6 7 Mat I I o i lak lews It. lc° /1161 derR..t 4�] AL"] . r I I I Vehicle Class Class 11 12 13 a} -'I Truck Distribution by Hojr This chart FAY 60.0 100.0 25.0 type Axles p1/4...rTruck by Ve hide Class Tar:€ i • Tr ;dem Quad .— •1 ! 7 SE:rfn 1,. Traffic Volume Monthly Adjustment Factors Class 7 1 1 Class 8 a Class 9 V Class 10 .. Jr ! } ,} I }+ '4 } i'i, } 1 i, [ ' }y !y + Z } r1.4 r4'''s4� th ' :! r + '! ' • I l �, � . '• . .T .y i ` f 'R '�, Z 'd �• i''LE _.� '.�j �i��} i Icy i�'i •µa O 0 O --1- O O 00 --_ Vas; '. .s--4-.a-.i O n 0.0 ---O O isiK -�- OOOO --i= OOOO -!- OO 0000 --3 Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor 1w 0 4 erm 11 Class 12 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM i ! I 12 Class 13 r4 J th + q ' Q. 0 O -4 -4 - Adj. Factor Page 3 of 22 by: by: 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\2 1185119 WCR 39 Extension North 2ft Embank.dgpx Tabular Representation of Traffic Inputs • .a .'a '..9t °'q...'. l.. .' . y (Ably Ad ustment Factors Level 3. Dbfault MAF .',r'?'K'R�m>.�..•wSj xP.y'K; rw K4°2x ' a • % J„ otiw • ' ' ..:• w .x••:• 4 L :r.-1.._^6,^Yx.:'.l:`v'.?o4:awcx;sztewr,', "£_" :Mitags ita` ifivFm.:$,a^..„.r:'' ar... .uaC'.vridismarcct,'fi T.3s.3f7r2 to .., '. Tit*'',Stz. ,a-Tr.b'.or.- •.'P: a.�'.}�f'. .z i E � 3Ea"�G Month Vehicle Class 8 9 10 11 12 13 January February March �.....,...,x..,,..�X.� x�.X�.XX..rA... April May June :July .August September October 0.9 1 0.8 0,9 0.8 0.7 0.8 0.9 1 0.8 I 0.8 1.0 0.9 1.0 1.0 1.1 1.1 0.8 1 0.9 0.8 1.1 0.9 1.0 1.0 0.9 0.9 V 0.9 _ 1.0 � „.� 1.0 1.0 1.0 4.- 1.0 1.3 1.1 1 1.0 0.9 4 0.9 0.9 1.0 +u.rwyxneWu.X'/H<eSY/I..xAv 1.0 _ 0.9 1.0 0.9 0.9 1.1 1.1 1 1.1 1.1 1.0 November December s 0.9 1.1 1.1 1.1��. .h .M,.:,i:./l..M.T....,Nl..l 1.2 { 1.2 1.1 1.1 1.0 1 5 1.3 1.3 1.2 i 1.0 r 1.0 . 1.0 0.9 0.9 0.8 1.0 0.9 0.9 0.9 1.0 ` E 1.1 1 1.0 1.1 1.0 1.1 1.1 1.1 1.0 1.0 1.1 swatuu....u....uT...RUMM101W0 1.1 1.1 _R 1.0 1.1 L- 1.0 1.1 1.0 0.9 1.1 1.0 1.0 1.0 0.8 0.8 ! 0.8 i 0.9 0.8 0.9 . . • le !'. "tx• . Distributions by Vehicle Class • •• ,t• yII:, .._.....:..:'FPM..,,. r Rcz;:i'M. -i. ti. ,:..ya i;,..w. 1r.',� I. ....c........: ...;%7'r w;.x ,„»'a1 1.:iu'St't.�31 Sup'ixy..fi`rliV'emu°r t±�.'a...a.t..;t '.l;y r.etr/.r'..°..S1Lv`+`CCala C "d -'144O) Vehicle Class Distribution AADTT r/o) Growth Factor (Level 3) Rate (%) l Function Class 4 5.1% 2.048% Compound Class 5 32.3% 2,048% Compound I Class 6 _ 18% t 2.048% Com ound Class 7 _ _ 0.3% 2.048% Compound Class 8 4.9% 2.048% Compound Class 9 � ( 36.8% 'GYNlVM 2.048% - Compound p .M,M,.rl✓Rm..%Aw.,MYnx..wtamp%a. :Class 10 Wvn.Raagw'.v.wi..M.. , Y. . 1.2% ,M.M..' I.-rNaa lll/.'f•4n j 2.048% ,n. 4v4 Cormund ao Class RU/.4Ys'nwMxxN.V., 11 ,. ..vw..xnFMiMV1 ..I�SX(bM:KM(R.... yayyy .n waw.....,,ttw Y.rvi. .n..axaahMm[wn.u[oWMFeaxWY'M,w'R.vn' 0.7% 2.048% us..n.sx."w,,5 ! 5551 AM,R5t %55 naxAU)Ma. Compound +Y*,M. Class 12 t 0.5% 2.048% Compound s.Class 13 0.2% [� 2.048%__ s __ µ Cony ound .1n_ __ w_ Axle Configuration �•�:`. r.:.^`ortk'wr,it..,r;stw.7..7%io?`,.mtw_ziS?aw `f Y.y.nrimivi r..x.raran::Zd7ci�"- y�x,Y'' ;4svz. `Itter2o Lrr7≤:• 5., Traffic Wander Mean wheel location (in) 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing spacing Tandem axle (in) 51 6 Tridem spacing axle (in) 49.2 Quad (in) axle spacing 49.2 Cty 0.9 0.9 • . 'Truck Distributix. w . 'wby Hour' Axle Configuration Average axle width (ft) 8.5 Dual tire spacing (in) 12.0 Tire pressure (psi) 120.0 Wheelbase does not apply i RP�f C • ® • J i6L'r'reitz Number of Axles per Truck Axd Vehicle Single Class Axle Tandem Axle Tridem Axle Quad Axle Class 4 1 1.53 0.45 0 0 Class 5 1 2.02 0.16 g 0.02 0 Class 6 1.12 I 0.93 0 0 ti. Class 1.19 0.07 0.45 a 0.02 . pXG X gWWpgXGNY, . .w....'WONORWAVW1/4elltf9):4fli i Class 8 2.41 0.56 Class 9 1 16 E 1.88 ` Class 10-i 1.05 1.01 0.02 0.01 0.93 I Class 11 4.35 0.13 0 Class V12 L 3.15 1.22 0.09 0 w x%WP,..XYWC'445 PIMP G°KWIY Class 13 s 2.77 L 1.4 1 0.51 0.04_1 0 0 0.02 Reported with version: 2.53+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 4 of 22 21185119 WCR 39 Extensi.::n ortFt 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx � 4 N Annual ally Truck Traffic) Grow .i - �:S'.., r.. /..L�. ii ..< Js i r ..a%, <,,.� ,.. llf .�`�H ,.ice',.: ,.,,, ... e., ,.. r ;.,.,✓. ,. .. .r ,,,a ).,. .,.s >.a .. !i> r.... ..,.. ...1., ,. .,. .,r i�l.. .. _ _ _ .x,r .. . < * Traffic cap is not enforced pMC•Y. i=gr:vwC 4..F Car ty 1 3 f4 O C w a w tsit ▪ {i a} 30050 40O00 LI 0.25 - _ 0.2 OAS -A- I 0.1 0.05 --w 0 16OOO0 2O'8."'°i.l' O S 4 4 1Sti1:2 11 Lf Pavement Age (years).. .lasses I1-13 Ciii'& 11 x 12 C4x33 13 _.. _ ---4-f ._.. l I I e 1. 3 12 ! -I Pavement Age (years) Cumulative Heavy Trucks f 4". S. 1 1 i I1 i r r 1 I i 1 Q I f I I 4 12 H Pavement Age (years) with version: 2.5.3+6862.30758 Reported o n : 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM : 8 3 7 s I 3 , t r Cias es 8-10: , ' .1a-st i. C'Lw ' . wpwjd 'vii 1 ,r .�:..r:, ..r i 1s I Pavement Age (years) n ...41..M..r..•. .Y._•I:r•.•_, •......•NM A i • . i .._. ......` ._ r 4.-_. :s 1 AllTruck Classes -I- { A 3 )(pan; I } S- .. .,..,�,.�... .. • ... 1 ... ; •- --..h. ___ .. I I 'a.. 1 Pavement Age with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM • by: by: Page 5 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Climate Inputs Climate Data Sources: Climate Station Cities: US, CO US, CO US, CO Location (lat Ion elevation(ft)) 40.50000 -105.00000 4871 40.50000 -104.37500 4864 40.00000 -104.37500 4976 Annual Statistics: Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: 51.43 22.64 301.84 116.52 a-.1 C 2- E --{ 1.5 = - C. 1 trig -Cr 1,642:1 1.7. 117 - CE L3 l n Water table depth (ft) 5 Monthly Rainfall Statistics ra-z.:9•Eii.?J? "' r � � C 5 t.."fa ,.1.•i.i E n 0 ID cE o z U 2.00 Monthly Climate Summary Temperature (F) flaatif 0,11!, Y� .t c . 1 I i f rig a- n IStri 1« 5' • 9/1985 e' 4.. Pa... mall - U —. .1.- t to It z • T _1.- z /_g ■ a s Monthly Temperature Summary 54- ViaII ? R 9 •t $ '0 6 t a I1 4 a IV a 0,.• r. C' ti n„ - .. ;i;. t • $4. .-•._ rt • 8/1987 8/1989 8/1.991 8/1993 8/2001 8/2003 Ii\: s :0 8/1995 8/1997 8/1999 Date Monthly Precipitation, Wind Speed Precipitation 1 ‘. s• e r 't . • ° ' +a . t• I 1 r I I Q T _r .13 Q — omaa'T3 o 1 Date Monthly Sunshine _ I r• . T t 1 I C r - 4 a of •4 j}t • I Date Monthly # Wet Days, Maximum Frost # Wet Days t t + ► ' I r 1 9/1985 8/1987 8/1989 8/19.91 8/1993 Y y: a ! c-• a a.. go ■ a a 9■ 8/1995 8/1997 Date Pig rnurll Frost • • alt I I i 9.4 '; tga `. t a 'f 8/1999 8/2001 1 4 Average ryii:'y: ftlI;:�:: 4J�k - 8/200,V2005 I 1 � 8/2003 1 r 0 1_ b C: r 8/200M/2005 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx y. xE'"',qS> E°''<3°3>s"XsY�wwwwamok.tai:r ^r r..rs16flo ar sr<`t�u° P?av' x4? d °"r ,V4451 04; .a r 1 '°v.C.: .-.: Hourly Air Temperature Distribution by Month: ClAE7 . Iona fag ri <-13°F .t t • ; -13° F to -4° F -4°Fto5°F 5° F to 14°' F 14°Fto23°F 23° F to 32° F 32°Flo 41°'F.:: 3 ..-..a....w41 x41114111 1:1" 44, .w....w.ay.-au� I 4.4 444.4.4 a a #,of Hours rat 0-4 # of Hours # of Hours with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM £s37 6 AR9aM{a\ 1.2. 6' 4 I 41:1010416411•141471.. 1 33.x^ I t f I 4.4.4 aria � n it" s°rn,�+itir,�ntxG.u;«vwa+s�•--xi>x�aml�x a /410n..a...n:.4<J 59 I • i. • I ispi. J�Y`r•.� 1 :r. Vy"fI tw•%'YY' I 10 122 4.4 II" - 11 I 341.4 — n. .n.wwr .s... .. _. ----- - n.- I I l jrgeyay,�;. """333 • IC:rad y S it :aiF'ttt!AkIW1O1 Partatil H 1 II WOW TAM.Whi: 27C6 55 f✓ 17:rn irA`,µ.:nW`R;164NiniI I I map...+..ww Y✓ww.e...r..r._......._ $1 • I 368 74 7 i. 7 7 # of Hours 1-4 441 CC # of Hours IT 2 1514 121 1 51 # of Hours # of Hours • # of Hours # of Hours with version: N/A Created on: 4/27/2015 7:05 AM • • # of Hours # of Hours r. N. • CP — J. ...d.-- 44morttorowt.ave.t4xottit&444‘41014 I C4 sti • • li CI rst # of Hours # of Hours • • • • • 00 —44 41° F to 50° F It - r It 41 '.&''C. w'. I' t • 1 /.4 r •.`W Z L :1. j trt # of Hours # of Hours with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM Page 7 of 22 by: 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx HMA Design Properties Use Multilayer Rutting Model True Using calibrated) G* based model (not nationally False Is Coefficients NCHRP 1-37A HMA Rutting Model True Endurance Limit - Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 w .., r►ALiHiD vacitaiepnit: "S9ciYa orsi Layer Name Layer Type Interface Friction Layer 1959-8 1 Flexible PG 64-28 : CDOT SX Mix # FS Flexible (1) 1.00 Layer 1938-1 2 Flexible PG 64-22 : CDOT SX Mix # FS Flexible (1) 1.00 Layer CDOT 3 304 Non -stabilized Class 6 Base : Non -stabilized Base (4) 1.00 Layer Embankment 40 4 Subgrade Material : Imported at Rvalue = Subgrade (5) 1.00 Layer 5 Subgrade Subgrade A -1-b : Native Subgrade (5) - Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM With version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 8 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Thermal Cracking [4: Thermal Contraction Is thermal contraction calculated? True Mix coefficient of thermal contraction (in/in/°F) - Aggregate (in/in/°F; coefficient of thermal contraction 5.0e-006 Voids in Mineral Aggregate (%) 16.4 Indirect Tensile Strength (Input Level: 2) Test Temperature ( °F) Indirect Tensilte Strength (psi) 14.0 519.00 ecirna u hid O U 1 E -06- Creep Compliance (1/psi) (Input Level: 1) Loading time (sec) 4 °F 14 °F 32 °F 1 3.61e-007 4.73e-007 7.12e-007 2 4.04e-007 5.74e-007 9.97e-007 5 4.51e-007 7.35e-007 1.52e-006 10 5.11e-007 8.78e-007 1.99e-006 20 5.67e-007 1.04e-006 2.59e-006 50 6.57e-007 1.37e-006 3.75e-006 100 7.68e-007 1.66e-006 4.66e-006 Creep Compliance. 1 7 1 1 i0 2'0 30 40 50 60 Loading Tiro-ie (sec) 70 1• 1 90 10C -4 °F Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 9 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx rMIN 1/42.90 10 000000 1000000- 100000- 10000- Log(Viscosity (cP)) 1000- 100 10- -6 5 4 3 2 1 0 1 - 3 - 4 100 Master Curve HMA Layer 1 -3 -2 -1 0 Iog(Reduced Time(sec)) Shift Curve HMA Layer 1 1- L 1 i 10 20 30 40 50 60 70 80 Temperature (oFn. 10-, 1 _ ! ! t 2.7 231 2.72 2.69 90 Viscosity Curve HMA Layer 1 10C 110 12C t � �' 2 1 r� {} ' � 1. C i 'r 1 �' _ '� �'r � >� �} •`r r •�Y Iog(Iog( iscosity) = A0 -f- VESo; A0 = 113,10636 05101=+43, VI -So — -31.65802326:30021 2.73 2,74 Log(Temperaturre(°R)) 2.75 2.76 2.77 X 14 of • 40 °F n 100 °F )0-1:0 of 14 of * 40 °F * 70 °F 100 i_,F X 130 °F 13C 2.78 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 10 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx HAMA Layer 2: Layer 2 Flexible; 1- 411 CL LU 10 000000 1 000000- 100000- 10000- 1000- 100- O Log(Viscosity (cP)) 10 6 _ 5- 4 3. 1 Master Curve HMA Layer 2 -3 -2 -1 0 Iog(Reduced Time(sec)) Shift Curve HMA Layer 2 I z j S t .4- _.. ._L., _ .r. ..._ _ _ tr- £ • S - 2- - 3- - 4- - 5 ..... �.. L £ I H fr I .bwliyo I r • ( t £ I _ L ••-it.,_ ..,....v. t _G,_._� ...__al t • 14 °F • 0 0F O OF • 100 °F Dab- of If 14 °F 40 °F • 70 °F 10 20 30 40 50 60 70 8O Temperature (OF) 2,69 90 Viscosity Curve HMA Layer 2 r 1 2.71 2.72 2.73 2.74 Log(Temperratur e(oR)) 10C 110 12C 2.77 13C 2.78 oF 130 OF with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 11 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx IRI (in/mi) Rut Depth (in) 22C- 20C - 18C 16C - 14C -4 12C- 10C- 80- 60 - 40 IRI r •••••1.1.1••••••••••••• __..•.._._ �. _ tt:y�ilSIFaSF9♦ �_ o...d}$�17['f.{}�lks#tYJbs1F#a14 �' it a L. El ba9 *egg Vi mio 60 earg8H—iw, stim„Ams,, im4 ogi is as ant44444-twokenc-aiiiisisonwal..im.wit - 49P 'W let 4Witil affiga#41611 a Mei €421 eg °Mr-. " .443P1!" 1 e e 1 0,1 2019 1— X0.8 0 . 8 — O .7— 0.6- O .5— 0.4- 0!3- 0,2— 0.1 0 _ *10 A _ 2.0 2021 I 4.0 2023 } J. I 6.0 2025 8:0 10.0 12,0 2027 2029 2031 Pavement Age (years/date) I 14.0 2033 Total Rut Depth (Permanent Deformation) Threes hol-d-Valu e. cr- I ccifiPd Reliability • -r^ • 18,0 2035 I I 1 18.0 20.0 2037 2039 --@ 50°,0 Reliability ___.___ . _ .____ 1 I s 1."* I* �..._..r . s484!Ae#! isti44i'VfiR�lerat.}r.4B4HffEs P +..+? iF.+t_.4k"itt3***54Li< wicEii it �f}$i14$t4k%�}4lef4a939�6�JeIL+dF.E& 1 is ft. w ell IE tt•3 31 ef3 4 a �4 +�?.It3. Islit ° aw.F 4 f tier. f �t2 ---' — waste f' -- 4d IeY+.�1�.33+: =a Oat 3a2 --- „ars insawn su3 Wei tHeift OW • �... _ F J ! i .$,pold" al • a:�* la***•**It*teambp r**4 s 1 insissflUtitit$PRAitlis:wi + *nal M.� $ I 0.1 2019 18 00— 'g 18 00- 1400— ' 1200- -c 4-4 1000 C 80C- -1 6 0 C- ttl 40C' - is 20C- Rut Depth (in) 0 0.1 2019 I 2,0 2021 5 I 4.0 2023 I I 6.0 2025 I I8,0 10.0 ' 12.0 14.0 2027 2029 2031 2033 Pavement Age (years/date) Thermal Cracking: Total Length vs. Time - Threshdid Valtie ...�:.. - • -- t w� I _..-..,_..,1,_....y, __,�__..,t__._.�b...-_wej• 1-- ! i I- f---- —I i 1 , 4 M+34444.4:4:4:ii944:4.4,4-R!9}44.t44.344.IF4R 3-dI *4*tt4#4 4W444** ,***UUi4I 44'4 if 49 in* *en onti44I *H 4.444* 4S 444.4444 +F' 4-44:44el.41484:0,4•4.*644•*9•?two WS d 4434}4.4614a*4*4'iYdi6:4'*ii 4,11Y4#t4.4,g'9Pfl*t*1¢8 4llf 1 4,0 6.0 8.0 10.0 12.0 14.0 16,0 18.0 20.0 2023 2025 2027 2029 2031 2033 2035 2037 2039 Pavement Age (years/date) 16.0 18.0 ' 20.0 2035 2037 2039 --r- Specified Reliabilit• - ---;@ 50%. Reliability .4... .. - ,h._._ ._ t L 1 I I 1 O .8- 0.7- 0.6- 0.5- 0.4- 0.8- 0.2- O .1- 0 _ 2.0 2021 r - I AC Only Rut Depth (Permanent Deformation) canstaTbr eih41.d:A. l!Je ' !KOMI •'f~;pecifie i1. .R �.: !.t ..h 1I.it,�:_- _•___" 1 i • • L :@ 50% ReliabiIit' 1 i. , i -.f. f i4�tR�f��.Harz♦'a9Ffrz4�s•t*asaas�'jeee:it�""wf�asnrsare+�,.abc.a.i�...._A4 �tifil M awffg eas :. a s+��fe�s as .. ._.,.... ,} t� tt t it II g _ .. 1 � 9t$t$ �. OBI 2i (444 a die 9 Wig e-F!rii9 ti 4P ! 'Pk 4 4fi• z; EICINF, iv. it �,ape�s••�$•� fi4if Ee-k4 memo fly f� ten 3F4.�.�1'a�•a�•^�.3�F+�i4��+ �h'�•�'�'� �"��'�� r r n 0,1 2019 I 2:0 2021 I 4.0 2023 I 6.0 2025 I I I I . 8.0 10.0 1 2.0 14.0 2027 2029 2031 2033 Pavement Age (years/date) t I 16,0 18.0 2035 2037 I 1 20.0 2039 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 12 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx rti O O 0 ch C LI 3 O.C I O I- Bottom -Up Damage (%) Bottom -Up Cracking (%) 0.9- O .8- O .7 0.6 -. 0.5- 0.4- AC Top -Down Damage ....._.... _........ ..............._. ..«.... i i i s u r -M 0e c g a■ a i1 t�f i*�.r �i amyl, t r r - Ili I 1. -- --. '-1 Y t x 3 _.... Y L W 8 q,_xeKftt9$iEsf₹� f { �.A,..,'F S'`bd•!1. �'.,!t.. �. +*--57" Wrign 5-1**afttne1411 4 tie'r * E s� +Obi3f�'8b*� rs •� { t�w�9�sia ef'�� fF { _.. .. �@"s 'R B'� E b is r ..„. msa . _.. a ..a ...__.. _ .. ..... -_. _ .. - � Md 4�Rits� 1 1 0.3 -4- 0.2- O .1- ... • risiw 0.1 2019 0,07- 0,06- 0,05- 0,04 0.03 0.02- 0.01 0 0.1 2019 3500 3000- 2500- 2000- 1500- 1000- 50C- 0 0,1 2019 30- 25- 20 15 10- 5- 0 0.1 2019 1 2.0 2021 4.0 2023 6.0 2025 8.0 10.0 12.0 2027 2029 2031 Pavement Age (years/date) AC Bottom -Up Damage .._._.._ _ 1 r r ) , 1 1: fi 2,0 2021 4.0 2023 6.0 2025 L 8.0 10.0 12.0 2027 2029 2031 Pavement Age (years/date) AC Tops -Down Cracking (Longitudinal) 1 1 re's ue X fats50 Re is ity ! 1urface) jr- 1r ), _._ .Ia.". .r _ ..i II _ �..._. ,.�...�,...._ _. ...__.....,.. __ _.. 444040** lY fG`�l at51_i':•;Re is 14.0 2033 14.0 2033 .ity,ritDe pt L _ T 16.0 2035 16.0 2035 18,0 20,0 2037 2039 10.0 2037 20.0 2039 PBpeEi ied Rerty i = f el L. I i - ( -i---- i - 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 2021 2023 2025 2027 2029 2031 2033 2035 2037 2039 Pavement Age (years/date) • r I I I ,....,...._.,_..._ .,.:__.. . _.._.,....pro... _.. M_- 1 ; I i F J.. ..._.--,...,-..m� �... ...T„ ......... .«t ._....... .,,.r ...w.. ....v.,..,»' .- ... "r" . .--,... _....._..__..__..._........_..._........_ __. _ _ .-. writ AC Bottom -Up Cracking (Alligator) d i � F 4 I 4 .. I **** i9?4 49**<f?A�*348i9$9H849,000000000F.Q;0189989900003,****85h89W*****$*95.4+1"44.**ii)#�•$�,'�, lS �r t. x 94 Y5Fi!Sx, )&t$ i980H$'B$X61 $'t'ff.. °W..5S!l, Ri49 dtt +$ �1Y''`$`k "�&�=+ •':9 f 2.0 4.0 6.0 8.0 10.0 12.0 14.0 2021 2023 2025 2027 2029 2031 2033 Pavement Age (years/date) with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM with version: N/A Created on: 4/27/2015 7:05 AM 16,0 18.0 20,0 2035 2037 2039 with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM Page 13 of 22 by: by: 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx 0.3 0.25 Rutting (Permanent Deformation) at 50% Reliability 0.2 ■ 2-0.18 v 011 0.05 0 a r 1 APa_ f_. e. ,0 I a. tr thews- : i !YXt Sri: a .a wish' d . vim win* 4t ` . Fre,"Int e 4Fi; —.. ,em ..a!o. !P9':'K!?1t ` , X43 �': ' , !" ..:. ?e - Mgt N44 NiN Mit! Sic @4 • '! Wt+�F' @ =94 'c tier Me @RN 604 *4 i= 3. inn AY4 E.0 aPd *1* Total X Subtotal AC Subtotal :3i tirade A Subtotal Base 1 1- r 4 I I .lfifNis+ 4tIn ' f` + 4.4 Fa* aN2lE it S. � f >�4 I I fT.v.■{i if, di 2 F& b L �F $F Tgi SII�C R ii 1 .:i.g'd.c.,pi' J_.- - F I I I I I I I III II I I I I 0.1 2.0 4.0 6.0 8.0 10.0 12.0 14,0 2019 2021 2023 2025 2027 2029 2031 2033 Pavement Age (years/date) I 16.0 2035 18.0 20.0 2037 2039 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 1:10 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 14 of 22 21185119 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx rift .Min O O r 3500000- 01.1 21)19; 1200000- 1 n 00000 - 8° 0 0000 •- 600000- 400000- 200000- Modulus (psi) sp i t Pelid uintfle Sub -lover--# o hu . 1f h = 0,5 in . - .'t c : i -A 1(3) h7= 1 in A¢ 2(4);h t 1 in 2n2 L 1 I 0.1 2.0 2019 2021 1250°- 12000- ■ N SG41,9) h = 24 in MSG 5(: ci) h = 24.1 in 1461:35(1 1) h = :4,1 in X t48G5(12) Ii = 244 En -I Ss S(4 . =r;) 39 = 24 I 4,0 rr .1 x_02. Pa ement Age (years/date) Granular Base Sub -layer 1MM` o ulus III GB3(7) F = 2 in r ..,_ ,gip, r°�uaeR.""yG'ffit`$ �'ysre.�-�3��-"�4t.+aaii i I C I 4.0 6y,13 ,E 202 2025 1 in *PAC2(0 2 (.. h in ... .. -.7s..xs�.«4`.,...�k'.�=5iiilirit t w-1'+:4 I I I I I I I I I I 8.0 10.0 12.0 14.0 16.0 10,0 2027 2029 2031 2033 2035 2037 Pavement Age (years/d.) Non -Stabilized Su 11500- 1 1 000 1 05n0- 1 000n- 9500 9000- 8500 1a_ ' 'a"s,. ;=""e=a=`u=.' "Pa==t? tria�� z,4��`,.. •=• es Cam+. >'- cw"�T.- grodsSub-layer Modulus r. 20.0 2039 in 0.1 2019 I I I 2,13 2021 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM 4.0 20J%J 6:0 2025 I I I I I 8.0 1A,0 12.0 2027 2029 2031 Pavement Age (years/date) Created with version: N/A on: 4/27/2015 7:05 AM I 14.0 2'0:33 16.0 2035 With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM 18.11 2037 i 20.0 2009 Page 15 of 22 by: by: 21185119 CR 39 Extension North 2ft E ank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Layer Information Layer 1 Flexible COOT Mix # FS -1959-8 PG 64=28 SX Asphalt Thickness (in) 2.0 Unit weight (pcf) 145.0 Poisson's ratio Is Calculated? True Ratio - 9 Parameter A -1.63 Parameter B 3.84E-06 Asphalt Dynamic Modulus (Input Level: 1) i.`.. .x[i$✓,!„k%..,:."offat..Sw.tvaS.'".x'v"G,'iµ¢c,rrtxu;zetaixaiifcbn"Fd `m",fa-_`fifa/#FSiw z:euwiarav Nztithib2: T ( °F) 0.5 Hz 1 Hz 10 Hz 25 Hz 14 1687360 2134249 2493389 2608869 40 697463 ;1127680 1612900 1802220 70 173403 334774 616373 765125 100 54259 ;93163 175106 227742 130 27890 38645 60413 74657 Temperature (°F) Binder Gstar (Pa) Phase angle (deg) 147.2 3051 81.6 158 1495 83.1 168.8 772 85 Name Value Reference temperature (°F) 70 Effective binder content (%) 10.7 Air voids (%) 5.7 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/lb-°F) 0.23 Identifiers Field Value Display name/identifier CDOT Mix # FS 1959-8 PG 64-28 Description of object CDOT SX Mix # FS 1959-8 PG 64-28 Author K. Jackson Date Created 10/7/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County Highway Direction of Travel From station (miles) station (miles) To Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 16 of 22 21185119 WCR 39 Extension orth 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Temperature (°F) Binder Gstar (Pa) Phase angle (deg) Layer 2 Flexible 4 CDOT Mix # FS 11 Asphalt Thickness (in) 3.0 Unit weight (pcf) 145.0 Poisson's ratio Is Calculated? Ratio Parameter A Parameter B False 0.35 Asphalt Dynamic Modulus (input Level: 1 T ( °F) 10.5Hz 1 Hz 10 Hz 25 Hz 14 2333549 2642179 2861449 2927779 40 13094901791270 2219829 2365949 70 379514 X695090 1127310 1318450 100 87238 174824 349546 452545 130 29326 ;49265 92795 122034 rya?x: x a :.y • 4 - 147.2 1857 81.6 158 168.8 889 451 83.1 185 General info Name Value Reference temperature (°F) 70 Effective binder content (%) 10.9 Air voids C/0) 5.1 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/lb-°F) 0.23 Field Value Display name/identifier CDOT Mix # FS 1938-1 PG 64-22 Description of object CDOT SX Mix # FS 1938-1 PG 64-22 Author K. Jackson Date Created 10/12/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 Spec reqmt PG 64-22 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 17 of 22 2118511) WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\2 1185119 WCR 39 Extension North 2ft Embank.dgpx Layer 3 Non -stabilized Base : COOT 304 Class 6 Unbound Layer thickness (in) 6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input Level: 2) Analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 25000.0 Use Correction factor for NDT modulus? - NOT Correction Factor: - Identifiers Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Is Defined? User Value Maximum dry unit weight (pcf) False 127.7 Saturated (ft/hr) hydraulic conductivity False 1.432e-02 Specific gravity of solids False 2.7 Water Content (%) False 7.4 User (SWCC) -defined Soil Water Characteristic Curve Is User Defined? False of 5.4942 bf 2.0616 cf 0.7128 hr 116.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 40.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 18 of 22 21185119 WC" 39 Exfensio• North 21t Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\2 1185119 WCR 39 Extension North 2ft Embank.dgpx Layer 4 Subgrade : Imp red Embankment Material at Rvalue = 40 v,..Yskfss::.k2 !r,#ii%Na° 3f06S d'��axnfk3e ir.FK'�'.kn>..y,,.,r..�:. L.2znaYa. ..�v'Y.✓ ..cif.✓r...;�seixxixsa..b. - iaffg,..<, Unbound Layer thickness (in) 24.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: Annual representative values Method: Resilient Modulus (psi) Resilient Modulus (psi) 9494.0 Use Correction factor for NOT modulus? NDT Correction Factor: Field Value Display name/identifier Imported Embankment Material at Description of object Imported Rvalue = Embankment 40 Material at Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM Liquid Limit 21.0 Plasticity Index 5.0 Is layer compacted? True Is Defined? User Value Maximum dry unit weight (pcf) True 120 Saturated (ft/hr) hydraulic conductivity False 511:-0 6 Specific gravity of solids False 2.7 Water Content (%) True 16 User -defined Soil ater Characteristic Curve (SWCC) Is User Defined? False of bf 68.8377 0.9983 cf hr 0..47:757 500O00 Sieve Size % Passing 0.001 mm 0.002mm . 0.020mm #200 60.6 #100 #80 73.9 #60 #50 #40 82.7 #30 #20 #16 #10 89.9 #8 #4 93.0 3/8 -in. 95.6 1/2 -in. 96.7 3/4 -in. 98.0 1 -in. 98.7 1 1/2 -in. 99.4 2 -in. 99.6 2 1/2 -in. 3 -in. 3 112 -in. 99.8 With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM Page 19 of 22 by: by: 21L:5119 WC" 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx mayer .5► Subgra Unbound Layer thickness (in) Semi -infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 16500.0 Use Correction factor for NDT modulus? NDT Correction Factor: identifiers Field Value Display name/identifier Native Subgrade A -1-b Description of object Material Boring Tested B-6 @ 4-5.5 from Terracon Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County a Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit I' Plasticity Index Is layer compacted? 0.0 0.0 False Defined? Is User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 3.103e-02 Specific gravity of solids False 2.7 tkt Water Content (%) True 11.6 User -defined Sl Water Ch 15 racteristic Curve (SWCC) Is User Defined? of bf cf hr False 2.5152 3.0271 0.9565 100.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 3.0 #100 6.0 #80 #60 13.0 #50 #40 25.0 #30 #20 46.0 #16 #10 65.0 #8 #4 84.0 3/8 -in. 92.0 1/2 -in. 96.0 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 20 of 22 211:511 CR 39 Extension N.rth 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Calibration Coefficients 1> AC Fatigue 1 .. � • g; a k1: 0.007566 k2: 3.9492 )kzflfz cif = 0.00432 . C * fink, - loi'ilBf1: 4,84 ••TioT '' 0.69) k3: 1.281 130.3674 Bf2: 1 = 14 ,�„F t'� + V:22 Bf3: 1.217799 AC Rutting (using Multilayer Calibration) n Y P t Yid' Tfirilak,TskrafiriporksEerz,'1x 9'hJ.7SY �� `i N SIfJ' a t l ,} 'at' r 7£„ 'D$ + —± Cam. * depth) *0328196'4'P (C1 (�� M`tu fig_ ~— 7 resilient train`{ t. Se'.: L s ,r —0.1039 * E 4- 2.4868 * — 17342 r. ^x , T = l+ yer te • �"rl � Y. b `� -toy- ' I S * 1.7331 * ± ' 7.4,E [ .� — 0.017 - t err r. { i 2 g, . ..�` a p ors, number Where: - total AC thicknessI:in) ,t AC Rutting Standard Deviation 0.1414*Pow(RUT,0.25)+0.001 AC Layer 1 K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 AC Layer 2 K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 Thermal Fracture 'ri e4 :o?, r +-t ;:--,.y c c f t amount k..7 --• I.rt° W?'� S' i- 'idrf9 .t=LM.E'a+ et L k` �Lv. Y. .4 erredthernial crack0 s • �°}^ "" �y+.;� n�('.�f p 612�p Goer, '$ t ( t'-;wtY�.eyr yy.��,+yc�tyrr, 15tM1jthrough 1Oa a C i96• —. 9 : T; yy{��iyV '.\rT,(� �f t l :L�• 3d' r i•4'ie Vt. determined d �Y r J �.;f.�h Yield calibration' C,,,—r r a 400 ,,,,,,--� �� A distributionevaluatedat() i'. ��d I� standard d. €� r i �. py :. . p�,gey �p +fig ��Ltr qty. deviation depth y �e^� ,yFey �•,. ,,r- the �e-� s•i'+�t�eggi _ .tLr, ar�d -of t :fog o the of �raLks 1112 $ i[ 1 iI I ! :1: C �' crackt .. ,yam t Sl., ,� �TjlM l 1! 1S�'f� �d'§�{i" yi'!$ y. 'd�62t �L ee s s"tdtt � asphalt .�nff,`` k AAkick x $$ la .4! M .b;l� 4 'o dion ,��r§ ��p ,r ,,�psgg,,+Y��ee�, depth�s�;'� to �g ,�'v��r� y� cycle i.�,�� -- "�A F:'Li.�2"r}. �' d tin theecrack d:d;•SS�sE.d' d3:37'' a .cooling ;��E, q Change tin th r� es'.yjg. a �.*s intensity actor a to o cl .L_..L�t. .�.c'>7 the stress �is'��.:: �.due to �.i � ��La"��•i't.��,�• cycle �! r l _�� P .� � �' r +r�'ry 9 • rS a ,z. � � 9�r{ r� ! 4 r l"f * *).2.)F-i� he hal -, � _ 9 2 asphalt n O.a ( E a ? 4 a ;..• � vr'e' parameters ete for 'as p t "� uA t , __ �, .4 :n� 4 I •" Tay-� "' v5�y�7( }' {��, �j jf ,�Y I=Re t telF'h.'iwb ~• r .y i'el,...L..� L• . v o 4f �-' = " r mixture . ... �'h :-r'c strength ` , ar Und a e mixture it gnu. i r 'ra = Cal li • a a e.r e 7 Level 1 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 K: 0.5 Level 2 Standard Deviation: 0.2841 * THERMAL 4- 55.462 w , atcal el Le• R tZ I eves 3 Sf2nrihrri f eyiabnn• 0 3972 * THERMAL + CSM Fatigue • Cs ,w_r. : n Ater of r { ties to fattue.cracking , �. .. t " • i. "4 rgM�� rte ' s�i 50 k' .tai PCZ �y4 � ? ; Y Nr 'r ® °$�+ "d S • 4 .�y�p .�qy'��. `5 J e ^��' y�7 {i' µ ).'T,A[ ��y," a z � p '... {& t�3' 1.'S� ' Y.'1 ' ,bo"' l +ur _i6dPfi�' +j SSk�c ` � y, 1 ..�L .� `9� y k1: 0.972 k2: 0.0825 Bc1: 1 Bc2:1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM Page 21 of 22 by: by: 21511 WCR 39 Extension North 2ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 2ft Embank.dgpx Unbound Layer Rutting -r •= de- f o fi. or the layer a permanent -atS:m:� 7'3,t _ number o -repetitions ' °� K; rr• " F k f 111)fi f 7r .w t E. `L'�e- ( ) fl51 1 L � 1 sl 1 i) -1- � =averageertt a4? �d 3, •,�4 �� i � f Ip ;: a•V Pt z: sop = mnatert { , s w ` p properties C t rri-di restRen3.t train( fit Rent C > 411 Y �. rt7.! t �a. • F �`" Base Rutting Subgrade Rutting k1: 2.03 Bs1: 0.22 k1: 2.03 IBs1: 0.37 Standard 0.0104*Pow(BASERUT,0.67)+0.001 Deviation (BASERUT) Standard 0.0663*Pow(SUBRUT,0.5)+0.001 Deviation (BASERUT) AC Cracking AC Top Down Cracking !AC Bottom Up Cracking it 6000 1 • EC=i A + r °`-' - 105,56 r i„. (Ci'_ :o, 'e°�) '� -2,856 ' s t'. , a _ —2.40874 — 39.748* (1 ± had �,�..., jr I , - 2 '� C 1 Li - i- 4.. r1 - c1. 7 Ic2: 3.5 c3: 0 b4: 1000 c1. 0.021 Ic2: 2.35 c3: 6000 Top down AC Cracking Standard Deviation Bottom up AC Cracking Standard Deviation 200 + 23001(1 +exp(1.072-2.1654*LOG 10(TOP+0.0001))) 1+151(1 +exp(-3.1472-4.1349*LOG 10(BOTTOM+0.0001))) CSM Cracking IRI Flexible Pavements C2 C 1 C2 - - Rutting Fatigue C3 - Transverse Crack C4 - Site Factors Crack en- c4 *lo_c (Damage) C1:0 C2: 75 C3: 2 C4: 2 C1: 50 C2: 0.55 C3: 0.0111 C4: 0.02 CSM Standard Deviation CTB* 1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 1:10 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 22 of 22 211 511 WCR 39 Extension North 4ft Em sank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North Oft Embank.dgpx Design Life: 20 years Design Type: FLEXIBLE Base construction: Pavement construction: Traffic opening: September, 2019 November, 2019 December, 2019 Climate Data 40.5, -105 Sources (Lat/Lon) 40.5, -104.375 40, -104.375 40, -105 Design Structure i4: '!>z igio: wax..Y/f, s l f/+i+a ., e4::.w..'w4, tilt: 1£it ;>,r,>3ixir/o5.S:% 7%,Y.!>.., 1I.2 ✓..'...S..w w:i Signal ."c.2 Layer type Material Type Thickness (in) Flexible CDOT PG 64-28 Mix # SX FS 1959-8 2.0 Flexible CDOT PG 64-22 Mix # SX FS 1938-1 3.0 NonStabilized CDOT 304 Class 6 6.0 Subgrade Imported Material at Embankment Rvalue = 40 48.0 Subgrade Native Subgrade A -1-b Semi -infinite Distress Prediction Summary Terminal IRI (in/mile) I. Permanent deformation - total pavement (in) AC bottom -up fatigue cracking (% lane area) AC thermal cracking (ft/mile) AC top -down fatigue cracking (ft/mile) Permanent deformation - AC only (in) Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM Volumetric at Construction: Effective content (%) binder 10.7 Air voids (%) 5.7 Target 200.00 0.80 25.00 1500.00 3000.00 0.65 154.38 0.34 3.74 84.44 919.68 0.22 Traffic fD� Age (year) Heavy (cumulative) Trucks 2019 (initial) 25 2029 (10 years) 60,122 2039 (20 years) 133,757 Target 90.00 90.00 90.00 90.00 90.00 90.00 Achieved 99.68 100.00 100.00 100.00 100.00 100.00 Pass Pass Pass Pass Pass Pass i1kaw2 . F .i.y :r C,.. • • t,. r • 1 • by: Approved with version: 2.5.3+6862.30758 on: 4/27/2015 7:05 AM by: Page 1 of 22 IRI Total Rut Depth (Permanent Deformation) 220 200 iao E 15° 110 120 if,' Forzi Bottom -Up Cracking 10 as 15 10 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx 0 1 — o `_t i 414i� 1 1 1 E s sr{it . t i ' ` £asi iry3wa� I sn.*si' ..iar t.. Initial ist: LL IF'I: rl - .7[�� { � �a ai i_.. 2: I I 1 1 A ! A 1 ! 0 2. t9 1i- 12 1'1 15 Pavement Age (years) AC Bottom -Up Cracking (Alligator) 1 5 2.0 .rRR 1* ^i -.,llnr•T ..'-r7-'...-`:Zr5._3'."k.'.r..C`:.'74`<`i'..:i. • a'I?...-,r'r.^i;-Y-,itkW T..l l., . it Puerile. ArrWi-:'1,_N.....i/3.4.11\r7r7I7 i • . _. ; i i ! { i i—. -----.- 1 Aif9to psa 1 a■ sssssiti-tksasAfais *it siAssy. asi,ii tans" 3 f f1"fix-.}i1"iii+ ..61: '. 010 �„ 4 r: u lc? 12 1=i Pavement Age (years) 16 18 C 4-1 O 4-1 ce 1 0.9 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1 0 1100 -C 1ccci Cri 600 era '100 200 L . . ___GLA___ t 1 }i _ .... L-- ,_.. . _ . - - I i(( ) 1^ 1 � 9 i €f 013_5 mow• � _ � w f�i'!� aiiis,,,,is ,te.iw i { ! T _ E same!t �a�sal s+k# �wi* _:,gam ie '�iiaai>l� �:i 1 0 2 •1 15 Pavement Age (years) Thermal Cracking: Total Length vs. Time: 1 E; :._ - � 1 500 i_. . __ i ___.t.i • • i 3 r- j i { i I 1 ' , it;i.' 4r 3 it Mb FO PMPiii!iiPliiiii$iiEttiE £}4f£t*$i£3t98i++f#4*NA9FbAr*MiiGli A -._ - ..... "_.C RAtrT F .._ __ ..1 f* j1$9*]{ t._ 1, T ict 12 1'1 Pavement Age (years) Thre$hohl'il4Itse *i•srs @peci ed eli' bility - _ @ 50% Reliability 1.5 18 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 2 of 22 211 51 c_1, ,k f.:% ..C R 39 E a£atension 1 rth 4ft Em ,fin, nk File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx Traffic inputs Graphical Representation of Traffic Inputs Initial two-way AADTT: Number of lanes in design direction: _▪ I, ID p L � 0 • 4-I 4-• LJ cr c[ 1.0 -•. 0 Vehicle Class Dec Nov on. S e p Aug Jul Jun May Apr M a r• Feb Jan 1- _,.._w...;.........._ 25 Percent of trucks in design direction (%): 1 Percent of trucks in design lane (%): Operational speed (mph) RADII -Distribution ehkcle Class i 4- 35.83/4 � I i I 4.1-8.1.1164—.--- ! u,i yY 10 Vehicle Class i 1 I - 1817% e YGt 11 Growth Factor by Vehicle. Class Class 4 a Class 5. Y t �. � � r w. 11- i r � r k �. Lb (13r r i btu i s mArtfribt''Kt u 'd"! --? - Zet' O ...... ..; = OOO -tea _ — O O OO -r.i -$ - O O O s _ - O O O O --f - O O O O n O O - . O .c1 a lwal '" w Class 6 Pi 1,'0 i t Tate I 12. 11 12 13 lurt 2.s C 4* 2 Truck Distribution by Hour Ti y s chart 60.0 100.0 25.0 es not apply the desi O >_ p e Axles perTruck uc ! by Vehicle Class ... ._........,.....y.. _...._______.t. .. _. 1 I i y x Yr— oectrits I Traffic Volume Monthly Adjustment Factors Class 7 Class 8 Class 9 OEM lass 10 Class 11 i Vrmn z Vehicle Class Class 12 A S „giE eree I.: Class 13 t I _I rreT Adj. Factor Adj. Fact t r Adj. Factor Adj. Factor Adj. Factor Adj. Fatter Adj. Factor Adj. Factor Adj. Factor Adj. Factor Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 3 of 22 211 5119 WCR 39 Extension Nrth 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North Oft Embank.dgpx K Tatititit RtiorlrOjOititjatiOllAg Traffic Inputs X. Re' • n,r, Y ustment Factors Level 3: Dbfault MAF :.voesoseon i:rtoiviviseravB, tlrh33E`.f.'ai..7i�+le..zA SS..'.SEitkV2Ha :CemtiiY'ft'neA v att a• Month Vehicle Class 4 I 5 I 6 I 7 8 I 9 10 11 12 13 January February March April May June August September October . . WIII.X9•4=1,5,etO>WONC*Itter r.. 0.9 1.0 1.1 1.1 1.1 1.1 1.1 1.0 ovember ovember j 0.9 tlt December 110 arm, 0.9 0.8 1.0 1.0 0.9 1.0 0.8 0,9 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.1 1.0 1.3 1.1 1.1 0.8 'etude Class 1,1 1.5 ! 1.3 1.2 I 1.0 1..._... _ 1.0 1 1.11 1.1 1.0 0.9 0.8 1.0 1.0 0.9 w,..W•X.4,4V250C4, 0.8 1.1 1.00(166901/4,M X10 0.9 1.0 ///A'RU,Y.(W.J///iFa.0�4mH%M#f(OI�)#p/ANY.9NVN/MYq%tt4 0.8 0,9 1.0 1.0 Vehicle Class Distribution (Level AADTT (%) I Growth Fact+�•- r 3) Rate (%) Function Class 4 Class 5 3T..sw/,wxn..us.er,van0WAHCI wx,wY.ua«,wYte44 w»wa mu,« 'Class 6 Class 7 3Class 8 Class 9 IClass 10 >57M.111).% 7wm,m+, Class 11 Class 12 5:1% 32.3% 18% 0.3% 4.9% 1.2% 0.7% 0.5% "Class 13 0.2% Aide enflg 0 r tibti 2.048% 1 2.048% Compound Compound 2,048% Compound 2.048% Compound 2.048% Com�ound� 2.048% Compound 2.048%Compound F.. .,.,w:,,�_ 2.048% 2.048% Cornoound cps m_pou n dal 2.048% j Compound 4$' !,:4%*.•YM1M'W. M1H VMSJggelWµpMf90.VW'..VR YY.,i,pk'F, .,q,NtWYRYJWA4'Y$ 1.0 1.0 1.0 0.9 1.1 1.0 I 11 1.1 1.1 1.1 1.0 0.9 1.1 1.1 1,1 1.0 0.9 )01•COW4VIXOWASIW75 1.0 0.8 0.9 1.1 nurawcor J_w4Nr..x Q0Xte 1.0 1.1 i 1.3 1.0 ! 1.1 1.1 0.9 0.9 g 1.0 mruc ution by Hour does not apply Ln<.,='.4' •FLW,,..+a,tnaefK w£Y easisatir•7-•"akaVira""a‘Ci.";'Ytrttm24n„NP414-S:uYGS1^".✓'E".Ss"."' .C<3'�st2'y!/vi"..'✓raliffir. .'; tir�Fe Traffic Wander Mean wheel location (in) 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing Tandem spacing axle (in) '� . 0 Tridem spacing axle (in) 49.2 Quad (in) axle spacing 49.2 Axle Configuration Average axle width (ft) 8.5 Dual tire spacing (in) 12.0 Tire pressure (psi) 120.0 Wheelbase does not apply i , 4 .Number of Axles 'N€:, it py. •..,. a itteireareafea4470-r/74; 74 Vehicle Class Single Axle Tandem Axle Tridern Axle Quad :axle Class 4 Class 5 Class 6 • Class 7 1 1,19 2.02 1.12 0.45 0.16 Class 8 1 2.41 I 0.56 '�^-�--: a.s.4. Class 9 Class 10 1.16 j 1.88 1.05 1.01 i 0.93 ! 0.02 Class 11 14 35 l 0.13 I 0 Class 12 1 3.15 1.22 0.09 w.c�,xnrmw..ms..r«,mnr. uw.Jiw.:,aux .n, mx,arvms,mm.w..wcw.Q ,saew.»mw4 $+W/ Class 13 I 2.77 L. 1.4 ! 0.51 0.04 a with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 4 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx * Traffic cap is not enforced F U ;y 1�8 C f£6 '.V its S 0 •�V1 W 0.25 .2 Classes 4-7 i A ..w 1;3 Pa.vem ent Age & ears) Classics "11-13 t ,, L•.-'tk.;.t..� A ; sue«• �....f� 1�:. ill CiKs�e 1.3 a I { ";"' t { IMMO .50030 10 12 14 1S 3 x Pavement Age (years) Cumulative Heavy Trucks I 7 4 a I I ; E i I i 1 E E i i I I i r i f t E with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM Pavement Age (years) with version: N/A Created on: 4/27/2015 7:05 AM ‘34- t41 E 2 I E .4 I 4 l 4- iS- I { Classes 8_ -fi. Itorc.: last b.. C� 1 U. `1•'1 Pavement Age (years) All Truck Classes 3 i l 4— •;•n 4 i k i I I i I .{ •1...- I 8 i Ltr L7 C 1 Pavement Age (years) with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM Page 5 of 22 by: by: 211 19 ti:� Y_=_ 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx °K"•..•" Pi+;'Sk, "e x en r2ii•. `am$T "4m"+•a&a' o. `3w R' Ant '/4. o .64+ tit oz,,,oase tug,a 5 Climate Data Sources: S11�.C �' •w••9.w"1,xcordrod rxblaaa—.sa,nt4.. crsr Hata Into erg 40 774EO4 Climate Station Cities: U S, Co U S. Co U S, Co ▪ .o4 an' •t aria'• ords' mows" A4". K • 'R�•M�."d" •c"et•"„"s•be •" ••a ".. •a'S •"aa a Annual statistics 'S+Affi wM"Kai a;+a1`ad9'y"ca'NN f/a .t1 •OWa}7p "/aa7J.<ptaSs1•QrKAaty .•aa•'. .•" + Location (lat Ion elevation(ft)) 40.50000 -105.00000 4871 40.50000 -104.37500 4864 40.00000 -104.37500 4976 ear "$,a. laa.Ina .'a a4 otom a£ K Yr. `+a a 9' Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: Monthly.Climate mate ummar : ,'>�4.'t XX y' * u •"" d... • tz t. P"ai76/•k Z'j@A.y"[ a K. 7 5 - a 1 M amt.; nS .y . na. .. a •" txra Kara""4 .ea"'•off. m ° .a 4 aa•oaart" K .s a .4 4 St. k S 0 C a 4 a 4 :ti A 4 S ▪ rs b a• a G4 C 4 • M s 9 51.43 22.64 301.84 116.52 A• K. •La co — C iti z " . K."V• a+.1C n" '. •" a `to /. t.. .1 .'es.`.esa.sl au sub ".nw - . d. as spa fa:4,A ' ca. K'*".. .. aA ." p. Otad.7+0"a 477? 77/743474.47$470zd 9p ‘7 4arAt WerSara Seltera04C7',�4. n a LL 4. • KA u' R Monthly Rainfall Statistics -1 CI; f 1 1 ..? jA ' il3�t t 2 Water table depth (ft) s_ 113 a cr n 1.68 5.1 . i - 1 '•S•fdim 1 0 b .x. a kti O a O 4.00 . " Ka or" A 4 ".."1" S a .qa K" . • WA' d'. v a • r" • . " 9 ' G" A" <. 00 Arr'a rJ • *oasts v,o egg.. aadprrz*es .. ! icecz . at,Asta„`."c. a Monthly Temperature :Summary t b • S a a U z s 8/1995 8/1997 Date. Monthly P ecipitatio Precipitation 0y 4a t t'.a .. t a a 31 e U rc a44 • at r Date " or h1y Suns a 4. 9 1_l d'•l ;l 1 rl; 1 7 e 8/1989 8/1 99 1 Rol 1 9 9 1 1 1,1999 1 00 1 I Erg' I C p a 4 a Wind Speed 0 E a 4 O. give ts pea r t 42 4' �8 4 fir a 0 ' 4 cN are . a a. 2 AA 3 �< t .F t w a a or 8/2903. 8/2.0132/2005' "eS 4. 3 A 5 rA a atar P a • aS'tar MaHir'J1' Average x' a a afi a. • 7 s- * 9 S ' 4 7 i 25 - tea: a Otas �t4.. in #1 9e I st ,, M 85 Y3 m S a sf fg av M $ as • 'S a a j 8/1989 t 1 1 Date Monthly # Wet Days; MaY;illithill Frost * Wet Days 0/1991 a ea A 64 ta S23 8/1993 at 4 Y. S C. aea 4E a li 2 Ott a ' n • A a a ii B 8/1-995 Date a J It a a:a-.n1: r't'₹ 'e i rci rn 8x`1999 1 et v e: a ifi, it S SI 9 a s $ it a it, S or 'F a a $ at 9 4 _ ; 8/200.1 itkat tr a a C tt a t� a l t ga. atat t -' II: 44 g Q b`! V a' 9a a ._n • a' EY 1 tef 8/200M/2005 a Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx aPs k.4 .-'tf '.- I.f'i yti b, ti 'S. ti a Y 1153) tag! iscus �-T zta rico .. 'rig ,; 4. <'-13°F AIM Wind .711/0 t .n:v/', a rar. ,I'.rl..,...raina.u.... 9.,.._u.� g 4 t t # of HoLift :509f to. 59° F- #3° Fto-4°F 3 :Y`FNDR<!D 4 r i t xarr a3refi vx:'Srar :mwere. E 3 8 2 -4°F toy°F: •f { - itZlIrtArtta 1 PIP II LION I .n_ 5°Fto14°F .,•ire._.............,.._.. vms a.. 551 n.w.. w..r.. w...A�.mx.M W..rr. ri7i�i'..M'l�W.t:.YiN '..:.MxcutJ.nL' M,9•r trot -f IalSaal .1 Lviagzewl 44 M" r a.Js,�iiR"n."�awif�'�`.�ro%�Z'aan_ x._....._.0 4M. -.. • PI lebirl.. P PI.P.P.we _ 14°..F to 2397: rofte 141 1 1 122 • y y Wel )R � :.,..x:s;flat� . S 14 23° F to 32° F .11 4.4 1 1 275 laitfit } -grit a Q- c of Flours 59° F to 689 F # of Hours with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM ems' ft- of Hours ke 68° F to 77° F Y i'M 1 .143 # of Hours Ler N eis # of Hours 121 roar I 11 xrnie. 3,9X .11 47.2 a crt „tea .444 # of Hours 43 Cleaekat IPPIn I PP In CPI • • it # of Flours # of Hours with version: N/A Created on: 4/27/2015 7:05 AM rhr 4,444 # of Hours #.of Hours # Flours 1/404 32°Fto41°F ^11 HZ • 41'° F to 50° F lkyJn i 1 im ral n a 1/471, # of Hours # of Hours with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM Page 7 of 22 by: 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North Oft Embank.dgpx :�wF x K x�row.rrt x a�. t f+�;!t S'<` ...'-n7 " w; ; A:^'YT'R"�,w'.. � .yA; �^•i. A Design Properties • Use Multilayer Rutting Model Using G* based model (not nationally calibrated) Is NCHRP 1-37A LIMA Rutting Model Coefficients Endurance Limit True False True MEI Use Reflective Cracking True Structure - ICM Properties AC surface shortwave absorptivity 0.85 4,1 Layer Name Layer Type Interface Friction Layer 1959-8 1 Flexible PG 64-28 : CDOT SX Mix # FS Flexible (1) 1.00 Layer 1938-1 2 Flexible PG 64-22 : CDOT SX Mix # FS Flexible (1) 1.00 Layer CDOT 3 304 Non -stabilized Class 6 Base : Non -stabilized Base (4) 1.00 Layer 4 Embankment 40 Subgrade : Material Imported at Rvalue = Subgrade (5) 1.00 Layer Subgrade 5 Subgrade A -1-b : Native Subgrade (5) - Reported with version: 2.5,3+6862.30758 on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 8 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx m :!,Wyr,:i . i'..c4 eretoe4-eraw Thermal Contraction Is thermal contraction calculated? True Mix coefficient of thermal contraction (in/in/°F) - Aggregate (in/in/°F) coefficient of thermal contraction 5.0e-006 Voids in Mineral Aggregate (%) 10.7 Indirect Tensile Strength (Input Level: 2) Test Temperature ( °F) Indirect Tensilte Strength (psi) 14.0 519.00 6E-06- ►gasp Compliance (1 /psi) J • Creep 96*ati'aiale.uum' ' - Creep Compliance (1/psi) (Input Level: 1) Loading time (sec) -4 °F 14 °F 32 °F 1 3.61e-007 4.73e-007 7.12e-007 2 4.04e-007 5.74e-007 9.97e-007 5 4.51e-007 7.35e-007 1.52e-006 10 5.11e-007 8.78e-007 1.99e-006 20 5.67e-007 1.04e-006 2.59e-006 50 6.57e-007 1.37e-006 3.75e-006 100 7.68e-007 1.66e-006 4.66e-006 m h anc (i/psi) -••,.---•-- Loading Time (sec) -4 oF i_i Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 9 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx }lxp k --tc, yr tezn Y"^r _rr vrY'-cai i ':""L. -"4? e.: c e ga'a!` HMA Layer 1: Layer1 Flexible CDOT Mix # FS 1959-8 PG 64-28 W 10 000000 _ 1000000-- 100000- 10000- 1000- 100- Shift -log a(T) Log(Yiscosity (cP)) 10- -4 Master Curve HMA Layer 1 -2 -1 0 Iog(Reduced Time(sec)) Shift Curve HMA Layer 1 10 20 30 40 50 60 70 80 Temperature (°F) X 14 !=!F 40 °F d 100 C!F 13O °F if14 °F *40 °F *70 °F 100 ,D,F ® 130 of 90 1OC 110 12C 13C Viscosity Curve HMA Layer 1 ! ! ! 2.7 2.71 2.72 2.73 2.74 Log(Temperature(°R.)) 2.78 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 10 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx 1MN W 10 000000 1000000- 100000- 10000- 1000- 100- Shift -log a(T) Log(Viscosity (cP)) 10- 6 5 4 3 2 -2 - 3 - 4 - 5 10 -6 1 Master Curve H.MA Layer 2 1 I -3 -2 -1 0 Iog(Reduced Time(sec)) Shift Curve HMA Layer 2 • I { ` f{i I I E t t_ . w 4- . 9•••••••••••••,—._ .. 4_._ I i I .. _ .. _ .w.a� .. _ �._ _. __ _ W_._..,.. _... _ . �_ ra . _ W •. ��....._.� _ .. m.... . .__ 1 { i 1 i I ... ... •.••._._.. yew ....,w I I I I 1 1 L f-... _ ..,......-... z1.�. ..._.. 5 t s.. _ — ........._m,.. I f .....�...._.__. ..._.. ...... . ..... . I 100 1 20 30 40 50 60 70 80 Temperature (°F) 90 Viscosity Curve HMA Layer 2 I 1OC 1 110 I 12C 13C 10- 1 i 1 .1 Iw" 1 f e i"� r 'r� ''y i� �' ,,, '� ' a i� og og(�1 isoosity = A0 + VTSo; A0 = 10,800586513201 ' , I VTSo = 3 1620//598 7 2:3' 9;: 5 2,68 I I I I I 2.7 2.71 2,72 2.73 2.74 Log(Temperature(°R)) I 2.75 �._ 217E I 2.77 1 2.78 14 °F 40 CIF 100 CIF *-130 '-IF • 14 °F * 40 °F *70 °F oft CIF with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 11 of 22 III (in/mi) Rut Depth (in) Length (ft/mile) .W O Ian Rut Depth (in) 22C•- 20C - 18C 16C- 14C- 12C- 10C- 80- 60 - 40 _ 7 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx I ! 1 1 +I 3i; a3At,&8i}s9Ai4₹5i +F4imlitAll.RRfflftffa§4 i _..�.I j ' lIF �I.afarB83M 1 n wit Wi, ,NOale. se"Pa �d.grfl?�s�ia aE�1:a� is NM a. : :; l n1.:3t9(L'ty: ::i., E �fM•i�ff�ff��sk&1�'8ff! magot*sf4ikf8Yiilf'ts `ftel 8i1lY@.f''.it''f.*3!i!*b_grai_o -Y•"- ***64i.**•i'Mf'!'R.ew A;arti.Ycdi.@'S i!ti i'ffpia O,1 2019 1- 0.9- O ,8- O .7- O .6 O ,0- O .4- O ,3- O .2- 0,1 0 _ , 2.0 2021 _ m ▪ • foli 4.0 2023 I t 6.0 t 8.0 10.0 12.0 14.0 2025 2027 2029 2031 2033 P avement Age (years/date) I t 1 I Total Rut Depth (Permanent Deformation) C T h -re s-h-4I-d-V-aI Je @,--Specified P eli �ilit; MI 'MS I 1,0 2035 50% Reliability J 10,0 2037 f 20,0 2039 M• . rte 8i tisiti�FtY] c ..ili<i13�8alt;:�':�siHff@@@- �j ��•4k.t39Tsil�kitf#.951�;g4i$k?@tN/t.bii!i5�S+ft3�IF4#•ff3•�i+Elil6!@l4lAr$;�i�lk�i`i��g:'`IY"tl '!@`�t"B'�it 1 949 ..... � Lis asis so as fXeFf�h:3S4*�`�°�'� � E3 409>.�Y s! ?di �,�ar ._ ��F - - 0.1 2019 1800- 1600- 1400- 1200- 1000- 80C- 60C- 40C- 20C - 0 I t 2.0 2021 t 4,0 2023 I t 6.0 2025 I I 0,0 2027 10.0 2029 I 1i0 2031 Pavement Age (years/date) I I 14.0 2033 Thermal Cracking: Total Length vs. Time ligliT."1"1"T lyre. s l ° l'd' 14 a'l ue I � fi 1. -lit bilit rar I 1 X10 2035 I - --:@ 0% Reliability - t - 4 I I 18.0 2037 IF I , f %I+F+44i4WW4 iF33f'4***e twm-wmW*ti&tU4.4iF4*+3'tFaF.ig@•t4-***444fl*-4Ji 1Ft4444-6-**t!t-43t?.4**44-R.*44*i 44-4-r*fl38*4t*W4t*Sw*iii*4**WW4*flflt94W3$#*W*tfliiF tkiFt#i}dr+►*AW6-$::tr7M$?EkPFPk**44,wei f 20,0 2039 0.1 2019 O ,8- 0,7- 0,6- 0,5- 0,4- O ,0 0,2- O ,1 0 _ 2.0 2021 4,0 2023 6.0 2025 I 8.0 2027 10,0 12.0 i 14,0 2029 2031 2033 P avement Age (years/date) AC Only Rut Depth (Permanent Deformation) 's.1.sa.1 @' specifiedl abili AL z i 16.0 2035 18.0 2037 - -- @ 50% Reliability 1 +++.4. *+*ffog 404** r*****few+44I aakilti 3s n'Irsltxs a 11444• ��;iANALIC !l 'I:@3•k>1I iii F�*dk 3.+e:46 of %H Q. t89i114i6. g:{EQ88?dg488855555555 lJ8§ >eis i! isFFfl 'i 3tt -�•di19itP@R3A 9i ifilikfikialeX44orviognowoire,;tiea aZ� + �+ ski alias r.46 NEt Wii i@i. , a i tS *S i 44 p9 Wi i ' f a £ s el fir b ?' a." •. i $3i > p __ ` . s.s la is a 464111 ?k?f -1 20.0 2039 e 0.1 2019 i 2.0 2021 I 1 I I 4.0 6,0 2023 2025 p I I I I I I I 8.0 10,0 12.0 14.0 2027 2029 2031 2033 Pavement Age (years/date) I i 1g80 2035 16,0 2037 20.0 2039 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 12 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx Top -Down Damage (%) Bottom -Up Damage (%) 1- O .9- 0,8- 0.7 - O , 0.5- 0,4- 0.8- 0,2- 00 ,1 0 0.1 2019 0.07- 0,06- 0,05- 0,04 0,08- 0,02 0.01- 0 _ 1 AC Top -Down Damage SUt face , Dept -i—,5trl a,.._ ••••• �.._�.. • AA* 1.2.16.004 *sit+: R�s�i>a'a�� Y!] Y i '7R e�8 if't'§'.'�' ?.t'F • s_ �F'+1 i f t 41 t C ; Yf1�f _S » a .�#,i f. Ua x _. M... Rr?rii:'�UQ£±E�: S:. #b 0.t ar.,Uxaia_s,ie4n.9 2.0 2021 4 4.0 2023 I 6.0 2025 8.0 10.0 12.0 14.0 2027 2029 2031 2033 Pavement Age (years/date) AC Bottom -Up Damage .....�.�...-.......+..- .... 0.1 2.0 4.0 6.0 2019 2021 2023 2025 CIa OMB 3500- sims 8000- 2500- 2000•- ro U 1500- c 1000- O 5OiC- O 0 0.1 2018 Bottom -Up Cracking (%) 30- 25- 20- 1 5- 10- 5- 18,0 2035 8.0 10.0 12.0 2027 2029 2031 Pavement Age (years/date) AC Top -Down Cracking (Longitudinal) -6 .'a a-CMrick RP L 18.0 2037 1 20.0 2039 14.0 18,0 18.0 20.0 2033 2035 2037 2039 in) 0: Speci f_ L e Ilaal 2.0 4.0 6.0 8.0 10.0 12,0 14.0 16.0 18.0 20.0 2021 2023 2025 2027 2029 2031 2033 2035 2037 2039 Pavement Age (years/date) AC Bottom -Up Cracking (Alligator) �i �. • , ._. ., r S i1 i48!844444iy904888448451r64484&S 1B84800W 000044948898Rd4dti4*'***"WRM041:4***':*'�'i kritetabili I Tatra ,_..... T PCdt#rx ***+ 444+44.4d$£4Ra4a84+040I33F'e}r56�IFif988A9Bl14F' YYn“1"4+FtF$+lff`t"*##.46'+ 0.1 2019 2.0 2021 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM I 4.0 6.0 8,0 10.0 12.0 14.0 16.0 18.0 20.0 2023 2025 2027 2029 2031 2033 2035 2037 2039 Pavement Age (years/date) with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM Page 13 of 22 by: by: 21185119 WCR 39 Extension North 4ft Embank 0.3 0.25 0.2ens Col 20110 0.1, 0.0 0 U File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx s*d Asa+ - 3 B- A s ;: e Rutting (Permanent Deformation) at 50% Reliability who .4t. it 41,kq.R 002. 2122..2a 0 200 • Total X Subtotal AC 'jhtotaj Suhgraide A Subtotal Base i jiC :i1 t'* lid** it EIH 194 fi94 4:s r��ib otRRi ag g 4'4** s ` ks Vii}-nr4 pr**414 ij ifs*.3ll0 #140#4 fi. 1 I jl( a,+-af Ai # *sit I f ARE t&* 40 4 -ice +e.r e 9�4 am 132" 13txs ._y a nrr', 4VP'tS r —sear 3Taataittp+ £ .fie'" isp. s'", ii<cw�t=y 4 ma * i ii5[ ANN gAgA in9gionms ?cl AMA AM I I I I I I I I I I I rog + t d& I • tl 5D.S 144!9 I 0.1 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 2019 2021 2023 2025 2027 2029 2031 2033 2035 2037 2039 Pavement Age (years/date) with version: 2.5.3+6862.30758 Reported on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.53+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 14 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx wiratsegaital $50000Q- 3000000- 2.5 00000 fl „E. 1 2, 0 00000- 'Si aci 1500000- r 1000000- 500000 0 0,1 2019 1200000- ; 10 00000 - a a 0 400000- r Modulus (psi) 800000- 600000- 200000 o '1 0.1 2019 12500- 12000- 1 1500- 1 1000- 10500- 1 0 000- 9500 9000- 8500 _ h_ ff 2 f 0 2021 2,0 2021 n es 4,0 202n Asphalt Mid -Quintile u47la r-...Mo ulus 0:5 i .A(41()h jt2(4) =1 ti E 6.0 :2025 8,0 2027 10,0 2029 1 i0 20;31 Pavement ment Age (years/date) Granular Brse Sub -layer Modulus C' i 14.0 20:33 1 t 16,0 200.5. ® GB3(r)— 1 s< ihi=mow:_ �.. eft .,rc+:.,.'az .p. e:.~ .,ct llae;0 .sr..z 4.0 6.0 8.0 2023 2025 2027 10.0 2029 12.0 2031 Pavement Age (years/date) a 14.0 16.0 2033 2035 Non -Stabilized Subyrade Sub -layer Modulus I: is 24- in .. P -s 5`1.-14 .., 244-1--- in N G5(12) K..._ -24,-1 in • I 4 18.0 2037 18.0 2037 774-G-50-4-0 4i.=2451!& 20,0 2039 in ram>� zu+S a so�' 3 im3 0.1 2019 2.0 2021 • 4.0 2023 $ 6.0 2025 1 I 1 8.0 2027 10,0 1 2,0 2029 2031 Pavement Age (years/date) I 14,0 2033 16,0 2035 e 18.0 2037 A 20,0 2039 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 15 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx Layer Information Layer 1 Flexible : CDOT Mix # FS 1959-8 PG 64-28 SX Asphalt Thickness (in) 2.0 Unit weight (pcf) 145.0 Poisson's ratio Is Calculated? True Ratio - Parameter A -1.63 Parameter B 3.84E-06 ra. ' .:°`'"arc n/ i t.•*.rc xt ;lt9ie sFrr, t: ! svArpr n **-",:‘•elfleit.,t9t!.??,1-Pctirittrr',•ttrilert,!!IFItIllitrfAVVIgirjri -14 Asphalt Dynamic Modulus (Input Level: 1) T ( °F) 0.5 Hz 1 Hz 10 Hz 25 Hz 14 1687360 2134249 2493389 2608869 40 697463 1127680 1612900 1802220 70 173403 334774 616373 765125 100 54259 93163 175106 227742 130 27890 38645 60413 74657 Asphalt Binder Temperature (°F) Binder Gstar (Pa) Phase angle (deg) 147.2 3051 81.6 158 1495 83.1 168.8 772 85 General Info y,� aye '. 1/0,* !br" '8$d.•zMvi�w.FaDa��_�sa)exzeai•�p •:�-;-,�„ Name Value Reference temperature (°F) 70 Effective binder content (%) 10.7 Air voids (°/0) 5.7 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/Ib-°F) 0.23 Field Value Display name/identifier CDOT Mix # FS 1959-8 PG 64-28 Description of object CDOT SX Mix # FS 1959-8 PG 64-28 Author K. Jackson Date Created 10/7/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 16 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx L. er 2 Flexi le C T iii 1938x1 G'64w22` Asphalt Thickness (in) 3.0 Unit weight (pcf) 145.0 Poisson's ratio Is Calculated? False Ratio 0.35 Parameter A ECM Parameter B Mai sphalt Dynamic Modulus (Input Level: 1 <st.6w.. ,Q;ZLial4 ...., .: zIt',/ioi.. .. .S.,:st.fisWas—St✓r.//$5(+n,°aa.i, 4';‘,/t>".O T ( °F) 0.5 Hz 1 Hz 10 Hz 25 Hz 14 2333549 2642179 2861449 2927779 40 1309490 1791270 2219829 2365949 70 379514 695090 1127310 1318450 100 87238 174824 349546 452545 130 29326 49265 92795 122034 sph Temperature (°F) Binder Gstar (Pa) Phase angle (deg) 147.2 1857 81.6 158 889 83.1 168.8 451 85 Name Value Reference temperature (°F) 70 Effective binder content (%) 10.9 Air voids (%) 5.1 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/lb-°F) 0.23 entifiers lastsigUrave Field Value Display name/identifier a CDOT Mix # FS 1938-1 PG 64-22 Description of object a CDOT SX Mix # FS 1938-1 PG 64-22 Author K. Jackson Date Created 10/12/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 Spec reqmt PG 64-22 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 17 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North Oft Embank.dgpx {-N---..r.r.rx .. �r�.� ay.wgt•.�.gy.we.�v�r . a�cw c�.y:,� �. f'.�R., �'+.;a�....�a+ni.+ .. x...o� �`te �,'Scvrc�:.lr'; a}Ts�++.re??:w�--� ��X_ Sv-n• '� irsla Layer 3 Non -stabilized Base : CDOT 304 Class 6 �r� �� jJ - ��cl`` �4tY - .-.._ "a,�k uF {..'.Yhi�Ln,.x,:'� �+S.n.� Unbound Layer thickness (in) 6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input Level: 2 Analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 25000.0 Use Correction factor for NDT modulus? - NDT Correction Factor: - Identifiers Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Defined? Is User Value Maximum dry unit weight (pcf) False 127.7 Saturated (ft/hr) hydraulic conductivity False 1.432e-02 i Specific gravity of solids False 2.7 Water Content (%) False 7.4 User (SWCC) -defined Soil Water Characteristic Curve Is User Defined? False of 5.4942 bf 2.0616 cif 0.7128 hr 116.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 40.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 18 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North Oft Embank.dgpx nr f1 i:V,;tg O Ar'luxy w�.bxxc- 9I" sr. 'ea. a .x:Y sNII s �';: i!'5 a';'., $°'�i {>.,fY ,gyp( �<en . us�sraS per.. b kment teri l at-RValUet Unbound Layer thickness (in) 48.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Input Level: 3 Analysis Type: Method: Annual representative values Resilient Modulus (psi) Resilient Modulus (psi) 9494.0 Use Correction factor for NDT modulus? NDT Correction Factor: Field Value Display name/identifier Imported Embankment Material at Description of object Imported Rvalue = Embankment 40 Material at Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 -iv $¢ a� e &sear aH Liquid Limit 21.0 Plasticity Index 5.0 Is layer compacted? True Is Defined? User Value Maximum dry unit weight (pcf) True 120 Saturated (ft/hr) hydraulic conductivity False 6.511e-0 6 Specific gravity of solids False 2.7 Water Content (%) True 16 User -defined Soil Water Characteristic Curve (SWCC) Is User Defined? False of 68.8377 bf 0.9983 cf hr •0..4757 500.0000 Sieve Size % Passing 0.001 mm 0.002mm 0.020mm #200 60.6 #100 #80 73.9 #60 #50 #40 82.7 #30 #20 #16 #10 89.9 #8 #4 93.0 3/8 -in. 95.6 1/2 -in. 96.7 3/4 -in. 98.0 1 -in. 98.7 1 1/2 -in. 99.4 2 -in. 99.6 2 1/2 -in. 3 -in. 3 1/2 -in. 99.8 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 19 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North Oft Embank.dgpx Layer 5 Subgrade : Native Subgrade A -I -b Unbound Layer thickness (in) Semi -infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input Level: 3) Anal y sis T yp e: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 16500.0 Use Correction factor for NDT modulus? - NDT Correction Factor: - Identifiers Field Value Display name/identifier Native Subgrade A -1-b Description of object Material Boring Tested B-6 @ 4-5.5 from Terracon Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) . To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 AASHTOW- Liquid Limit 0.0 Plasticity Index 0.0 Is layer compacted? False Is Defined? User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 3.103e-02 Specific gravity of solids False 27 Water Content (%) True 11.6 User -defined (SWCC) Soil Water Characteristic Curve Is User Defined? False of 2.5152 bf 3.0271 cf 0.9565 hr 100.0000 Sieve Size % Passing 0.001 mm 0.002mm 0.020mm #200 3.0 #100 6.0 #80 #60 13.0 #50 #40 25.0 #30 #20 46.0 #16 #10 65.0 #8 #4 84.0 3/8 -in. 92.0 1/2 -in. 96.0 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM by: Approved with version: 2.5.3+6862.30758 on: 4/27/2015 7:05 AM by: Page 20 of 22 211851 WCR 39 Extension North 4fit Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 4ft Embank.dgpx AC Fatigue r 1 C �kzigiez - hafts k1: 0.007566 k2: 3.9492 _ :: * �; .x.00432 } ilci El_k3: r = 10m _ `` m— 4.54( —0.69 bra 1.281 Bf1: 130.3674 Bf2:1 '•.Q+ v b Bf3: 1.217799 AC Rutting (using Multilayer Calibration) re k I- ?firs — .'' �anticzt' F.d _. n iwz (flat- — c-, :+: Er res1. 2. P, It Strain( 1 y _ A _ 1.= ' L. c C1 —1� + 2.4868 17.34 _ 4: * ^}y .1 a2; �a a y er temperature( L7.7 00172 1/331 : 4-27.428 number xo '�' load repetitions HI f (.b „ ,pg .tee 7J� �S.�� 1 .. a WI) a : N ^� Hc. total C t 1 dal l e' (i . LC'bi' d` !7. LF .ra AC Rutting Standard Deviation 0.1414*Pow(RUT,0.25)+0.001 AC Layer 1 K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 AC Layer 2 K1:a3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 Thermal Fracture .p. r � � 4 y.� ,r• [y .� ed :T41.�. „r�. 7c. v �' ��' '. observed" ,rp.!p�y amount 1 ti 8 10 C J/' = ai't�� l.:K.ta'•fa �t��' .h ermt3' l c i . ck ing 4 .t/ 5OO t t) g an a N (L� da 1 ,4, standard :tr de ^. (.k = 4 aL₹.•LA;rd tr bs.t W -of s og o/' the dp th of crack_* i the p „yae 1 . is C — crack dept. i:n) bar - 1 = Ilu k. - s:s of asphalt layer(in) .4 .6-1,-- *u Change' to r L efr cr L - c 3g: F ;: { G o a cuul.•zs t j c La 'vs- ..+a' -:Pc y' R ��, � B ,�+�} .+�. ty..e. ,a; �y.. �.. +ra .arb: -,- ,a, v1 a coca S .�.. ,.yq ;cle- ,.� y .= E rt �T an :ri'n the s ii rf7�a� s 'nt9n3: ,. ;jr' a ct or:.due .e" coca`r6.•S �? �a: _; . le factor f I 1 j'�, L 1-0 5 ru �r� ,g�+ � , �a.{� Ica. �� rt° asphalt -4` 11 * Urn '6!i �I A,. n = R .rL�B:-E.•-Cs ure p rame Lsrs .i.a"r .Rt. i e a �: p h ld; It minare { t (� —1 = mixturestiffness ' .a = Undamaged :aura tens ite strength Pr = .Caltbratton paramgter Level 1 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 K: 0.5 Level 2 Standard Deviation: 0.2841 * THERMAL + 55.462 i o„ad I evil 3 Standard neviAtinoina3972 * THERMAL ± CSM Fatigue14 T Cif �jc� j F igg.. •45" a{"� r�Y = number r repetitions fatguecr '' '° a'"�sY 'tin^ a'2t9ba'.Pi�.si :�+A � �.P. �`!:. yam'{ l.J .i - 9 ,F _ .. 'a� }�'..'�i q Y' _r 'I AY a'tJ �� f>711' .'S r�j �c� Tensile stress re1�<» G� t � 7R �. Y;#'fx 01.' 10�3t�d .Ca !L� 'O, L aL�m.k" �.4` ` `4e ac d � P 05 �f „,e" r e r a< $ '+ `, 2a ' •I 1/21 bo- S ei „y y a: . y. .� 3 r j� it»Cq,�*' "' � Z '` ri`v�. 'gniQ'Kiih 'aq .a cc�t i'`'� s"A �"�k�''y'' �'. '� t `„4.,RP „, r _.1t �TiAY0 1 a '" 3�'.Y FC .#, ... kl: 0.972 k2: 0.0825 Bc1: 1 Bc2:1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 21 of 22 21185119 WCR 39 Extension North 4ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North Oft Embank.dgpx Unbound Layer Rutting = def ormation fo•r, the layer ,2 permanent ~• e ; N }• repetition s r(;0) '�. d �4 L4• S 1 G J V __i _ � = � ; '� c = average e veritcal st•r a in�j' in) . f �� 1 ; , so, fi, = material p properties Sr _ resilient strati-rani/in) Base Rutting Subgrade Rutting k1: 2.03 Bs1: 0.22 k1: 2.03 Bs1: 0.37 Standard 0.0104*Pow(BASERUT,0.67)+0.001 Deviation (BASERUT) Standard 0.0663*Pow(SUBRUT,0.5)+0.001 Deviation (BASERUT) AC Cracking AC Top Down Cracking 1AC Bottom Up Cracking _ 6000 '':1 •, li' — L •I a ♦ l jE, r r..� :t: l a ,p it ti L �� i�j �T .56 - r1 t '�6 ,�''+' li L La �:•a 1� _ —2.40874 9.748 1� .�c, r gtod'•. d ,i, a i 'i.^'' = _ + ac i 1 1..r''•+ y i �u rI .L c1: 7 Ic2: 3.5 c3: 0 fr4: 1000 c1: 0.021 Ic2: 2.35 c3: 6000 Top down AC Cracking Standard Deviation Bottom up AC Cracking Standard Deviation 3 II . • t" .e u:: 4 200 + 23001(1 +exp(1.072-2.1654*LOG 10(TOP+0.0001))) 1+151(1 +exp(-3.1472-4.1349*LOG 10(BOTTOM+0.0001))) CSM Cracking IRI Flexible Pavements FC:tb C12 + Cl - � � - Rutting Fatigue �_��' C3 C4 - Transverse - Site Crack `, Factors - G � C�- CYO �1O,;� l�7i.'�i't�C',J 'Crack C1: 0 C2: 75 O3: 2 C4: 2 Cl: 50 C2: 0.55 C3: 0.0111 C4: 0.02 CSM Standard Deviation CTB*1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 2:21 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 22 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Design Life: 20 years Design Type: FLEXIBLE Base construction: Pavement construction: Traffic opening: Layer type Material Type Thickness (in) Flexible CDOT PG 64-28 Mix # SX FS 1959-8 2.0 Flexible CDOT PG 64-22 Mix # SX FS 1938-1 3.0 NonStabilized CDOT 304 Class 6 6.0 Subgrade Imported Material at Embankment Rvalue = 40 84.0 Subgrade Native Subgrade A -1-b Semi -infinite ,;.4, y mv j'st{ 4i$+fi n"/al.F ovT �Y>'Gsw ss�. 'i lV arc,7"70ara. £+ nF xlna ryA'R)dr�zrf4i;IEi O�'' ES°f` p« Distress Prediction Summary. Terminal IRI (in/mile) Permanent deformation - total pavement (in) AC bottom -up fatigue cracking (% lane area) AC thermal cracking (ft/mile) AC top -down fatigue cracking (ft/mile) Permanent deformation - AC only (in) September, 2019 November, 2019 December, 2019 Climate Data 40.5, -105 Sources (Lat/Lon) 40.5, -104.375 40, -104.375 40, -105 Volumetric at Construction: Effective content r/o) binder 10.7 Air voids (%) 5.7 Target Predicted 200.00 0.80 25.00 1500.00 3000.00 0.65 154.39 0.34 3.76 84.44 898.71 0.22 90.00 90.00 90.00 90.00 90.00 90.00 Age (year) Heavy (cumulative) Trucks 2019 (initial) 25 2029 (10 years) 60,122 2039 (20 years) 133,757 99.68 100.00 100.00 100.00 100.00 100.00 Pass Pass Pass Pass Pass Pass Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 1 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx IRI �=M 200 1ime� 4 - r _ r _ �_. _ } r i �" I _...._ i 5 4.40 i,, ___ �� __ _ _ _. _-- E--, 120 ; _ , _. .; i_- ..7 � w 11 ,00� 100, ./..... i -E 140 - ., _. .� a,,. ..�......,.�:s_' ,�.�80 _ InitiI7-R;;;;11:6kriAlowiraimnaciii+itato �.,�.. Total Rut Depth (Permanent Deformation) 40 3-0 Lc: 20 I-" a LE 0 2 12 l•1 Paven-ient Age (years) AC Bottom -Up Cracking (Alligator) 18 si — 4--- ,_ I 7 Y sins n s w h n a aa.ai # a.aa:a,M:fil :nai• '#la tkmga i*+pa'a k'n.a a.,my""nwetas x. w a. a ��I.a4 Pavement Age (years) 10 12 14 r, , 18 i:s 1 0.9 U.S � 0. • 0.5 4-1 0.4 0..3 0.2 0.1 0 11 1600 — 1.4 - woo "t - t t _•, 043 _ ��. �3eofei'?��4rsk�Y+tr.era,s:.Ai..a..a•a_r4:a.xa'� ri1I 'a'9 •��a*ils riS ��}��f ra jai. ¢ 0 2 't y 1.:. r.2 11 Pavement Age (years) Thermal Cracking:Total Length v5.Time 1 S -r . .._., $ .. _ I___...... _ _ r..,_,_ __ _ _o L, t ••••Ves• ..a....4 200 L", --r--- ---}� f 99tlit*68***T$iRf<ke#fEk iiiiii***9t.4i1:N#r'R f?8 3SRif8Olt 644#r* BfOUfl F%IR*if i! 4 s J 0 2 -1 1 12 Pavement Age (years) a a— s tilled Reliability.� .. 50% Reli ability with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:03 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 2 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Graphical Repr tk =n of Traffic Inputs Initial two-way AADTT: Number of lanes in design direction: Cf- AAD [T Distr-ihutior 11/2., 1.I 1:2 t:' Dec Nov ct Sep Aug Jul Jun Ma apr M'1 a r Feb Jan 25 Percent of trucks in design direction (%): 1 Percent of trucks in design lane (%): Operational speed (mph) AADTT -Ms-haiku-lion by Vehicle Class . i ¢ (k t Vehicle Class Growth Factor by Vehicle Class Class 4 Vehicle Class Class. 5 Class 6 Class 8 Class 9 Class 10 0.2% "1.5 Truck Dkstrihut on by Hour This c t art €' , 60.0 100.0 25.0 u M 1�yd" .am 'and .S . { Axles per _ i ruck by Vehicle Class fp_ Traffic Volume Monthly Adjustment Factors Class 7 `4 S jai Kt 0. t ,- 0000 0O •i- - OOO-4-4-i- OQ•"C• -a-'. 'o--t-a='1.,7;06-i-f- 6c;t 6-4--� . 'r.4 A4 6 Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Class 11. eat .. �M��...rvr..v...... i Vehicle Class 1 i; i 1 Class 12 rrn At - 12 1.:. Class 13 ria - A 1 ., s''i tb Itt a :44 T s;,t G"; t »-} -'j _ 6 6 6 6 -4 - ( 0'66 -.r - Adje Factor Adj. Factor Adj. Factor Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM With version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 3 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Tabular Representation of Traffic Inputs sutaiin 4 mgtrazm ar we .'i-i�iu"�b.E%i.'! i' v'' .. ... i .....: .' ..,:,.. ".. .. ,• • .�-::'.'i1et�tiE[' <}�il�'M it n> (asZ} .'' SIS°- i 1:ai atizpret sa"Lovnlra4S.s lts. ezpoo,0 Volume IVlontht r Ad ustrnnnt, Factors "° rz, --1,3 .Frt-ARPrgettari .z..c>;Z2. rf'arvfry A"^..'b w"ff^i7d}1: ''ap= 8' Ja4Sfi:f' .4ti 'ris e^"'f?. 51 Level 3: Dbfault MAF • P zaaroamoracraw-a y'^ .nSW.YrranEO sstrn... . rr "�LeSgreatra;-a"'xl.%l irsta•o Month Vehicle Class 4 5 6 8 9 I 10 11 12 13 January 0.9 0.8 0.8 0.7 0.8 1 0.9 0.9 0.9 1 0.9 0.9 February 0.9 0.8 0.8 0.8 0.9 I 0.9 0.9 1 0.9 1.0 0.8 March 1 1.0 0.9 0.8 1.1 1.0 1.0 1.0 1.0 1 0.9 0.9 April 1.0 1.0 0.9 1.0 1.0 1.0 . 1.1 1 1.0 1.0 1.1 May 1.1 1.1 1.0 1.3 1.1 1.0 1.1 1.1 1.1 1.0 June 1.1 1.1 1.2 1.1 ,1 1.1 1.0 1.1 1.0 F 1.1 1.0 July 1.1 1.2 1.5 1.3 al l 1.2 1.0 1.1 1.1 1.1 1.3 August 1.1 1 1.2 1.3 a�,.,,...,....>�....a...a..�,a..a,.�...��x,a.,...,.�. 1.0 1.1 .a..�.......a„�.�a.�...a.. 1.0 3 ..�.,�..,..,�..,..� 1.1 a 1.1 ,��....,...��..�..�..,�.�. 1.1 l 1.0 A... September� .j 9 1. 1.1 1.1 1.1 1.0 1.1 1.0 1.1 1.1 1.0 1.1 ....»••w.mw..n•w.owowmrcm October 1.0 sum iwxux e.rrxr awex.mrxv..w.xe 1.0 1.0 Mnm w«w...«x .n 1 .e.n+xa..vrvw..teomvwa 0 rwvwn:,uwm z.,.x 1.0 vw.r+ ..u...exrx..u.unw,....n �a 1.0 1 �:. .-... 1.0 .fl4Kct xnaw VJ $%S4:. L mwV4t +%flS 0ta>xwn»,mewvx+.»waa+.l 1.0 � m.ernwaa.o.axr.»uaw.r..e«an.....s.waa.w,..wl(..*...ry 0.9 1.1 , _ l _ 7 . _. November 0.9 0.9 0.9 0.9 0.9 1.0 1.0 1.0 1.0 f 1.0� December 0.9 F 0.8 0.8 0.8 0.8 1 0.9 i 0.8 0.9 1 0.9 0.9 1 Distributions by Vehicle Class DV 0 pa ,cgr '.3 watt'' a• •Pl'L a c b'i^j a.4 :Tina° ai'.}t7s 1CI:nr,: :7,YJ W.}✓i..:: ?taw '{ t--. ursav==sNV-iw•Yd • O•..a• ea. -••0 0 Vehicle Class Class 4 Class 5 Class 6 Class 7 AADTT Distribution (%) (Level 3) 5.1% 32.3% 18% 0.3% Class 8 4.9% Class 9 Class 11 36.8% 0.7% Class 12 0.5% Class 13 0.2% Growth Factor Rate (%) 2.048% 2.048% 2.048% Function Compound„ Comoound Compound 2.048% Compound 2.048% ₹ Compound 2.048% 2.048% 2.048% 2.048% 2.048% Compound Compound Compound Compound Compound !Axle Confi ,u ration: tralL P:.r^'E , 1_:2 ,nct 4tio "rstatotscocia A2C! t Y -w.....::..+... s?s39ss',s!✓ 4'es arcane .tio`firC�.p:."dsY'¢'.m.osnt Fs.ftve•J.Q.rC�'e:t' ^'..•liS iNct6$ hest .i'^..' ta-res.ita',` .Y'3'.+{F7.' mlez..CS�.'¢?YyU"de air" 5 eN'lawVA3.a .4601M ea4..7 r) tO Traffic Wander Mean wheel location (in) 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing Tandem spacing axle (in) 51.6 Tridem spacing axle (in) 49.2 Quad (in) axle spacing 49 �l a Truck Distribution by Hour does not apply P4.0 -P .-,x qY a e2 . 'ICI p agn'n,.-,tn.s+ tit CJ i•=.f'S Axle Configuration Average axle width (ft) 8.5 Dual tire spacing (in) 12.0 Tire pressure (psi) 120.0 Wheelbase does not apply i • �r o Arcles neri Truck ruck Vehicle Class Single Axle Class 4 1.53 Tandem Axle 0.45 Class 5 2.02 0.16 Class 6-3 1.12 0.93 Class 7 Class 8 1.19 2.41 Class 9 1.16 Class 10 1.05 Class 11 0.07 0.56 1.01 4.35 N Class 12 13.15 Class 13 2.77 0.13 1.22 1A Tridem Axle 0 0.02 0 Quad Axle 0 0 0 0.45 0.02 0.93 0 0.09 1.88 0.01 0 0.02 0 0 0.51 0.04 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM With version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 4 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\2 1185119 WCR 39 Extension North 7ft Embank.dgpx * Traffic cap is not enforced F Heavy Trucks(cumulative) 1 0 9 7 .5 S 3 1 OO '2.5 . ir.! a2. 0.1 0.05 Classes 4-7 ka 0 12, Pavement Age (years) Classes 11-13 C s,11 X Class 1.2 M Ciehlys12 F.Fivax':3.sz5#'ti'•c: �.?s=--` vs'k':+innd,YSr..ia�:-r.e32i 'Ls�v"2ti�'"5a 1.604 _ 140D00 - oftyowk 80000 600=1.)0 7 lat.i' .2CODO 16 20 z: 1 r= 12 11 Pavement Age (years) Cumulative Heavy Trucks Pavement Age (years) 1.0 12 11 16 iB .20 .11 7 sr 7 rt taffot 2444 tttttt�� 4443 3 7.1 L. ?ia WVY 0 Ilsi 1CI - 3 Classes 8-10 a of tifdl 9. 10 12 1.4 1.8 1 Pavement Age (years) Ali Truck Classes 6 . 1 ":<`: 12. 11 Pavement Aqe (years) with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:03 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 5 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx oldwaatatitinamatalkWat - Climate Inputs Climate Station Cities: JS, CO us, CO US: CO Location (lat Ion elevation(M) 40.50000 -105.00000 4671 40.50000 -104.37500 4864 40,00000 -104.37500 49.70 Annual Statistics: Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: Monthly Climate summary } is, i a • r.�jels, 4.4ZA.a�£.kti 51.43 (2,x.64 301.84 t 1 : x.57 a) a) ett r-' - _. — ,— (0 U — Water table depth (ft) 0�,t'•�%n' '1"� "fxt��ksti�'''K'�y'l'�•,:`�"i G'il -• 4-5 tire • Rimr�"•�'�.ie+?4w. l.•r.. 3 •i•IL i14 3 `2�SAVS"j'j.1 Q qi etj, n �:•`- ,rj�ly.•a ,5cc15 r“ -.y... Hir, tr9:� F 3�,i r a_.4ir�rryt yam_ ]"! �FyG 2 Monthly Rainfall Statistics 1•' 1. - -- - rti..,l.--mss C a C +}1.sE a` i iS L. Y`y... �.1 u, 1.6)) (I) O z a) U d •t.1 Teri per atur e Ian O �. — 60 c -S L 1 - i u is 8/1989 8/2001 8/2003 8/20m/2005 fr . 9/1985 8/1987 8/1989 8/1991 ! t f VF a L i u fjl • •r; .4 F f = • b x cai Y • 0. a IR • Ifa 1 •K, 1 1 4 jj f arm. _ A •� ••..fY~i0 4ia u h�.gc-y Q u .�. , r__altrj Monthly Temperature Summary I i I ▪ b9 Cs ! ft {" • 3 E { p Y 'f: L f v . +y a 1 vt .• • .I! .ar ft • f� ! �;a a . * 3 � ie 7?� 3 tea w cn iy s a ••v, 4. - -• -a— _- -� J' fir i 4 p ! G •a • E ! .. .- cr. 8/1993 8/1995 8/1997 8/1999 8/2001 Date Monthly Precipitation, Wind Speed ad. I -T -614--+ ea i. Precipitation r__• _� _ k wi {{ 1 f � i I I 1 i� -;.e; �L.(.tiiZ•l•I+.f..�rii�iM s! 1a ! _ , R 1' . 1': 9. a .. _ A :• • 9/1985 8/1987 E ! 0 • • 1 { i 1 •R as f .• d tl b a ,.. 1. .e jj4. al 9 #. __- -.. G ate Monthly Sunshine - 1 I I I • i e • es y i 1 Date Monthly # Wet Days, Maximum Frost Wet Days i "I nn D'�;t � ran rr FrII•'rt 4 M * 0 I. 8/19.91 8/1993 8/1995 8/1997 8/1999 Date .jam_ Ij1 .J j, i i-f S 1_] I n 8/2003 8/2 0OM/7'2005: l 1 eir 6 4 t • ,e i Average act fej with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:03 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 22 re: Zb IsIrsr fia .144 tet 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx -13° F to -4° F .404 • • I •1 1 1 .-.;4.4'`r .nerd..,.. I S { a - 1 ra.41 LS� r —_ ! aver garwk%+I. w wax 55AY%A![%t1'IXAY:. O141IStIta f i # S ex -_:Jtwo+i%6wr roxreeaiantroaarre,umme^ arms d:teS tar YM- e C Ni I 444 5° F to 14° F 1S %J,m::c:,.:, f 4 1 w 1• a^A�•1:654ir%eii3O,:w{ 4.1 • I i . —4 4444 I I 14° F to 23° F I I 1r"° I ......ate —di.. .,,tt tz'Y' 7 I f 1 l 4041 444.• 4014 14444 4474 122 • Nil° A. Ae a wrN V. rJI {Nxtw 411S :rJr•rii 40444• 93 r � 3 arwr cr I ! a 0 0. of Hours: # of Hours 50° F to X59° F C # of Hours I 59° .F to 68° F - •', I"' �., :yob al St 1 /1.4 #of Hours a # of Hours 68° F to 77° F `a asac rrt: C a of Hours 77° F to 86° F xt CS 121 1 51 *of Hours: *of Hours I 13 u soy I. 7 L. Y' 2 5 10 24 5 2751 .3 .311 3 119 ,72 336 13.79 • of Hours # of Hours .86°Fto95°F 2 tit ".• -eataxpetetatai 43 CE sot Lot 1,5 wont rare Ititt *of Hours # of Hours, el 7 235 *of Hours .* of Hours 1 171 14,5 707 1172 4 044 144 91 170 .74 tifx 1.518 0 # of Hours. *of Hours with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:03 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 7 of 22 2118511^ WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx tHMA Design Properties' Use Multilayer Rutting Model Using G* based model (not nationally calibrated) Is NCHRP 1-37A HMA Rutting Model Coefficients Endurance Limit Use Reflective Cracking True False True True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Layer Name Layer Type Interface Friction Layer 1 1959-8 Flexible PG 64-28 : CDOT SX Mix # FS Flexible (1) 1.00 Layer 1938-1 2 Flexible PG 64-22 : CDOT SX Mix # FS Flexible (1) 1.00 Layer CDOT 3 304 Non -stabilized Class 6 Base : Non -stabilized Base (4) 1.00 Layer Embankment 40 4 Subgrade Material : Imported at Rvalue = Subgrade (5) 1.00 Layer Subgrade 5 Subgrade A -1-b : Native Subgrade (5) - Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM With version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 8 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Thermal Cracking Set ea�i t'.S9a. r r -awsivar' Thermal Contraction Is thermal contraction calculated? True - Mix coefficient of thermal contraction (in/in/°F) Aggregate (in/in/°F; coefficient of thermal contraction 5.0e-006 Voids in Mineral Aggregate (%) 10.7 Indirect Tensile Strength (Input Level: 2) Test Temperature ( °F) Indirect Tensilte Strength (psi) 14.0 519.00 Creep Compliance (1/psi) r 6E-06 5E -06- 4E -06- 3E -06- 2E-06 1E-06- 0 i Creep Compliance (1/psi) (Input Level: 1) Loading time (sec) -4 °F 14 °F 32 °F 1 3.61e-007 4.73e-007 7.12e-007 2 4.04e-007 5.74e-007 9.97e-007 5 4.51e-007 7.35e-007 1.52e-006 10 5.11e-007 8.78e-007 1.99e-006 20 5.67e-007 1.04e-006 2.59e-006 50 6.57e-007 1.37e-006 3.75e-006 100 7.68e-007 1.66e-006 4.66e-006 Creep Compliance (lips 10 2 0 i 1 40 50 60 male 1 Loading Tire ie (sec) I _. _. ._ ._ • 1OC -4 °F ._.' nc Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 9 of 22 f W 10 000000 10 00000 10 0000 10 000 10 00 Shift -log a(T) Log(Viscosity (cP)) 100 10 4 3 2 1 0 1 - 2 - 3 -4 100 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Master Curve HMA Laver 1 1 � � I ! _ _ --- i l I 1 I I 1 I -5 -4 -3 -2 -1 0 Iog(Reduced Time(sec)) Shift Curve HMA Layer 1 3 -nmu_ 7 _ 4- I I 1 -1- • • • • l I 1 • 10 20 30 40 50 60 70 80 Temperature (°F) 10- 1 2,I7E 1 2.69 90 Viscosity Curve HI MA Layer 1 1 0 C 110 I 12C Iog(Iog( i_,cosity)1 = A0 + VTSo; A0 = 10.1083605101943) VTSo = -3.36560232636021 I I I 1 I 2.7 2.71 2.72 2.73 2.74 Log(Temperature(°R)) 2.75 2.77 X 14 cf. ® 40 °F • 100 OF ipir °F + 14 °F • 40 °F 70 °F • 100 of ■ 130 OF 13C 2,78 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 10 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx 10 000000 _ 1000000- 100000- 10000- 1000- 100- Shit -log a(T) Log(Viscosity (cP)) 1 0 Master Curve HMA Layer r-- -6 6 _ 5 4- 3- 2- 0 - 3- - 4- - 5 _ I .w Intha -2 -1 0 Iog(Reduced Time(sec)) Shift Curve HMA Layer 2 2 1 i I .--S.--.- .-.y+... ..- 7� S �1 1 I I r X 14 of 40 °F 0 °F • 100 of x-130 °F • 14 °F * 40 °F * 70 °F 1 0 0 • 130 °F 10 20 30 40 50 60 70 80 90 100 110 12C 13C Temperature (on Viscosity Curve HMA Layer Iog;Iogt,y isco sit s). = A0 + VI -So; A0 = 10.8005 6502024 , ITS° = -3262075987239925 2.69 2,7 2.71 2.72 2.73 2,74 2.75 2.176 Log(Temperaturre(°R)) 2.77 2,78 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:03 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 11 of 22 IF I (in/mi) Rut Depth (in) III old fa 0 I - Rut Depth (in) 22C 20C - 18C 16C- 140- 12C- 10iC- 80 60- 40 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx IRI --L 1 3��:,t��ra�*s ors i f + �H6.3i;#�3rati�e�gc43'4' -Pretiti54***.(6514 Ka al �3ati` i� _ - ar'gft!'iFtPrt.i!:i ;tit �! R.!3�w _ ... i . 1. .. .. - - - • - - -` .,,.!! LB9! •°...�.'.... Wig.'*. �'Q'�: i�� 8�lld'M�•�1 . Y -�` I § ea Sg'�� i if t , int.tilial�lFAil i it dNB'� gg s �' f { 0.1 2019 1- 0.9- 0.8- 0.7- O .6 - O .5 0.4- 0.3- 0.2- 0.1- 0 2.0 2021 -4 I4 J : s!! 31 3 4 i �: '�1•3i?1Rill41,53141'f�i0!I 44.•i•5+k f f•E S+ +'+'g _ 1 „tr469934Rif81f.4aaf*ai444!.***iteipi• nf ***i-,d fist* * gin • top itwil' iF+ iEN�irrillt?_IRV"!++++4****•1•'�'t"k ' al i 1bll&9 . it ,A^.,,�.;��il.:Raefi##3d,4�:_ _ fewJ ;,t4P5• 5W i34 S9 554 MS em 1R W ale 'i a, 440..:* a le 4W!• WI • it*.,:it. Fsea sm ;sue 'e Alin €0! oila!®f � • gam, ¢ i { 4.0 2023 6.0 2025 8.0 2027 18.0► 2029 12.0 2031 Pavement Age (years/date) ! 14.0 2033 Total Rut Depth (Permanent Deformation) 1 1 --- - ; ....:a' _0) Specified ReIiabilit - - a� i 18,0 ! 20,0 2035 2037 2039 ....50% Reliability 0,1 2019 1800- 1600- 1400- 1200- 1000 80C- 60C - 40C 20iC- 0 _ 2.0 4.0 8,0 8.0 10,0 12.0 2021 2023 2025 2027 2029 2031 Pavement Age (years/dam) ! 4 ! 1 4 ! 1 14.0 16.0 18,0 20,0 2033 2035 2037 2039 Thermal Cracking: Total Length vs. Time Threshold Vae. 1 . Specified 50%. -R-eliability 1 T. _w �• �_ ....• ......_ ._.... _ A. - l _ - r �_ - - - _ _ ..I..... t• 55.43.4+A#9h4.5+5555.5. •0 5if3H?F4i144!4!Ii•33F#i1F 3i4iifi'44'tiff* R'+itik*All}. t₹aWWM-Q-****too!Fsi9E4ti%*+444.44.444 454a40**445-4•t.4•?le- aafl•4•kaWt•5651- •44%&S**2lOf* 4Pk4Mi-15505*355511•1:1R4'Rx+l#38&!}i$4uuteal: 0.1 2019 O ,8-v 0.6- 0.5- 0.4- 0.3- 0,2- 0.1 0 2.0 2021 4.0 2023 6.0 2025 ! 8.0 2027 10.0 ! 12.0 2029 2031 Pavement Age (years/date) 1 14.0 2033 AC Only Rut Depth (Permanent Deformation) - r T. .eitig .d 'sly f N e • _ {_ 3SUSUI 16.0 2035 r - 01 Specified Reliability - - -@ 50% Reliability, 1 s aJr �ss+l�te d&tEW431314113331•M ef14R>t '# '36dF�r.lFi #RF3 �Fd�SF #9liFrt +Y 4i 9491i 30y➢e 4 1f33:�39p-3.4'i#Ak��l.3.39:p�''3i��HP�Y'8-t i 14411.4 it t - _ . f .. ,_, . �•..__ _ i �s... _ __. _ w..,w__._.f� _ w. as t s 3 a -491'!! �4 woo ma t •!' •mil' mo <fe ' '.' 14-s, a -9a ` Ste' 1 f�.' a ai will ' fl de'' ir4 ___ 18.0 20,0 2037 2039 3 ► • a era 3 3! 405,5,5 .r5,54•0; tii41,11144at . l#0111.9:1: ! i ittt t3t�c sock-frAiR1ddLq,i *4*** x. 1. Ali itr * • 0.1 2019 4 I ! 2.0 4.0 6.0 8.0 10.0 12.0 2021 2023 2025 2027 2029 2031 Pavement Age (years/date) 1 ! F I ! ! ! 14.0 1X10 18.0 20.0 2033 2035 2037 2039 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:03 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 12 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\2 1185119 WCR 39 Extension North 7ft Embank.dgpx ti 771nru 25- 15- 5- Top -Down Damage (%) co a) L U 3 C O 1 C I- 0.9 0.8- O .7- 0.6- O .5- 0.4- O .3- 0.2- 0il- 0 000.000,00.6000 --- : s T r i J t...... 0•0........•r rr.... AC Top -Down Damage i "IlaDePth=.1.,5iri) - -- r wo-t 'iitii�Rik** }7 6 n N a w a w , r 3 ,v4,43 'r tl't'p'�"'••;�,rs d,.i outs ._..1, L„. 1 tr } 0,1 2019 0,07- 0.06- 0.05- 0.04- 0.03- 0.02- 0.01- 0 _ 2.0 2021 1 4.0 6.0 2023 2025 } • 8.0 10,0 12.0 2027 2029 2031 Pavement Age (years/date) AC Bottom -Ups Damage 0.1 2019 3500- 3000 2500- 2000- 1500- 1000- 50C- 0 oil 2019 30- Isms lel 20- L U O. 1 10_ co 0 0.1 2019 r 2.0 2021 2.0 2021 4.0 2023 4.0 2023 6.0 2025 8.0 10.0 12.0 2027 2029 2031 Pavement Age (years/date) AC Top -Down Cracking (Longitudinal) 6.0 2025 8.0 10,0 12.0 2027 2029 2031 AC Bottom -Up Cracking (Alligator) 00 ;- _ .__.. 14.0 2033 14.0 2033 ke�bifdi4iL6Oil r 16.0 2035 16,0 2035 18,0 2037 r 18.0 20.0 2039 4 20.0 2037 2039 14.0 16,0 2033 2035 PINOIINN44i1NM?t49N3V11* #044tigI44414**s ng*5*l9BEIYtl84YetleakiaeN8•fi." S°it€11"M"liMjti"1.W.Iii +" {{``k"4""4 iiiii+idi944.44 4S. 2.0 2021 4.0 6.0 2023 2025 8,0 10.0 12.0 2027 2029 2031 Pavement Age (years/date) 14.0 2033 Pavement Age (years/date) B}4ili no 16,0 2035 18.0 2037 20.0 2039 Reported with version: 2.5.3+6862.30758 p on: 4/3/2019 4:03 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 13 of 22 "IMES U 11Q C 'Jul Y E. y4SO* -4 st ° l iiin no 7ideliM* dot as+ 4 at* i r._ I ......... ,.,.. ...1....._......-- f I r ₹ I d 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Rutting' (Permanent Deformation, IN Total Subtotal Subgr.ade € a 431 g t g$ilrtiPsf4k£ i T 4 itiri e iiircwii„€.44taitilit 4 tti mt oals 6 „t4kAl+ + 4. + +4 4 1 4 li " ill 4 .4 4: 6 4 €114 +:4NIAltir.:1____;44446:1** aY •a' s nr 3? '� f'x. 4 A, dNhi e f' its, : : i IIII I 1 k € X Subtotal A':_: `.=S'Pub'ita₹ Base I t s «� aeth 010s. ow oil 0' wilco rita, 1p. esons . z elk 06 4aff. ,cg • ifa ".:tlF f: : N;. S :t' s + ! 399ireg Rift 10 *TO i3iW fettf4S 014:%t €4iff Riff We* WEIR 644 MINI:'31€24 a i 0,1 2019 i 2,0 2021 I 410 2023 l r r 6,0 8.0 10,0 12.0 14.0 2025 2027 2029 2031 2033 Pavement Age (years/date) r 16.0 2035 2037 2039 I I 18.0 2010 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 14 of 22 21185119 CR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\2 1185119 WCR 39 Extension North 7ft Embank.dgpx Anal RTC,' atoremmetamakao 3 5 00000- 3000000- 2500000- :20 00000-' 1590000- 1000000- 500000-I 0 it AC 1(1) h = 0AFi in Asphalt Mil -Quintile Su -layer Nipduk . `'€ c.,5io ' AC 1(w) h = 1 in * A02(4) h . 1 i An2 oil 2019 12 0n000- Is'°°-P1 8000003- ktri AAA. 0 400000- 1 0n000n- Nlo du!us (psi) 6n0n00- 200000- 0 O.1 2019 12500- 1 2 000.- 1 1500- 1 1 000- 1 0500 - 1 0000- 9X00H 9 0 00- 85 00 _ 2:0 .021 2.0 .0 2021 I 4,0 2022 I • 1125 Granu it 8O 2027 10.0 2 02 1 r' L A 2 0 3 1 Pavement Age (years/date) ase Sub -layer Moduius GB3(7r)h=2 in A 643,0h=4 in at -- ..r ai«�SI°j cvc� T ..xa1t peri iry' I ! � t 1 1 I ! t 4,0 6,0 0.0 2023 .a2O25 2027 10.0 12.0 2029 2031 Pavement Age (years/date) t 14,0 207.3 14,O 2003 1 ri- abfflzed euhgradeSub-layer ritiodulus • NSG4(9) h = 24 in A 1484 4(10) h = ri 1 t 1 6.0 ! 16.0 20305 in • Ns G4(1 1.• h = 24 in 314. N6G4(12) Ii = 12 in NSG5( e i 1 10 - r 2 0 2 1 18,0 2037 = 265 in 0,n '7,0249 s i 20,0 2039 oil 2019 4 . 0 2023 I I 6.0 '2.025 I D I 8.0 10.0 12.0 202? 202'9 20:31 Pavement Age (years/date) 14,0 16.0 2033 2035 18.0 2037 I I 2O.O 2039 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 15 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Layer Information •- - +l: �.icY'�•� L�ti �'� }asa�..�.. JCi i.'L!�J Liate2.7'�i( Gf,Xtwatilltytatr.:1..•vl> AASHT0W Layer 1 Flexible : CDOT Mix # FS 1959-8 PG 64-28 SX Asphalt Thickness (in) 2.0 Unit weight (pcf) 145.0 Poisson's ratio Is Calculated? True Ratio - Parameter A -1.63 Parameter B 3.84E-06 Asphalt Dynamic Modulus (Input Level: 1) T ( °F) 0.5 Hz 1 Hz 10 Hz 25 Hz 14 1687360 2134249 2493389 2608869 40 697463 1127680 1612900 1802220 70 173403 334774 616373 765125 100 54259 93163 175106 227742 130 27890 38645 60413 74657 Asphalt Binder Temperature (°F) Binder Gstar (Pa) Phase angle (deg) 147.2 3051 81.6 158 1495 83.1 168.8 772 85 Name 'Value Reference temperature (°F) 70 Effective binder content (%) 10.7 Air voids (%) 5.7 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/Ib-°F) 0.23 Identifiers S�+?i" >'14 :': .c.. d r,-.+-.•`K'ia' '_.? �rtrL_ Field Value Display name/identifier CDOT Mix # FS 1959-8 PG 64-28 Description of object CDOT SX Mix # FS 1959-8 PG 64-28 Author K. Jackson Date Created 10/7/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 16 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Layer 2 Fioxl le • :`COOT Mix #. F 193 'I .PG.6442 Asphalt Thickness (in) 3.0 Unit weight (pcf) Poisson's ratio 145.0 Is Calculated? Ratio Parameter A Parameter B Asphalt Dynamic Modulus (Input Level: 1) i /?.atk4 zeS'e`w.r.:x".rkYN< 'i i'�i v!°kW/e. ,7s6.M"✓wF:iiJ/a«'3x 6 T bµR y �. i . 79.1. n n m 3 N....C.u., �. ..X':-,c_F. di �a,ns..ii'i£.�'i,rZ./'�zAu`.,u.S...in.v�R.3tYa�..,.K's..awv'+i+R.'J.°�xC.'> T(°F) 0.5Hz1Hz 10 Hz 25Hz 14 2333549 2642179 2861449 2927779 40 1309490 1791270 2219829 2365949 70 379514 695090 1127310 1318450 100 87238 174824 349546 452545 130 29326 49265 92795 122034 Asphalt Birder Binder Gstar (Pa) Phase angle (deg) Temperature (°F) 147.2 158 168.8 1857 889 451 81.6 83.1 85 f?:asvy" !rl;.ux0wy4Ww':d!'w :m General Info a Name Value Reference temperature (°F) 70 Effective binder content (%) 10.9 Air voids (%) 5.1 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/lb-°F) 0.23 Field Value Display name/identifier CDOT Mix # FS 1938-1 PG 64-22 Description of object CDOT SX Mix # FS 1938-1 PG 64-22 Author K. Jackson Date Created 10/12/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 Spec reqmt PG 64-22 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 17 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Layer 3 Non -stabilized Base : CDOT 304 Class 6 4. .d vv3r..gt. ,tr114:Ct r prr r( �'^EAc'. - .,r ��u•7J? �f,',;ri lS{n .H :ir.iw �V}$ ��? 1,?: {21 f 3157. V S�t�.Y 7.N f •Jr -'.' N s a . �h' i rF rli v'1 7G� 4ilr i y7� i yt r4a --Vlidi`Y Y.au I i1.J i ll/'' 4.9>'M� [�j1 CZsj �rlJ .t-.,, `LYru.��aa �� x Vi �tlr�'^I !T?`iS`i^��5li�Q'ev}�6aa,.[..,.,i Jl4;r.,rK •➢ t'i/:11, Sq{�a f7r N 11 ]5' n . 0;144,,'<t;;(441: -„,S.. 1 (hti`Yf �l1 ur� Sint", aR3 -a Unbound Layer thickness (in) 6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input Level: 2) Analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 25000.0 Use Correction factor for NDT modulus? - NDT Correction Factor: - Identifiers - y: S:A LMA.»C_'u""Su Simi:Rya^..:4 1S:x ,:i141::1e''-s ..-: ,-zi- Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Is Defined? User Value Maximum dry unit weight (pcf) False 127.7 Saturated (ft/hr) hydraulic conductivity False 1.432e-02 Specific gravity of solids False 2.7 Water Content (%) False 7.4 User (SWCC) -defined Soil Water Characteristic Curve Is User Defined? False of 5.4942 bf 2.0616 cf 0.7128 hr 116.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 40.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 18 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Unbound Layer thickness (in) 84.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (hip i:.tLevel: 3) Analysis Type: Annual representative values Method: Resilient Modulus (psi) Resilient Modulus (psi) 9494.0 Use C rrection factor for NOT modulus? NOT Correction Factor: Identifiers Field Value Display name/identifier Imported Embankment Material at Description of object Imported Rvalue Embankment = 40 Material at Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Sieve 2.11fii .ai 'r3F✓J'h3t il:scre i4p WrA tt✓/n +nom . b.A44;,<Af a a.. Liquid Limit 21.0 Plasticity Index 5.0 Is layer compacted? True Defined? Is User Value Maximum dry unit weight (pcf) True 120 Saturated (ft/hr) hydraulic conductivity False 6.511e-06 Specific gravity of solids False 2.7 Water Content (%) True 16 User -defined Sil Water Characteristic Curve (SWCC) Is User Defined? False of 68.8.377 bf cf 0.9983 0.4/57 hr 5:0 Q000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 60.6 #100 #80 73.9 #60 #50 #40 82.7 #30 #20 #16 #10 89.9 #8 #4 93.0 3/8 -in. 95.6 1/2 -in. 96.7 3/4 -in. 98.0 1 -in. 98.7 1 1/2 -in. 99.4 2 -in. 99.6 2 1/2 -in. 3 -in. 3 1/2 -in. 99.8 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 19 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Layer 5 Subgrade : Native Subgrade A -1-b Unbound Layer thickness (in) Semi -infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input Level: 3) Analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 16500.0 Use Correction factor for NDT modulus? - NDT Correction Factor: - Identifiers Field Value Display name/identifier Native Subgrade A -1-b Description of object Material Boring Tested B-6 @ 4-5.5 from Terracon Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 0.0 Plasticity Index 0.0 Is layer compacted? False Defined? Is User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 3.103e-02 Specific gravity of solids False 2.7 Water Content (%) True 11.6 User -defined (SWCC) Soil Water Characteristic Curve Is User Defined? False of 2.5152 bf 3.0271 cf 0.9565 hr 100.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 3.0 #100 6.0 #80 #60 13.0 #50 #40 25.0 #30 #20 46.0 #16 #10 65.0 #8 #4 84.0 3/8 -in. 92.0 1/2 -in. 96.0 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 20 of 22 2118511 CR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx AC Fatigue �t.r — 262f, kappa kl: 0.007566 k2: 3.9492 1'�'.,�r — 0.0(143' C * k — r _ l'm T` 'fink ti 0.N9 .i,. T, k3: 1.281 Bf1 : 130.3674 Bf2: 1 +��'Z_.'' u T T +'`2 I`'' Bf3: 1.217799 AC Rutting (using Multilayer Calibration) es -:1 _ t rkzignNkaBra k .rPrilO; I Ein aar �_?*rrM ) -it {�tl ass i�r th g,- (' + • n) 7 9 r d:� lg,p , •g5Y ° f rl' sy q •• i ' ' le. 1•x' 2 Y�x ® r 7e strain( }r'.g �2�� .ej'.$'r i, en t t•I�' I id dA "...qqq;,, �. .a�`j�f .(f' n: �1:'!`� sw ` .lE w.4fi i.l +obi F14 L�'�e7 . k W j}" tr' ;y ClIlk ]} j, 9 � 2' 8 Ha 1 7.342 Cie i 1. 0 I�l7j � :etc R 4 �S'•' 7 T 1.: �* el'!t f;4 .e! },�yt •� �,+�` �K� temperature �• ��„� ep e �j 1. L.1L. yjyy�;•�7�[, ^!J�� li3z'5.."...''i �! SJ' w' i 3."�� g.'d � i1' t � jgsy��-jFF� \:� �. 27.428 PT .�:o �'C} Wad A~ yp number.Z g,�g repetitions Jt.. i "'� " 6 V ;., �. .3 'Y Where: a c = total AC thickness(in) AC Rutting Standard Deviation 0.1414*Pow(RUT, 0.25)+0.001 AC Layer 1 K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 AC Layer 2 K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 Thermal Fracture 9� 0...� �^e .�+ar , u ',3.1,„54:` �t �ai f r•' I. Ld1•,1 .TAP 1 3w, r •• bg•¢{I. ��Tr is oh... es `e • •l.•:,, sE•. •1 tl 2. +. tr By ��J Aft) 1 f �AS'r ! .a... !r C log k. rq SA SS' & fl it roe f i•2::+.° I�E}Ca '� etel.. S•it iT. �.•-E'p'•i3`d th r c''bi l 17..e it1C• �.`ali J''ra'�f i•i n ° �j � r 400 kr ( e.) 'ra `'i•• a* pit,_ = s dar :normal strt, • :t• on a1 ai. t&d 'w f t r = •• Lraniayard if a �i b�-G3.-fii^ n. of theEgg of the depth of cracks in the pai✓'k"AMY; gilts >r Y + r 5� t r� �rS r l -- crack `tr -tr" t L 4 1 1 1• �� i i t 1 at .4 4„ \1 a r1. nnne f °p,} f i ACFP �, a r= .R o . ,c d )tt�..r.�knilk 'a . rre.ck depth •.a = Chanp - th y , ` to a coolingcycles i ',d .P'� ,v _ T han�ge £ rs th .: tr4eire .e.�.raw"��}.w S"4�a'�1 F.�@pi�.i�� . }-.dat to ' C.. o litn o�-} ti` �y:� c E ��. AKz----�` :7'S�7 in •y¢•Y� ;••r .�+W' a iry -v fit,• •ti*�ry,q�q>•e y'd spy.. R actor �g}�,ye,•�..-a cooling cycle Change J * H- L tN 2 5 2' . _ J - L, f u r }r T' v = Fracture �E�C: V 7 irk r a. me {�i •ce;t far ..l.• t" • {{. haft 1 tmixture 1 _' g IT , L . S �' _ " ! L•i� C L , �` , _i L in ( z, i@ r 1 U =t gg ys 9 y.; �r tZ.`. ill 1 J i' L^ to s ,�f .+4 .Y•'i. R." e' u.~ e U :'' d"g •bnaged mixture •j-•urg j-gn s 1 .•e sec j frZ er Y , C a& •..L •rraY i'.an parameter Level 1 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 K: 0.5 Level 2 Standard Deviation: 0.2841 * THERMAL 4- 55.462 I zsi d c Vs P 2 iptirin fl 3972 * THERMAL + CSM Fatigue _ yY .•nab _ yr ppg a ,e�ss i in:Umber ber o re t ma�.'is tofatgue'�• r ci�.; tng 90 O l' i. p 3 f L, r *p,7. 3,.t - . III . '.® ensile t s; i) v t ice. 6 .-i rt. as i is �. 4 .�i " Ail � fir modulus �a tr e @� : 1 Py. r �M. a tar 6$ s tk AI k1: 0.972 k2: 0.0825 Bc1: 1 Bc2:1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.53+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 21 of 22 21185119 WCR 39 Extension North 7ft Embank File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension North 7ft Embank.dgpx Unbound Layer Rutting ny j- (O' ti on for the *layer t:ii N = number41 �r a'ki �i .f il• M1� 3• e1•�.�-w O I J— F c a� e-111-1 Sp _ aver e ve n tccu strain(un,, i) 1 1 .1, 1 g so, fl, = p�+] 7m.ateri properties- Er'�J(�I'� ei��1tiie.nstK a1�i�••4tn�''C1GY.l�. • Base Rutting Subgrade Rutting k1: 2.03 Bs1: 0.22 k1: 2.03 Bs1: 0.37 Standard 0.0104*Pow(BASERUT,0.67)+0.001 Deviation (BASERUT) Standard 0.0663*Pow(SUBRUT,0.5)+0.001 Deviation (BASERUT) AC Cracking AC Top Down Cracking JAC Bottom Up Cracking I' I / 5000 \''4.1 • Fc _ -� I �xcl eyxCTcog,of D. xtoo , ; -.:1 2 •..430: Bs.G a. Enip. * 10.56 + e �, c �� . ta a 'd'la a)-2.40874 — 39.748 C2 .17.i C c1: 7 Ic2: 3.5 c3: 0 Ic4: 1000 c1: 0.021 Ic2: 2.35 c3: 6000 Top down AC Cracking Standard Deviation Bottom up AC Cracking Standard Deviation 200 + 2300/(1 +exp(1.072-2.1654*LOG10(TOP+0.0001))) 1+15/(1 +exp(-3.1472-4.1349*LOG10(BOTTOM+0.0001))) CSM Cracking IRI Flexible Pavements .ctio _ (3 C1 + C1 �: 2 - - Rutting F ati �e Crack C3 C4 Factors Crack - Transverse - Site . ' C _ c =F10 0 (Darn a Te) C1: 0 C2: 75 O3:2 O4:2 O1:50 C2: 0.55 C3: 0.0111 C4: 0.02 CSM Standard Deviation CTB*1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:03 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 22 of 22 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Design Life: 20 years Design Type: FLEXIBLE Base construction: Pavement construction: Traffic opening: Layer type Material Type Thickness (in) Flexible CDOT PG 64-28 Mix # SX FS 1959-8 2.0 Flexible CDOT PG 64-22 Mix # SX FS 1938-1 3.0 NonStabilized CDOT 304 Class 6 6.0 Subgrade Native Subgrade A-2-4 Semi -infinite September, 2019 November, 2019 December, 2019 Climate Data 40.5, -105 Sources (Lat/Lon) 40.5, -104.375 40, -104.375 40, -105 \: olumetric at Construction: Effective content (%) binder 10.7 A it voids C/o) 5.7 Age (year) Heavy (cumulative) Trucks 2019 (initial) 25 2029 (10 years) 60,122 2039 (20 years) 133,757 ::Dosign• ontna: Distress Prediction Summary Terminal IRl (in/mile) Permanent deformation - total pavement (in) AC bottom -up fatigue cracking (% lane area) AC thermal cracking (ft/mile) AC top -down fatigue cracking (ft/mile) Permanent deformation - AC only (in) ., Target te.. 200.00 0.80 25.00 1500.00 3000.00 0.65 155.98 0.39 10.06 84.49 1568.66 0.21 :: t; Target Achieved 90.00 90.00 90.00 90.00 90.00 90.00 99.61 100.00 99.95 100.00 99.34 100.00 Pass Pass. Pass . Pass Pass Pass Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 1 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Distress Charts IRI hr9"Cali ?Sr -:<7.:;';.:...' Total Rut Depth (Permanent Deformation) 110 200 180 E 160 10 brie 1.20 1 80 60 10 Bottom -Up Cracking (% 200 _ `yf s� f�] . 'r . ._. _ .. _... �Y Rte...,._. .cs H .mil - ' .st !-1 N� y. r! �! d �� . Os M » w ffvisa* !:T" rrii t i isal illiirmiSSIS, sat se*B ea i I 1 1 r r g g :l 1`."a 12 11 Pavement Age (years) AC Bottom -Up Cracking (Alligator) 16 18 20 Pavement Age (years) a 4-1 CI CE moo cv 1103 12CC' 3 4,11.i o& as c SOD eag 0 100 2000 k: 10 12 1-1 1 Pavement Age (years) Thermal Cracking: Total Length vs. Time .. 1 c1 1U .- ` ` / —. ! i .-4 ....�. y' -.Y • i f : t' tY :F4*it*WOWS 444ii4fpI4411144444440IIilS**43**8*4444 4 et44.*** otiLi .3 .. 4 Y• 10 12 11 Pavement Age (years) Dire shel ) specified Reliability 50% Reliability 11 18 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 2of21 411. fi 11.11 ',�y4 CR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx 3,9 Graphical Representation of Traffic Inputs 25 Initial two-way AADTT: Number of lanes in design direction: Vehicle Cl a s s Growth Fate Vehicle Class Dec Nov Oct Sep Aug JIJn May Apr r'r9 a r Feb Jan AA TT istri uti an by Veffidfe Class C'f. 117$4 Growth Factor by Vehicle Class Class 4 Class 5 Class 6 1 0. 2113 Percent of trucks in design direction (%): Percent of trucks in design lane (%): Operational speed (mph) 4.5 1. 1 3 Truck Distribution by Hour chart does not a ) 60.0 100.0 25.0 the oesiair 1 a Axles perTruck by Vehicle F • s Class tee met mai mils / CJl h rf� 11: £II F yr 'ems Vehicle Class Traffic Volume Monthly Adjustment Factors Class 7 Class 8 Class 10 Class 11 Class 12 OT 4 ' 4 .: NI Tr., � �i.•I S \S . { ?�" ?.� .rti e a 2 ,�- � f% � _ dicey i'�! + — '! i . t + !S ,r�rcs r4 T —a •" O O O O -4 .. 4 - O O' --s-t --4 - O '. OO —4 —i — c"a • • 4. • st • el • • " O -4 i O -- 666 -4 - 4"5 t 6 O -- - OO O c _ --f — c; dc; Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Class 13 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 3 of 21 pla r Rept ram 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx -ntatiOn of Traffic: Inputs e'!t, fir. .mVv..as34citdr. t'+ 'ca crez r- .8r' ' .raapi"u�r.raS 'f' or .,, t, Volume Monthly Ad II §t =e Level 3: Default MAF Month Vehicle Class January February VX00.6fN..wAXW aMv.'/FWX.nG.H:(Myme4:MY WFYwM March HNSapMW1AVARVON.W//NT/01$04Y/.5.1~ !April May June July JAugust September r1.//n:u.'4 I October iPA`tWANNaNt"f.0[(.Y'f.PNN//I.% oer November December 0.9 0.9 ..aCe.N...trzevwa....aa.«.N..a.._ 1.0 MoccsonenvAnve.oviiHncoecv 1.0 0.8 0.7 0.8 1 0.8 0.8 0.9 1.0 1.5 1.3 1.1 /COW .VYA:VC. M V"MSYf' ... IKY/.90HWM'bt 1.1 T'dYifD)fW.NfMW(//A4 1.0 gg&t 1.0 1 1.0 0.9 I 0.9 0.9 0.8 4 1.1 0.9 1.0 1.0 1.0 1.3 1.1 GN/M'b .`tfriV40 YN(YO%MWi. ... . WM6H#%V<Yn'::wateu 1.1 1.1 1.3 1.2 1.0 1.1 1.1 1.0 1 1.0 0.9 0.9 0.8 l 0.8 0.8 Distributions by Vehicle Class id..r/6'a�C'its 'C% 'w°' ':'i3 2'awn .^.S: .7T31. 'FiL�!'1°-n/.Ya'x4?ea'.'.' n d,X.{ :eeYE:Tee"dO "Y/�h"AY$3z_ <?aferavesevamyeeassvera. CJ's'on C`.6 e4o•ato�ifitv^.c4�LypGQ' Vehicle Class Distribution (Level AADTT 3) (%) Growth Factor Rate (%) _ I _ Function Class 4 Class 5 ₹Class 6 } Class 7 Class 8 Class 9 Class 10 Class 11 Class 12 Class 13 5.1% 32.3% 18% 0.3%, 4.9% 36,8% 1.2% 0:_7% 0.5% 0.2% 2.048% 2.048% 2.048% 2.048% 2.048% 2.048% 2.048% 2.048% 2.048% 2.048% Compound__._ ..... _. Compound Compound__ Compound Compound Compound Compound Compound _Compound Compound Axle Cots figuration Traffic Wander Mean wheel location (in) 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing Tandem spacing axle (in) 51.6 Tridem spacing axle (in) 49.2 Quad (in) axle spacing 49.2 0.9 0.9 0.9 AVAV!///2VLH/M(P<WMf 0.9 Y/atifT WAY.W. 0.9_4. 1.0 0.8 0 /a. 1.0 as 1.0 0.9 1.0 1.0 1.0 1.0 1.1 _._ 1.0 1.1 1.1 T5)Ve..Na.P., .PT , P, .. .45,404100. 1.1 10 1.0. 1.0 1.1 1.1 1 0.9 � aP , 0.8 ? 0.9 _ 1.0 1.0 Tr'u.ck Distribution.by Hour does not apply >6l•Sttkss`�"�%ia&.�Sd' .v /.u' +;.lm : •" XI SI.+: ?ac' rgro vait 3 are°*¢ 7 s.a•4c'tliZeakintit2MgrtIZ Axle Configuration Average axle width (ft) 8.5 Dual tire spacing (in) 12.0 Tire pressure (psi) 120.0 Wheelbase does not apply Nulher Vehicle Single Tandem Tridem Quad Class Axle Axle Axle Axle Class 4 11 53 Class 5 2.02 l 0.16 1 0.02 Class 6 1.12 0.93 0 N'O%MN3(IOYAN1a.7a�PFKtly/..MA'.AiIX'/IiK(Y.1Hkf KbK V/prYK'J.HI'/A1.a'R0.'O W'F//AMR%MS(f O'Mt6N% Class 7� j 1 19 0.07 1 0.45 4 f..t.WWYY.qV.+n.✓.aaTy'ad,/!m."A.WMuM'Aw2H4WC.vwf:WP: ,%�M.M.4ti/N6MWY..3R{PHA% Class 8 2.41 0.56 0.02 0 ra,Am..{M1.A.,..rn/gF.).RCA'zp.'A .Ti,WiX .•.MIXTCOZOVV.S.Y0%YA2KCXk,Ft.. I Class 9 1161.88 Class 10 I 1.05---, 1.01 0.93 I Class 11 j 4.35 0.13 1 0 1 Class 12 [1w5.wµr 1.22 . 0.09 1 0 M.I�ui vN6 ... H+unYO1.W4H' M( T..1TALF1.Ci.../NANf'(4R.'ii5R4MVi<R/gM�AipTKGf sg[$'ff Class 13 2.7 1.4 0.51 1 0.04 Y.�"/mMANAa9�.WNAM'ATb✓Mn':• r{W -Y.'p.YIWS1/N R.it.Fbl[N+ Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 4 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx J.,:s .wet,Cda,_ ▪ FiR�≥:�fiaerr.Rx<c;k�a.°il�,'g'S�J AverageAnnual 3' P� Truck, Traffic) '• £ erikayK.:ltEiewor'rsx£ss itte 11S,4:St 1.11r' k a'3 £ : * Traffic cap is not enforced 3 0.25 0.2 ='s Pavement Age (years) To i.:t O=.1 5 . ect CTei ter r 1� '7 0.01 1- gt 16 MOSIg. I 140001 E S r m o° &xa• 400OD 20O0O - Class i :Classes 4-7 R. ife Cast 6 (kisses 11-13 I I 1`2 .11 16 I Pavement Age (years) Cumulative Heavy Trucks f 's i i i r ! I- - Pavement Age (years) • L 1 I I I . I tt Y i i 1 5 1 t , is ZO ran 11/241 a,;,��:yy, tett pst �� C z 7i 7-5 eu it - .74 att IM vI a fM arises, -10 jipeC i 4. I i r £ I I 1 b I j i `.no •L, .,., ..Y ,, , 44.._• i...�._ t._in_ ._ ...,_..,.._- .�.,. .il.,.,0111...,,,..,.,.. »�b..•TP.�....M.,.„W. 1 ._. ! .k _ . �s _ _. _ • .. s_._... ., ,. .. .r « . w 25 Y 15_, I 1. 6 B 12 tel Pavement Age (years) AH Truck Classes . _.._ _ ....,.„,.,r..,..._ ._._.� .. 1. • .. _ ...r_ _4.r _. _.. ~ .w.....,,ww.,_ ,N, w......w 1 12 14 Pavement Age (ears) • with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 5 of 21 Climate Inputs Climate Data Sources: Climate Station Cities: U Sv, CO U S, CO U S., CO Annual Statistics: 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Location (lat Ion elevation(ft)) 40.50000 -105.00000 4871 40.50000 -1 04 37500 4864 40.00000 -104.37500 4976 Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: Monthly Climate Summary: Temperature (F) L-IJ c ,t, a • �ti a) a Va c (D Va U 5a: F r' ;n a_ • AM • a 9/1985 - - [„ • A* It a- 3 a cf • 9/1985 tofr P h R s'y a ra S S 9 A sti a 8 7 x • ..t *5 �f' B. a b 22 ( a 4. 8/1987 8/1989 a r c. • -att.ti. 8/1991 I I * t ... _ - ._. Precipitation - 4 -4 51.43 22.64 301.84 116.52 C E C 4- C ce -I I. r r — ro n 14-1/2 .d_ rt, a. Monthly Rainfall Statistics le. 'l 1..561.;!i,JJ II 1.- '1) ;,-1,„115). a. 1.40; (EP a. na CC 2 Water table depth (ft) Monthly Temperature Summary a in { $• 1 3, • • • • n • 0 '2 a a a 8/1987 r ga 1' a I; Y a as — 4 a ai a a a a • { • r • a ' a t a la • a • i • a t a V ri r€5 EN a 1*; y N is a S q a 8/1993 8/1995 8/1997 8/1999 8/2001 Date Monthly Precipitation, Wind Speed r, e nsu any . Date a Monthly Sunshine _, _ . Date Monthly # Wet Days, Maximum Frost Z+ N # ri etDays a • M a .i ,i..-. .� 5t t.. I v + a r' • a • IP a• q74 $4: ar ° A a a a • 4 a a 8 a - • A • i! q 8/1989 8/19.91 a e 8/1993 a { 8/1995 Date as •• b • es 8/1997 8/1999 ir • a • diaa { fittrati-i,i ro Frost .44. OE it eta a • • • Fa 4 • • • • a • n Lee s} *-42÷11.4 • - k¢k t a 6e '.e u $ 4 I- • It II a 8/2003 • • sac • D {[ 8, 2 0 i]2 21x05 I g� - ---vim d. S 'g A / r S I • • • • lb o fit a • 8/2b01 8/2'003 '__rteniry O z O 0.00 . f i rri u rn Average • a • UNFID traf Asei 5. 8/20022/2005 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Hourly Air Temperature Distribution by Month: <-13°F 0 I • 4.,. _w'in....u-. N. .. '.. of Hours. 17 1 • -13° F to 4°F rist`v°kr: - •�- .rvw+.+.'MC.•�•MW..YwyY.. \v.. n.a RM\R+-- .•••• ., n wt -t. w - 4.'Yga.(IY.(LYX$+:,W:trna.M.W.=1:rtmtnt.3.:.4,cre),1.141i1nA ��II 1 C .V_ -4° F to 5° F • S 24i 1 i Iran 0IX 30 1 _war.._.._ -t:. _._._.I-- 3 P 1 as 41 trwmtnAti,r1:4:ra.2.5 4rirf.bM1A IAN monekYh.'ty0; )M;A'I.:A....; S I I I g a a ., of Hours # of Hours of Hours a 3 of Hours 1134 # of Hours • 14° E to .23°F 23° F to 32° F 32°Fto-41 F 41°Fto50.°F 5° F to 14° F I I r 16 14.1 A. 11..52 1.23 10 24 91::2k Pit 11 Cr Ctj sit #,of Hours 121 tce 111 of Hours 474 ktZ, #:al Hours ja :40,, datAitINATT• # of Hours of Hours 4— 174 witSbri— 19 of Hours 'Of Hon ttS 49 .1 334 541, • 15.8 155 113 45 13,0 77.5 224 Ct Atit # of Hours eit a 401 19 75 77 157 1,71 IRS 257 C- # of Hours # of Flours with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 7 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx A Design Properties Use Multilayer Rutting Model Using G* based model (not nationally calibrated) Is NCHRP 1-37A HMA Rutting Model Coefficients Endurance Limit Use Reflective Cracking True False True True Structure - ICM Properties AC surface shortwave absorptivity 0.85 Layer Name Layer Type Interface Friction Layer 1959-8 1 Flexible PG 64-28 : CDOT SX Mix # FS Flexible (1) 1.00 Layer 1938-1 2 Flexible PG 64-22 : CDOT SX Mix # FS Flexible (1) 1.00 P Layer CDOT 3 304 Non -stabilized Class 6 Base : Non -stabilized Base (4) 1.00 Layer Subgrade 4 Subgrade A-2-4 : Native Subgrade (5) - Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 8 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Thermal Contraction Is thermal contraction calculated? True Mix coefficient of thermal contraction (in/in/°F) - Aggregate ;in/in/°F; coefficient of thermal contraction 5.Oe-006 Voids in Mineral Aggregate (%) 10.7 Indirect Tensile Strength (Input Level: 3) Test Temperature ( °F) Indirect Tensilte Strength (psi) 14.0 465.01 Creep Compls mince (1 /psi) 6E -06- 5E-06 4E-0 3E -06- 2E -06- 1E-06- 0 0 10 20 Creep Compliance (1/psi) (Input Level: 1) Loading time (sec) -4 °F 14 °F 32 °F 1 3.61e-007 4.73e-007 7.12e-007 2 4.04e-007 5.74e-007 9.97e-007 5 4.51e-007 7.35e-007 1.52e-006 10 5.11e-007 8.78e-007 1.99e-006 20 5.67e-007 1.04e-006 2.59e-006 50 6.57e-007 1.37e-006 3.75e-006 100 7.68e-007 1.66e-006 4.66e-006 Creep Compliance zaiPenire 40 50 A0 Loading Time (sec) 1 70 80 90 1OC -4 °F ■ 14 °F S OF Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM Approved with version: 2.5.3+6862.30758 on: 4/27/2015 7:05 AM by: by: Page 9 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx N SHT01 Layer 1: Layer 1 Flexible : COOT Mix # FS 1959-8 PG 64-28 SX t1 05 LU 10 000000 1 000000 10 0000 10 000' 100O Lo (Y cos ty (cP)) 100 10 10 2,69 r2 0 Master Curve HMA Layer I. Layer -2 -1 0 Iog(Reduced Time(sec)) l Slf Curve HmA Layer I Vk c si log(log@cdscosity)) = i Iu !'9,tTSo a- I 2,71 60 70 80 Temperature (°F) 90 Curve HMA Layer I_ 2,73 2,74 Log(Tomperat_urre(°R)) '2:,75 10C 2, E 110 12C X 14 • 40 70 100 ooF of of °'F 14 of j Ur. *70 °F 130 °F B, b. 2.7R Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 10 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx er, Fbexibie CDOT Mit# FS 1938-i PG 64-22 li aPoise 10 000000 1000000- 100000- 10000- 1000- 100- Shift -log a(T) Log(Viscosity (cP)) 10- 5 4. 3 2 1 0 - 1 - 2 -3 - 4 - 5 10 -6 J 2. Master Curve HMA Layer 2 -2 -1 0 Iog(Reduced Time(sec)) Shift Curve HNIA Layer 2 ._. .. WIWI 14 t I I I t -. .." . .....n. ."._ n.. . I 4 I j I I j -_- ._ I ... _ m_ . 1 "t: " .. . I . “ 20 30 40 50 60 70 80 Temperature (°F) 90 Viscosity Curve HMA Layer 2 Iog(Iog(vi_,cosity) ) = A0 2.69 f 1 , r f 2.7 2.71 2.72 2,-70 2.74 Log(Temperature(°R)) .... -- I ■ 2.75 2,17E I 110 f e 12C 2.77 13C X 14 nF • 40 °F 100 of -130 of 2.78 it 14 °F 40 °F *70 °F X. 10 0 130 °F with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 11 of 21 IRI (in/mi) Rut Depth (in) 22C 20C - 18C 16C 14C - 12C -1 10C- 80- 60- 40 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx k. 0,40 s IPe .;gi4� vf44si*614WM 4 3 000 0,0 4441 � � ?� I IRI i_ I i hi testy, f trr *34441* i t f7'!.'pa�iF4�l1w!1-64.411**11-Leti --414nssf-a:.a.l. lUk�rr`•34ef t�f mo e e ' 41!tom a4f�trait� rMill[ � i aim at WI eta allealLIIILLEIWICAMIIMS446 O lAt�+Yit4YiiEt:1lH .�.�,;.}..1l. f i+ T 4 4f t f f f f! r)# f (( f I .4 0,1 2019 1- 0.9 0.8- O ,7- O .6- O .5- 0.4- O ,3 0.2- 0.1- 0 _ 2.0 2021 1 4.0 2023 1 6.0 2025 1 ! U 1 I 1 1 8,0 10.0 12,0 14.0 2027 2029 2031 2033 Pavement Age (years/date) Total Rut Depth (Permanent Deformation) 1 16.0 2035 2037 T -M Fes'he -lee [....t .i4 .-Specified Reltabilit'y I t - - @ 50% Reliability 1 - - >V f; i�€3iff f••t tif!!!lf! ft!!l�idiJfdii�#+�9FIF1�?Ft+F33:4, it". "44.4 •9Mr+bail4 t+lf!tt! [ 4 20,0 2039 ` _ t 8 t 9 .'R7f'�Tf'/•Milt•F•f •p 34-343+.6+3s 1?sR,trsf'. *4 f r t f! ti . _ _ +.st a aim +_I!t i!4 a i? !4!B MI e?a 3P1 1 '� .' a!l444:::4074:414006 Yari664b' e?55i�.ti .� c i ***in _ ism rl(dA Sf4411 'Yyl1 wit; 451A f554 „Am ma If14 3111 �'=� '� ea � fft: � x!1 !�' l�l� 411,*iN±I ; Yi O ini ice! tt aM! a19f pdq'y1fR'4Pl1 X14 il&d..YiB atrc �dk j?$I<J[4 A9� yamt s ar ewer 0.1 2019 1800 i 1600- 1400- 1/4•-S 1200- = 4-$ 1000- c 80C - el 60C- 40C- vid 20C- O 2.0 2021 Rut Depth (in) 4.0 2023 1 1 I 1 I 1 1 I 1 6,0 8.0 10.0 12 , 0 2025 2027 2029 2031 Pavement Age (years/date) 1 t 1 1 1 1 14,0 1,0 18.0 20.0 2033 2035 2037 2039 Thermal Cracking: Total Length vs. Time -seiv— Tljt e`. •k,-r..l Val' e t It . J ssawridia ( *441441 4N*itV410411F�&t****k44&44rxt.44k4444iOR 444544444;114444l14i4k4iA4?Fg4,14;1444+rkt4t44444444014i4444t4!tit44444444+fflc-544Aff+l4flt4-i444i.**41l4ilt0 *44d44l44rr11?444 4,144444'44,04.6 k4 44.444:4 ■.1 @ Specified Reliability MI - @ 50% Reliability 0.1 2019 O .8- 0.7- 0.6- 0.5 O ,4- O ,3- 0.2- O .1- 0 2.0 2021 1 4.0 2023 6.0 2025 8,0 10.0 12.0 2027 2029 2031 Pavement Age (years/date) 14.0 1810 18.0 20.0 2033 2035 2037 2039 AC Only Rut Depth (Permanent Deformation) =-•Threshold 'ILaIue 'nta. C.1.-ASOX!"5-War 3�.;i•i .fliarZr !000.... • • SOUVUI @ Specified Reliability - - - © 50% Reliability _r_._._....1 ....1 ..n.._ 1 a/lr4fiil3 4F0f44t+411104 CA* •Pf&i4ai4.4n4***init .4 .v,f- 4F141i4 a .a 464; . +? _-- de 4 I- 001131 �" �,I,F roman Ito�gi�#4� ids, 4!N 41l+ - .... T • , C. i i .. _..� - •.,. aE'IBpjf,f.f�f.1.,R.f.f.4...FrF4'$•Y[+P+P�F##� rsw ccb!}i�KbP�Mfi Ntil�iF'E�IrIF?B�Sltt'iI'il�8iti kg$ys.t 34i4 @' • fsl�li �l Vt74 M1 F. wnrl•r 44 • 0.1 2019 p a l010ago an. aaaaloe e4!*aa4SSa +alts: Sa- * "-4444411444 aMI111!1 I" aid 941! *fie 1 I 1 I 1 I 1 1 1 1 i 2.0 4.0 6,0 8.0 10.0 12,0 2021 2023 2025 2027 2029 2031 Pavement Age (years/date) 1 1 1 1 1 5 1 14.0 16.0 18.0 20.0 2033 2035 2037 2039 with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 12 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Top -Down n Damage (%) Bottom -Up Damage (%) ._ U 3 0 I 0. 0 Bottom -Up Cracking (%) 2.5- 2 1.5 1 0.5- 0 0.1 2019 0.18- 0.16- 0.14- 0.12- 0.1- 0.06 0.04- 0.02- 0 _ oil 2019 3500- 3000- 2500- 2000- 1500- 1000- 50C - C) 0.1 2019 • AC Top -Down Damage y, .. .,_.... _ @Surface (D h =. . 5 1 1 1 •l.. S t ttt Y� ''emu r tl ram +I -j 1- l # 1 i S I i $ I V :f I ',�1. � L � it. � .� r1 � �1� �" Lt �! S `i�i'!k 4≥� Y 7 Y' `1.' e 6 f t s 8.0 10.0 12.0 14.0 I 2,0 2021 . _ J ' t Ov 1 I 2.0 2021 r- 4,0 2023 t L i 4.0 2023 6.0 2025 2027 2029 2031 2033 Pavement Age (years/date) AC Bottom -Up Damage • l L 6.0 8.0 2025 2027 1 I 16.0 2035 18.0 2037 I S 20.0 2039 - - - t • ... f 1 1 1 ! 1 1 10.0 12, 0 14.0 16.0 2029 2031 2033 2035 Pavement Age (years/date) AC Top -Down Cracking (Longitudinal) �_.__......... _ µ - - ._ _ _•_ I i _ e Lai rty re.s IQ 1 a ue 5 -ti 90 P.e ta':1 Sp$ ity t._.i1ti,3ce I at - !_I it, ,ee e. I• t Ity spt = ;�IIri j ■ 1e I i 7 H } t 1i L f i t x f u E1. 18.0 2037 F 20.0 2039 2.0 2021 4.0 6.0 2023 2025 8.0 10.0 12.0 2027 2029 2031 Pavement Age (years/date) } I i 4—_ I 14.0 16.0 18.0 20.0 2033 2035 2037 2039 AC Bottom -Up Cracking (Alligator) -1-72- . .... Y J i ₹ 1 F ! I I r ;i ni. f E ..i. 4,... I 1 I ta if 4—+ ti,itticiiiiltna i 1 f ' 1 - ac3!-Wg1 9filid'=ta°�:r9�+Ei•?.a6iKtii161"*""*"" # - .¢. .. ry E 1 _ i .* krl8 tb a i $ !i i B a''9 if ♦B !I i1 T i 1 a r 1eki#:;*r■+Is.+1�1t1a11�fir1lw'eAa+i, eaxeelrllx+111a�t1Fs��ae..;se�s } _ 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 2021 2023 2025 2027 2029 2031 2033 2035 2037 2039 Pavement Age (years/date) with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 13 of 21 0.35 0.8- 0.25 ma 0.2 C y X0.18 - 0.1- 0.08 - 0 e I 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Rutting (Permanent Deformation)( at 0% Reliability *}l° Total Subtota Subgrade X Subtotal AC ,4., Subtotal Base *M te is *1St 4 w' ic, 8E Asa, frosiz.EA* .RAJ Ri*. .! :' .. -4111 3 9S is2+ Era I OA f 1 LAN KOA I 4414 61# 4i IIIII IMAM ._. Ar. 0.1013 �S ii i S i i E i i c I i tS 000'44' 4 MA :A IIANY finsa s !Ai! PA$ 3Eet Wall WE•1:46 SW ell e'er few ¢tom -ties t ₹ I I ! I I I I soh -it t, teit*I Mi 9004 " f0B t z*.e. . air . c. as. a a 4* * I ¢3' to 0.1 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0 2019 2021 2023 2025 2027 2029 2031 2033 2035 2037 2039 Pavement Age (years/date) with version: 2.5.3+6862.30758 Reported on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 14 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx I 0 3500000- 3000000- :2500000- 0.1 2019 121000100 113 00010 80 0 0 I0 0 - 6 0 0000- 400000- 200000- 0 r 0 oil 2019 8000- 500- 7'J 00 6500- 6000- 9900- 5000- 4500 _ Asphalt Mid- Qtfnt i?.. qb- a ° r fieModtdus AC 1(1),. hi = D3 in C1 r = it AC 1 is 1 -- 1 in A,C.2(4)'h = 1 in "" AC2(59 5 3 = . iav 'AC2(6) H - t in! 2,0 2::112 1 2,0 e 2021 4,0 2L12•T, r :2125 8,0 ,0 :202 7 12.n e 20:31 Pavement Age (years/date) Granular Base Sub -layer Modulus 6,0 2025 B3 !-G 8.0 2027 h_ 2 in Seta :,8`} i-f = 4 in 10,0 202' 1i3O 2031 14, 0 tII: 14,0 2033 �•_, ti„16.0�� y ICI 16.0 2105 10,0 2037 18.0 2037 Pavement Age (years/date) Non -Stabilized Suhgrade a - ayer Modulus • • iS G4(9) h = 24.1 in , t•l2G4I' 1.100 Ii 24,1 in • N S G 4 (1 1) Ft 2 4. 1 in i N S G 4(.12) kt = 24.1 in 44 20.0 2009 t i r t e 1 I e � 13,1 2,►3 4.0 6,0 16.I 1 113,0 12,0 14,0 16.0 18.0 20,0 2019 2021 2023 2025 2027 2029 2031 2033 2035 2007 20'39 Pavement Age (years/dam) Reported With version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 15 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Layer 1 Flexible a CDOT Mix # FS 1959-8 PG 64=28 SX Asphalt Thickness (in) 2.0 Unit weight (pcf) 145.0 Poisson's ratio Is Calculated? True Ratio - Parameter A -1.63 Parameter B 3.84E-06 Asphalt Dynamic Modulus (Input Level: 1) T ( °F) 0.5 Hz I1 Hz 10 Hz 25 Hz 14 1687360 2134249 2493389 2608869 40 697463 1127680 1612900 1802220 70 173403 334774 616373765125 100 54259 93163 175106 227742 130 '27890 38645 60413 74657 Asphalt Binder Temperature (°F) Binder Gstar (Pa) Phase angle (deg) 147.2 3051 81.6 158 1495 83.1 168.8 772 85 General Info Name Value Reference temperature (°F) 70 Effective binder content (°/a) 10.7 Air voids (%) 5.7 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/lb-°F) 0.23 I Field Value Display name/identifier CDOT Mix # FS 1959-8 PG 64-28 Description of object CDOT SX Mix # FS 1959-8 PG 64-28 Author K. Jackson Date Created 10/7/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 Spec reqmt PG 64-22 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 16 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Asphalt Thickness (in) 3.0 Unit weight (pcf) 145.0 Poisson's ratio Is Calculated? False Ratio 0.35 Parameter A Parameter B Asphalt Dynamic Modulus (Input Level: 1) /<<, s i .,.i;.n. ^:/Gf'_!.. :.,,r: _. ,. .,.!.. G✓.:e;.. ,14. ai. Fe.,.a/ .r9 ,7/r a5. T ( °F) 0.5 Hz 1 Hz 10 Hz 25 Hz 14 2333549 2642179 2861449 2927779 40 1309490 1791270 2219829 2365949 70 379514 695090 1127310 1318450 100 87238 174824 349546 452545 130 29326 49265 92795 122034 Temperature (°F) Binder Gstar (Pa) Phase angle (deg) 147.2 1857 81.6 158 889 83.1 168.8 451 85 Name Value Reference temperature (°F) 70 Effective binder content (%) 10.9 Air voids (%) 5.1 Thermal conductivity (BTU/hr-ft-°F) 0.67 Heat capacity (BTU/lb-°F) 0.23 Field Value Display name/identifier CDOT Mix # FS 1938-1 PG 64-22 Description of object CDOT SX Mix # FS 1938-1 PG 64-22 Author K. Jackson Date Created 10/12/2016 12:00:00 AM Approver Date approved 1/1/0001 12:00:00 AM State District County I Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 Spec reqmt PG 64-22 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM with version: N/A Created on: 4/27/2015 7:05 AM by: Approved with version: 2.5.3+6862.30758 on: 4/27/2015 7:05 AM by: Page 17 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx AASHT0W Layer 3 Non -stabilized Base : CDOT 304 Class 6 Unbound Layer thickness (in) 6.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input Level: 2) Anal y sis Type: yp Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 25000.0 Use Correction factor for NDT modulus? - NDT Correction Factor: - Identifiers Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Sieve Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Is Defined? User Value Maximum dry unit weight (pcf) False 127.7 Saturated (ft/hr) hydraulic conductivity False 1.432e-02 Specific gravity of solids False 2.7 Water Content (%) False 7.4 User -defined (SWCC) Soil Water Characteristic Curve Is User Defined? False of 5.4942 bf 2.0616 cf 0.7128 hr 116.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 40.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 18 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Unbound Layer thickness (in) Semi -infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: Modify input values by temperature/moisture Method: Resilient Modulus (psi) esilient Modulus (psi) 9982.0 Use Correction factor for NDT modulus? NDT Correction Factor: EMI Field Value Display name/identifier Native Subgrade A-2-4 Description of object Material Tested from E-3 Bulk Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 25.0 Plasticity Index 5.0 d _ Is layer compacted? False Is Defined? User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 2,1-06 Specific gravity of solids False 2,7 Water Content (%) True 11.6 User -defined Soil Water Characteristic Curve (SWCC) is User Defined? of bf cf hr False 277003 0.9438 1.4367 340.0400 Sieve Size % Passing 0.001 mm 0.002mm 0.020mm #200 24.0 #100 36.0 #80 #60 47.0 #50 #40 58.0 #30 #20 68.0 #16 #10 79.0 #8 #4 92.0 3/8 -in. 98.0 1/2 -in. 99.0 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 19 of 21 2118511 CR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Calibration Coefficients AC Fatigue N 0.00432 „it ,e2/9,2 ft, ka fa kl: 0.007566 k2: 3.9492 = * fljfik—I —7) 84 ( Li 0.69 k3: 1.281 Bf1: 130.3674 Bf2: 1 lfilf = `Y, .3/4+ vb i Bf3: 1.217799 AC Rutting (using Multilayer Calibration) n Jr-ak Ears 10k=rk , "1 1 E � � _ 1 ?at -73'W s' ` ra n(; /bt) rc 'L. s (C1 ± :+: etoth ' 0 ..._' �-e -e' a. ``s`t d ,� = I 3 x 1.96"P L: } y� n en .s.: I -Er _ 3E +.�i7 �.! .strain :Y /in) , , Ci. 0.1039* Hg: ± 14868 fric. 17.342 = *: layer temperaturet N -..`�r�. C7 0.0172* 1.7331 :: -I- 27.428 R ypqq load �.Y y � o ` •— ��f.�} ��-$q*} e' :� ro repetitions z "�-�;. a �'S.r �if��'W :d H� i.; L" :I ' 5:: ' S'r7�lA�b'S' pp,, � !�' h erer hirl_,) Hc, ® total AC thickness. AC Rutting Standard Deviation 0.1414*Pow(RUT,0.25)+0.001 AC Layer 1 K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 AC Layer 2 K1:-3.35412 K2:1.5606 K3:0.3791 Br1:6.7 Br2:1 Br3:1 Thermal Fracture — obsgrved amount o thermal crackin-. (ft/5 r f Af a C r k =-.f: .s 3 s fin coy. determined tiles , �h field ,c L ratwn dent ,1 -- C4-, ' 400 AT ) "srhutton Sd it No _T.: standard orma&vaivat at, v ( r depth ( -6 ''.i+? ® standard deviationof cracks t ? t��L' +� pL±n,'W Li t r r �� T v a ion oj{ the og of the iggt -- crack d p th• 4. y, �o + 1 l P .. r :r n ` Hicdalt - P VAAL .. SIB, c = th ess- o asphalt � in) 5 ( — fit .•Lr J3t ltii yeI�`i -` cycle A = Change .ate og the crack. at so . coding cyc e he S AK to cooling cycle =Change� intensity r. ( 4.329— 2. 5 2 t1 .ytyyc�"i� . j�.�factor mp ,pdue �[,`d'� .a�{ ga}g ,in Ott Trdtir�y'ss ( t. * crm * ) A> ii Fracture a, a ' ',Is'•7�'O s a the & asp hair ixtu C ': g _ .�.�a� S .1 41 j4•.L% 1` t t ..' stiffness _ L ,€�%G�+xt1.,6trC? i4t'Y �' Om = UXndanta?l.7'CNd. rLttvrL7 'tA d�ti Yi U strength .F Pt -4 Cai dw .i.it'raLi . parameter Level 1 K: 6.3 Level 1 Standard Deviation: 0.1468 * THERMAL + 65.027 Level 2 K. 0.5 Level 2 Standard Deviation: 0.2841 * THERMAL + 55.462 I oum' 'a it P q I PvPi 3 Stancdnrrd leviptinn• (1 3972 * THERMAL + CSM Fatigue numb Pr fre o tgucracking (as e CI,, = TensLe stresstf:psi) PC2 7 yu13:2 -I ® i rwptwre p Ph — �:. .s kl: 0.972 k2: 0.0825 Bc1: 1 JBc2:1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 20 of 21 21185119 WCR 39 Extension South File Name: C:\ME Files\21185119 WCR 39 Weld County\21185119 WCR 39 Extension South.dgpx Unbound Layer Rutting a° _ deformation.for the la er t permanent , cc) 09? Iv' number of repetitions , A � •L i :.c�'✓v cc , r ill . � k 1 t 1 P51 E. le-civ .b J) dK'�Z �. Y •! ; �� -cm: ■ 4 y �l LPL• `- 1 .r (� ,,:f ; i average , ._ a , v e age vent ? s - c (i „ � s ---mr encd tie � F 4 �' p praper y��y`yy"f�{. ]yT }y�..�,{t�j''j�� .'$T (��{�� tn) resilient Er r silie]JI�ti`. i"`�v`rai•n'�44:1Yu 111 Base Rutting Subgrade Rutting k1: 2.03 Bs1: 0.22 k1: 2.03 Bs1: 0.37 Standard 0.0104*Pow(BASERUT,0.67)+0.001 Deviation (BASERUT) Standard 0.0663*Pow(SUBRUT,0.5)+0.001 Deviation (BASERUT) AC Cracking AC Top Down Cracking IAC Bottom Up Cracking r 1, :1 6000 ,r +i , IC = i • 1 ,)*— (c,.*cf+c *thew (Dvdoo)) ± �' ,60, 2.856 ) _ * \ —casth oa�ma,se))2 'i = 2.40874 — 39.748*(1 (1 + hat. -, _C L.; = —2 * CLv ci: 7 Ic2: 3.5 Ic3: 0 1c4: 1000 c1: 0.021 Ic2: 2.35 c3: 6000 Top down AC Cracking Standard Deviation Bottom up AC Cracking Standard Deviation .-,/,...,3:,,.,,,,. ., - • - 200 + 23001(1 +exp(1.072-2.1654*LOG 10(TOP+0.0001))) 1+15/(1 +exp(-3.1472-4.1349*LOG 10(BOTTOM+0.0001))) CSM Cracking IRI Flexible Pavements C2 C1 C2 - - Rutting F ati e Crack C3 C4 - Transverse - Site Crack Factors + e O2- e4 *lO,-3--:, (Damage) C1:0 IC2: 75 C3: 2 IC4:2 C1: 50 O2: 0.55 C3: 0.0111 1O4: 0.02 CSM Standard Deviation CTB* 1 Reported with version: 2.5.3+6862.30758 on: 4/3/2019 4:19 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 21 of 21 211:5119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment •.rG'liuG;::-.:,;b/.%iu//XI.'i6 7/i%//»y.•&'; Design Life: 30 years Design Type: JPCP Existing construction: Pavement construction: Traffic opening: layer type Material Type Thickness (in) PCC JPCP Default 6.5 NonStabilized CDOT 304 Class 6 4.0 Subgrade Imported Material at Embankment Rvalue - 40 24.0 Subgrade Native Subgrade A -1-b Semi -infinite Terminal IRI (in/mile) Mean joint faulting (in) JPCP transverse cracking (percent slabs) E a-1 2W 2O0 180 r. 1.1 .a..x=xdapYk r 1.9, Initial IRI: if)n 1 1 IRI ._:.._._:_ iMa j ^i, 4 1E; Pavement Age (years) Cracking PIT 5. 1 till...I:411a SIM al 4.64 _a.�: • a ..............L.�.• .... 10 15 Pavement Age (years) r 1 .3 0.6 November, 2019 December, 2019 Climate Data 40.36188889, -104.925148 Sources (Lat/Lon) 40.3531723, -104.5473175 Joint Design: Joint spacing (ft) 12.0 Dowel diameter (in) - Slab width (ft) 12.0 Target 200.00 0.20 7.00 C 0.25 0..02. Predicted 169.12 0.08 6.70 Age (year) Heavy (cumulative) Trucks 2019 (initial) 25 2034 (15 years) 95,075 2049 (30 years) 223,941 Target 90.00 90.00 90.00 Achieved 97.94 100.00 91.06 Faulting Pass • Pass. Pass p C. C.1.2 ��,.g.s#lRk¢1!! �°iA`�^wiar°E .�� ' .05 **I E �'�.sdam' "a .e• 'ate' saw *+','^`� "°�®' °exksm*1°4 im+ a &bats — U O y. Q. •i�. ^t '9. 0- .20 Pavement Age (years.) Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM by: Approved with version: 2.5.3+6862.30758 on: 4/27/2015 7:05 AM by: Page 1 of 15 • 211 5119 WCR 39 Extension PCC North 3year 2ft Embankment y .File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment;:d Initial two-way AADTT: Number of lanes in design direction: Vehicle Class Dec o Oct Sept Aug Jul lun Ma y Apr M a r Feb J a n 25 Percent of trucks in design direction (%): Percent of trucks in design lane (%): Operational speed (mph) AADTT Distribution by Vehicle Class 12.3% 4.9% h'. i.. a"t: - 0. 7% •a 4 5 6 ! -; V;j i ',.. 11 Vehicle Class Growth Factor by Vehicle Class Class 4 Class 6 0.5% 0.21% 13 1` 1`a a- 0 •u 0 Jr. Truck Distribution by Hour ≥`2-1 - A 2.3% 2.3% I 8 AM 1_ --L F ti Hour of Day PM 60.0 100.0 25.0 M 3 MI Axles perTruck by Vehicle 1 lass Simie Ta Tikiei : e, Sa 03 —& _ i - ..s.. ler Ys rw I fra 0 r. cJ ay ite/c-netio /01 .07 L Traffic Volume Monthly Adjustment Factors Class 7 Class 8 Class 10 4i Vehicle Class Class 11 i '1 11 'L Class 12 Class 5 - (744 Class 9 q isi+ti:# 1+ 44 Y _ rJ - :44 If .t.b th ' rZ '� Q :44+ r s r ' : �! • 5 A rki •' t 5 4 't r th " ` t•J " ' to fib t� f t44 *y .f.b S 2 S r i ' a ! * + F i T14 kt� r ,3 t r — �' 4 iii --a .27. —* . a �^�. . ....' . - • . . --r . .. ` . --� a — —. ,..s —+ -• O O tj fl -F .. S.y� O t , M -f -i - F,�:f O Z� a r `1 -- i —� S'� o i. e1 '"7 —! -i 'e'. 3 ( 'r' -'� w t 1 ts'! 4' —3 - L. Q O .. .. O `, 3 n - O O A4 Factor Adj. Factor Adj. Factor Adj. Factor Adj Factor Adj. Factor Aida. Factor Adj. Factor Adj. Factor Class 13 t w L Adj. Factor Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 2 of 15 21185119 WC 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\2 1185119 WCR 39 Extension PCC North 30 year 2ft Embankmen>yt vratas,, RTbulareprehtatign.yof >Traffic .Inputs e ,nth iy .A ;.ustment Factors Level 3: Diefault MAF x *La, :t.x, 6Ck ' • „ - n.s `s an '. 0•; � s Month 'January WMLYMiY,AY4,MpR'e'1n,..:41M„HO`16,� February March WMh4.01,WaFP {W' a,Wa /AMSOWAVV.x. 4 lYdpgW F54%.MnN Augusta. ,/n- i v,WW n�f.auP5WRK/mtlq .bY%a �Y.bWiY/N%(YFWM September October. 4Mua!R,WnX1MNWJY/nnvnl. , I November MWW/WMaW3YWXYWAWMYAW4, 1.1 ZW.OW4%%YM//a9/N/. 1.0 5 6 0.8 0.8 Vehicle Class 7 0.7 I 0.8 0.9 0.x115'M✓uw0049Wnm9uWWm mruna,raver,d/niaY.wv.Yi/vnm/iamv iroWNroa 1.0 0.9 �.� W.4W.W,�Y�M�W.®a44. 1.1 1 1.0 1.2 ... ...1; 3 . 1.1 1.1 WYu,Y/niW///444%r3Y 1.0 0.9 A 4$0.01 /A/WW/Msk.' NYA4Y440 1.0 0.9 1.0 1.0 Wn nc a w M rob MvttYKMX4FOAIWhWM1 AYZNVAPWAV/a,WNH.»%NN/FWAWaNWRYaYaXWaM.W/ntSWatt W/W./4M/9f.WCWIXW 1.1 1.3 December j_ 0.9 0 8 J 0.8 0.8 f.•.'n....e..,N..n. xneere Y/moxfoAv afum0.14f ew4✓n n«nY74.1 vxwmn..wvNM1Wm/4%TIMumNf .vvv<'aw, Mnivmcse .w.vn..ws.+Sarzu.V.-.,bY4KW.W14 tWemnw.nnwttNM+.Y. Di tribe t .ons,byAVe Vehicle Class• .ld-6,,sS.: :• v ain&f':'.: ULf. 4'aF2eanoaf/' ".,aa.65".A!F1:e,1#!"" '4iyawaraf�YFi`,iY.reassa; 1.1 Qmaww.4a..a., Vehicle ' Class av4Rm.mM4�W/u•A'bL'nM:owY/Nn.YM4.v4t Distribution (Level N.Yirvaw%.4YAn%✓///.W.YMYAHYI/N/15/15%NN//N9Ya AADTT (%) Growth Factor 3) •H/% ",.' Rate (%) /F/w/I4aM/<4 xnwvnv mvtavin�avFttVuuwntt /mNNwW'YIWL.N✓%'n:'//n Function , N>WI.R,WM y ,.. 424242.)4.%4 ..n.,M mtlAM$'4W4Np�v.fl54 Class 4 pIRpJ�%IKN�44X4tl1,.; Class 5 Glass 6 Class 7 Class 8 Class 9 �mv,Xuuxrosw YaWnWaaYaWiae Class 10 Class 11 [V/ 1 5.1% 32.3% 18% 18% 0.3% .IIIMMWWM.YF1WNr(WaY'%nW: /...n,.. •• /NA 4.9% 36.8% 1.2% 0.7% Class 12 l 0.5% bxefl .e(M/IIe.Vi.AYW/.,xWY�iM'//IFS,. ..J ... .. iWaJ ,H]M),XWAY/OYhKiWW.RYIG]WlMa1W9405 0X9/MPAPMM V9� ,%'N. Class 13 0.2% LiWt(VFVANF.AN//7.1544 4Y4.4fleW/a»Att!b:W/MYfl.., +WiH% paWMW//MY/rAW/p///MWawMLbA1gMANWM.bVwv60046v. b%Y /H4,fIX fMM5WMM Axt ie onfi uratio M 2.048% Capapound 2.048% Comoound slo+.0�4• MKM[f .n415w.M.r.WR44WI✓r 1. 2.048% Compound YI,Mp%.YM` AHI WfiMf4W/diXY ... •, .... � ._ ,_. XfiM. pN1.M Compound MWXWIW.(VM ••. . W/.fkX,Ynv.M'arFiOb/� 2.048% J Compound 2.048% L Compound r� M Mc�plsRpA4., a[X N 4,Mr/ % ..n .r . '�} ,YA INrW„X 2.048% Compound s YA✓MOWAi:UaK(K " . (42WNa'FUYHUa(W/.UH %M%Y/4AUXW,FMNa"vM4 ,,.� (wl4NM}v..nlNXemfX' 2.048% Compound I fiMl'o)A. .�KY•�WCMlN/RtRff4 Y,NAfT'N/nUP,vhHb,%.(bX.YWAMOYM,u4bXplYNa4Yltn 2.048%Compound 4RYF>%9/LNn>/9.,M%Sq � nw.pi%/n>n WwMMnceWin(0.W4trYY,Y 6•`AWFW. 4N.MG.W%et6TwY1.•/L'J9. /AV M ,YA�AMV/M/+ 10 0,9 0.9 1.0 11 0.9_ Jr 0.9 1.0 s 1.1 I.0 �WMAWwYn/Mw 1.0 1.1 1 1.1 'OWNWbMwMWpN.Wca%/m»YNn%•hY, "j >////•`n'Ma41WbYaMWmtwoftemsw f 0.9 1.1 1.0 1.1 1.1 1.1 1.0 1.0 0.8 x a4{Y.V.444MVA,WAMYNW/,YMN,3 X44.(4 .4V0. .42150X44% 0r XTYMWHd47AW. F. ruck Distribution by Hour ;'9.,Y u✓d`' '�a'F#, 7.l arivii;': C:*stzCSC%RN1Ctis'.SAeS'"J .'w"iat s.°3rSt(//7ata d'2YZ;G ""mw 2'!.o 12 ,,1 0.9 1.0 13 1.0 1.0 4SA4XnawmnamWWA'WAYJ: 1.3 1.0 WA444i,•/M4AMMMTX 1.1 .e,M.MSw.M.0xV445..4N MYXWMn 1.1 1.0 XWM1Of!b..4..p•A,ryiW. 0.9 ix 0.9 Y/AMWXto,w.e MW.4xW.J44%.,H%UWR4WIXm'Va//Ltt4WA✓LYE%//r E. Hour Distribution (%) Hour Distribution (%) '3 AM M44XGN4YNW/AXtW 4 AM 12 PM 2.3% 1 PM w,4•nx4�/m«w.nw+im-...wT!,.4.rmw.w4wn.•«r,.nYi 2.3% 2 PM r»»..sx•.mstionez/vmeiemcom:Wwaa,Wnvax.owr/v arr araa4.wW//nxw .,W..ri Y.,Xu,ll7.1ma.;,,rwv, riXdWavANF4b'NW/4aei49~ '//M,t ~/nXVN/AYaA 15 AM 2.3% 16 -AM 6- wR4/VgYf* vs A1.iHR0/n/AC� nM,e�v .vnvF4..m..x v.e AM 5% X.,>Y/W'N.W/OMM%/.OYAMXYNv/ 7AM .CMMKKJOY.MMA SAM 19 AM 0AM ' L '• . x• z a rra tSig at atittag, ar,S €c WM :i'Xq )role, Z.VMO Sam,^ s. Yx Miksz anic+,7.0.ar, :r rat ascarri t Maddia ra w aaa rlit m xa zn iStrib traWat,aletWtteaMe '..a 5% 5 %D n4MwAW�AnuzwAX.aw,umr. 5% 2.3% 13PM %a...e,..w..MM,.gK✓.u44J}4alA.6cKYA4Yn2f.4M44. 2.3%© 4 PM Oz%4Wt4 YMY,41tK.c^/4V,W,W 5 PM 4Y.04/a4nYA AYAY YK%(W//HfMAaX 6 PM 'M. WYF44WMu„%WA'.(4WikN 7 PM Y/OXhXNMM4(4~/”0YWN/X44VW/flwA OW/W //A'AWa 1 mmw.e»,;>mY wx%a I mu:s�Wwauus� 5.9% 4.6% 'AnYXRYAMY.MYW/MM'//a%ryAW .49403004' 4.6% •A.C4.6.VOW/OW4.74:90.4)XM,X%Yg4MW. %WAROCH 4W,f.#4,.X'nYMIrWNmY4...x.maW4a.W 8 PM Y KI/A00 WM4M04rrNWAYWb2'4X 9 PM..... 5.9% 10 PM MYM4XW.wMRWt IUhWnNMY/AYa44C XW.wnusW.v<.».,',v<an'A,YYFWT'Nb'M:(WAsbWh.YaYPoJ MY,/ Traffic Wander Mean wheel location (in) I 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing Tandem spacing axle (in) 51.6 Tridem spacing axle (in) 49.2 Quad (in) axle spacing 49.2 Axle Configuration Average axle width (ft) 8.5 Dual tire spacing (in) 12.0 Tire pressure (psi) 120.0 Wheelbase Value Type Axle Type Average spacing of axles (ft) Percent of Trucks (%) Short Medium Long 12.0 15.0 18.0 33.0 33.0 34.0 3.1% 3.1% 3.1% 3.1% 100% Vehicle Class Fplass ..6, J Lia_ .1_ 0.I.L. 0 0 Single Axle Tandem Tridem Axle Axle 0.45 Quad Axle Class 8 0.02 Class 9 Class 10 Class 11 Class 12 Class 13 2.77 0.13 1.22 0.09 1.4 0.51 0 0.01 0 0.93 0.02 • Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 3 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment AA TT (Average Annual Daily ruck Traffic) Growth .: e,..�s�/sYs.Yua�.G/aYS..¢ aa�;✓..C..AKI_ Yix[,.... ,;.1. _ , - ...... ,.. _ _ * Traffic cap is not enforced ismaE '71 a e YY: JLE S 4.1 0 R•a ai an RD 155 fun F 1 r1 s 10 141 12 - • 0.25 d., 15 -4 0.05 1 r ". . [;asses 4-7 04'' 4 _ 1C 1 ;r. Pavement Age uy ea! s) C1hsses 11-13 Pavement Age (years) Cumulative Heavy, Tracks 25 r 1 1 iMY c"w�" Pavement Age (years) tar- aLl oLoq� 42 a at eV�! sue! ta- Yi a 01. 41 Pavement Age ()fearer.) 30 .R - L. aim Classes 8-10 *arc:64s is .m 1.1 S ; i...bn !a 10. Ali -Crud: C=lasses • • e a. t • f• • Pavement Age (years)., Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 4 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment Climate ]iipfflS Ss en gwanS�.d"..+'J czzis7.biirA,Som'sf.TJ, ° nlea"2t4ca r s7.'rogiivo•zo a-tsawe.tS+ .✓Jiewark::ea • Climate Data SOVitteSm . �7. a. 9ia$•"taria‘02 ^.Qfl • Nt44'@$: '0We w"ntFF°d6bd+l 4949+Z S nt f'$ a IP "Y'%UYaI4V4g*Ic a•Ic x5.9, 2 t. .me• aftz4w a Climate Station Cities: FORT COLLINS_NARR_ GREELEY_NARR_GRID Annual Statistics: c.<: ' .gar ;ax 1eba••,,w.��;Wacxs.>za.224.2...‘.+. a4►: a. • tin Pt- 'ra'➢.Efairss.?L!e1/4'w+$7•2,ESb..•.••moi ad•e%1+'.gbr$"'a'c°rva-'.L.4.4);comago•eak.F'Irv1:w • a•.44,*.en• a•."00:`"✓brie.ceeico..210344LC4t'CG0dA''dab:X449.'�a41F4•almemiswwttia•mmoonem:IF'✓zar.ficammeaJ a mamas 44i'E'tfin..-4-tea Location (lat Ion elevation(ft)) 40.361 89 -104.92515 4816 40.35317 -1 04.54732 4665 VE° .fir^...t..g. •'a2Z aVer.4. "54.0n j' •^' E redel2 i".'.4.' IL Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: I M Qf y Climate sun Ma a• arch Zxfilii • *041a/$. A4WhW6m'! ' if"1''.Y1•'4Z1lm"i^.,�i' lvez C` *'vA'�'' a•%x`Si°.Z+YLi�'exr ax + w G.O.PtieV Temperature e 4 1 Y J V (I he, ; 11/1979 3, 15 .2 - 2— �.` — it lit at fr IT' R 994. 44. +f c a V 941 TV* •� '•'xa a 52.69 13.56 486.01 74.42 • •0R4. 04ffi.AtI *4, R• .„p• Ktaert.444" • •t, • 2. r� Monthly Rainfall Statistics Imo - '3.12 0.29 -(0.2,2) ( 0.2•"8) •V n 0.9c .- (£).7'' ) 5 Water table depth (ft) (1.2 ) It, a C 5 1 2.1. B {1.05) 1.91 ] 84 (1.3=7) 4G..ys) 1.65 (O. 78) n 1.10 (0.61)0.91. (0.:'9) .5: (0.40) 0..1 t 1 _ vi O 0 r= C) 0) a 6.00 • •ei k •• r. . • • a X' .S.y'fy?R•• ppM1494.eg'• '.t'•..t•l4.•°7• 4.'a is• grit e. .•4 iaN. aye 4a imws0*4, a fl. s.:%,,y fix• a nr .>•A.. a'Hcninted./a•j+6Sck. •E^"'. ° .M. aTM37i3.4 K" 9�a wY9 ---, Monthly Temperature Summary O I Al a I 1 I 10/1983 164 G. D i 14 -f 10/1987 10/1991 E • 0 re a 4, a d E w T. 412 4$ ° gyp. ac * ' r. at . H 02. 4 ht a F 2 10/1999 k V 4 Q Sy at IMO t1 I 1 ! 1 10/1995 Date Monthly Precipitation, Wind Speed xk aa S Precipitation s s Ass a- 1! K a • Ap Y • s$ 4c; 11/1.'979 10/1983 10/1987 e Is 4 t N �t 'R 4. w a 40 sta 0 as B' 1} .v A . M E ., 49 .e C 4liN . 64* 4ty °• 6 a tut,. SAM %.8 • 10 w ` ii .*3"$ r'A 'V „ice 11 a � bate Monthly Sunshine Date Monthly # Wet Days, Maximum Frost et fir s maximum Fro •= t 9 2 vin o-� X MaK11i16 rl7 Average ini 'FFu n 10/2003 10/2007. 12/2009 Att m .41 Bet; nue a 11 II , 10/1991 Sfit P M1 C JR fi 10/1995 Date. t 10/1999 S as a K•aA t tar r 10/2003.. ° t • >;, Win] t 8 4 i IN ,N aib 10/2007 I R 4,4I Is 10 "n w 0 ',Ong a with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 5 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankmen Hourly Air Temperature Distribution by Month: 1 C's• 14.X e; •E agar/Ina. -13°Fto-4°F -7 S <-13°F { I _,.,•__.._� i K..Mim'r�.WnW • 1 I ti 'en:. t4 r7' of of Hours. 50° F to 59° F 911 127 • 'flt4'✓hntu:F✓1S N!&:URaY.:J.• :S%'M1 4, 0; -,L 1 # of Hours 590 F to 68° F 4;1 icrrz.„ ly 89 112 1 51 1-195 118 fi leire 121. '420,04 1-12 ist # of Hours # of Hours 4 Fto5°F • nJ' WOW 71 7 CI 1 14f I impel # of Hours 68° F to 77° F C .41 LV't tV,:r4FriangeirrQ,72?1iL 17. 11 11O ars 14 isvel • WPF.S.Tgrratinc4771.;;;; 2.42 -cc - 31 144 24-1 etr 5°Fto14°F 14°Fto23°F 23° F to 32° F 32° F to 41° F 41 F to 50° F 52 • • I %1:a i t I t 1 E L r L i3 gi # of Hours :55- ‘4 yreopy,4,Atz.s...rfs,vg.ftr4oscLt Tit Aftwomay 136 1.4 # of Hours jjjj V° -,:'ua. .151• '.: 1. tat .4M..••--.. .14(' A 2a• :17 248 Lit 1 Cc Iter • 3 cz # of Hours wpgaiwisynkbo,43,7-,-- 156 122 i i stkrawd40,- •Tzl-',•'N‘Ctsiakid*A.7- witrar424„31 • • 1 ti # of Hours # of Hours • duti— 7. 1 s t 23k 4»:: 1 r :, VW 113° • # of Hours 195 3 • 1E. 10 gfr 282 1 h. -.3.1.4 1.72 744 - '?1 S� # Hours I • Cr. re # of Hours Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 15 21185119 _:;i+{ Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment ropernes :;; "too&-LI .: Structure m 'CM Properties PCC absorptivity surface shortwave 0.85 PCC oint spacing (ft) j is joint spacing random ? False Joint spacing (ft) 12.00 Joints ‘Doweled Is joint doweled ? False Dowel diameter (in) - Dowel . spacing (in) - Widened Slab Is slab widened ? False Slab width (ft) 12.00 ,g Sealant type Other(Including No Sealant... Liquid... Silicone) Tied Shoulders Tied shoulders False Load transfer efficiency (%) - PCC-Base Contact Friction PCC-Base full friction contact True Months until friction loss 360.00 Erodibility index 4 Permanent curl/warp effective temperature difference (°F) -10.00 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 7 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\2 1185119 WCR 39 Extension PCC North 30 year 2ft Embankment IRI (in/mi) C VINE 22C - 20C 18C- 16C- 14C- 12C - 10C 80- 60 40 _ —1- IRI _ _ at .1._ m me Imo . _ _.•.. \._ . _4_11 H i 1 ..•r �9E^R•M•.11fL�`.. iitFd+� IErlae 9,Ati'j ....._ i surielow,T 0i t [ "*.f.s. iM.. �.,�rwsyr sik.R.,s/$[[[//�s1s 1 ` ! i a• iifdlyi a r _ } J t t� i . r / y / / t lf.....; a, i1 1 / +/ `i 11 t t f I � d 4 5s.�t 1 S� � � r i � t y49 +�f R ..._I _ f{ .._. i ;--- -t - ty1 !�( w! 1l•'yak' �#y1, srlfi. lilk#1% 1�. a It �r,�sR1��rs1a��R�r,�� 8i"/`�IIiRi•M.5!••aiW•iA�AlY9YtlhiMiR9l+'�' ..x.._..._.. t i i 1 3 it 1 I ! I 1 S I 1 1 1 1 1 r 1 t y�/y S 1 I r 2�fy S 4.0 280'207 10 110 1610 2010 1410 L810 080 X081 208008 X04804 011 2019 0.25- 0,15- c 1_ Slab Cracked (%) 0,1- 0.05- 0 as Threshold Value P avement Age (years/date) Faulting (;5 Jt I 1 ! 1 f i i Specified Reliability - - @ 50% Reliability —r t asMRA��'�I/t$ »..». _. .�»_�.. 1. -w•1 P1YF/*1apll/-rFRe�rdd6f3a+rugs+�r../�aa;;/.r4tRa.�+e+/'!'r/ _ ___�— _ . _ _.� _ t ...w wrrIFM�Ir1as SS ./ •h 1I?b 4,R R i a /(googols .%i .. ' ,�, ,44R, 440 aMrl• rim, �r.1..eyq. raa +MkG ,sII +?R?r e51F &Ial .c,q •iIi!" •BPr rte:nrr e3C- ?IIS5 +S• +.li . 04.4.44++++,q If• i1• tE•fiF es .i / / ,> wi imp elm ' J ma is I MITI /IB C ..ry �+ ..i alai laic aalt a►F yiMP IIR1 SIIrF C+ X53 iE31 arm ' i1 .C_ �•�� • 1 ► 1 I 1 1 1 S 1 I 1 / 1 1 1 1 S 1 t _ Ii ! I i 3 i ! 011 2019 8- 7- 6- 5 4 8- i 2—3axrg=S9ar��a' 4. — 0 0.1 2019 4.0 2023 4.0 2023 r 8,0 2027 8.0 2027 12.0 16.0 20.0 2031 2035 2039 P avement Age (years/!dam) (i f Cracking PCC 1 II —÷ i i 1 _ - — _ —,>� s wz a a a mac. a wF �• At* tit SW a,1� 4S 'MR tI91 . ,es a -- f aW lain* — !E�' i a Rs. ,® 1r' Ids 1 I 1 ' ell1+1'i-lfa **4-3a.i lk iFl l.l�6 i7 /1!**ItiR'etta *i/ar}5111*11 t 1 2410 2043 *w**s, **fa.i1*1*!• ER a. r �Ijp l • 2810 2047 isSiF1tl14 I I 12.0 16,0 20.0 2031 2035 2039 P avement Age (years/date) I I I 24,0 2043 I I I I I 28.0 2047 1 with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM by: Approved with version: 2.5.3+6862.30758 on: 4/27/2015 7:05 AM by: Page 8 of 15 211 5119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment PCC - E (Mps0 PCC - MR (psi) Base - E ( ps0 Dynamic 1< (psi/in.) 5,1- 5. 4,9- 4,8- 4,7- 4.6- 4,5 4,4- 4,3- 4,2- 4,1- 4 88C, 86C, 84C- 82C- 80C - 7 81_ 76C- 74C- r2C- 7 `I II_.< 6 8 C I PCC Modulo. (Epee) _ 1 I. _ I _L . _..-_.�t.. r ih PCC Flexural Strength (MR) T r- - U,1 9019 Dynamic k -Value 27E 27E. 274- 272 27C- 26E - 0.1 2019 4,0 2023 Pavement Age (years/date) I 1 - .fit -..r i 1 8,0 2027 1 I 12.0 2031 • 16,0 21135 rriVaY • Pavement Age (years/d) Base Modulus (Ebase) I I i = I I I Is, r.. f .i __ i 20,0 20.39 - ..%..K -....- 1 I r .�.._-_ .. 4.__ ....,.q,.. • _. w I • 24,0 26,0 2043 2047 • I r I I 1 1 Reported With version: 2.5.3+686230758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 9 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment Cumulative Damage 0.08 PCC Cumulative Damage Top -down 0.07 .m ' Bottom -up 0.06'. 0,08 'l 0,04 0.03- 0.02- 0.01 0.1 2019 4.0 2023 4.0 2023 • 8.0 2027 8.0 2027 34 re a ti 12.0 16.0 20.0 2031 2035 2039 Pavement Age (years/date) Load Transfer Efficiency 1 I I I I I 1 I 1 I I 12.0 16.0 20.0 2031 2035 2039 Pavement Age (years/date) P M -v �.. "' 8 a** 24.0 2043 24.0 2043 a M R 28.0 2047 28.0 2047 .y. t• - a a with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 10 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankmen Layer Information PCC Thickness (in) 6.5 Unit weight (pcf) 140.6 Poisson's ratio 0.2 Thermal PCC coefficient 10^-6; of thermal expansion (in/in/°F x 4.86 PCC thermal conductivity (BTU/hr-ft-°F) 1.25 PCC heat capacity (BTU/lb-°F) 0.28 Mix Cement type Type I (1) Cementitious material content (Ib/yd^3) 450 Water to cement ratio 0.36 Aggregate type Granite (3) PCC temperature zero -stress (°F) Calculated Internally? True User Value - Calculated Value 52.5 Ultimate (microstrain) shrinkage Calculated Internally? True User Value - Calculated Value 371.1 Reversible shrinkage (%) 50 (days) Time to develop 50% of ultimate shrinkage 35 Curing method Wet Curing PCC strength and modulus (input Level: ) 28 -Day PCC compressive strength (psi) 5370.0 28 -Day PCC elastic modulus (psi) 4030000.0 Field Value Display name/identifier JPCP Default Description of object Author Date Created 2/27/2019 11:33:56 AM Approver Date approved 2/27/2019 11:33:56 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 With version: 15.3+6862.30758 Reported on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 11 of 15 211 5119 WCR 39 Extension PCC North 30 year ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment Layer 2 Non -stabilized case : CDOT 304 Class 6 Unbound Layer thickness (in) 4.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus(Input Level:.2 Analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 25000.0 Use Correction factor for NDT modulus? NDT Correction Factor: Mel Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 10 _'••\ x v �f , /Y Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Defined? Is User Value Maximum dry unit weight (pcf) False 127.7 , t G . Saturated (ft/hr) hydraulic conductivity False 1,432e- }2 Specific gravity of solids False 27 Water Content (%) False 7.4 User -defined Soil Water Characteristic Curve (SWCC) Is User Defined? of bf cf hr False 5.4942 2.0616 0.7128 i,16.0000 Sieve Size J% Passing 0.001 mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 40.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 12 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankmen Layer ubgrade : lrr>npdrt d•E ank en.t Material. at Rvalue 40 • tUnbound Layer thickness (in) 24.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: Annual representative values Method: Resilient Modulus (psi) Resilient Modulus (psi) 9494.0 Use Correcti n factor for NDT mu dulus? NDT Correction Factor: Field Value Display name/identifier Imported Embankment Material at Description of object Imported Rvalue = Embankment 40 Material at Author AASHTO Date Created 7/11/2018 12:00:00 AM lApprover Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) 'Province User defined field 1 J User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 21.0 Plasticity Index 5.0 Is layer compacted? True Defined? Is User Value . Maximum dry unit weight (pcf) True 120 Saturated (ft/hr) hydraulic conductivity False 8.511e-06 Specific gravity of solids False 2.7 Water Content (%) True 16 User=u swC efined C Soil Water Characteristic Curve Is User Defined? False of 68.8377 bf 0.9983 cf 0.4757 hr 500.0000 Sieve Size % Passing 0.001 mm 0.002mm 0.020mm #200 60.6 #100 #80 73.9 #60 #50 #40 82.7 #30 #20 #16 #10 89.9 #8 #4 93.0 3/8 -in. 95.6 1/2 -in. 96.7 3/4 -in. 98.0 1 -in. 98.7 1 1/2 -in. 99.4 2 -in. 99.6 2 1/2 -in. 3 -in. 3 1/2 -in. 99.8 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 13 of 15 21185119 WCR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankment Layer 4 Sbgrad Native Sdbgrade Amt -b • Unbound Layer thickness (in) Semi -infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 16500.0 Use Correction fact srfor NDT modulus? - NDT Correction Factor: - Identifiers • xN �1^ltl'. .x'.u.,Gk.>L;a%M <vn �/..a<�'w .im �`:d`is��:: �x�.,.�.✓c>o. d ..`s>n:uhf.�a./axv.:.l.-x✓,w✓.'✓.'w'.::r�rd3B.,.�.....;�tdc.....//,fr,.:nw�"i�%U.....ra'...�a<R.G.:�40 Field Value Native Subgrade A -1-b Display name/identifier Description of object Material Boring Tested B-6 @ 4-5.5 from Terracon Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 7 3 Revision Number 0 Sieve Liquid Limit 0.0 Plasticity Index 0.0 Is layer compacted? False Defined? Is User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 3.103e-02 ' Specific gravity of solids False 2.7 Water Content (%) True 11.6 User=defined (S CC) Soii Water Characteristic Curve Is User Defined? False of 2.5152 bf 3.0271 cf 0.9565 hr 100.0000 Sig ve Size % Passing 0.001 mm 0.002mm 0.020mm #200 3.0 #100 6.0 #80 #60 13.0 #50 #40 25.0 #30 #20 46.0 #16 #10 65.0 #8 #4 84.0 3/8 -in. 92.0 1/2 -in. 96.0 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. a 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 14 of 15 21185114 , • CR 39 Extension PCC North 30 year 2ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 2ft Embankmen ration Coefficients 1CC Faulting au = Cr + (C1 * FRa23) C34 = C3 + (C4 * FR° 23) F 8_...7: [logo + Cs 5.0ER0D) WerDa3=s log ( p?Go c b au.ttMaxc12 r q G = i_ �T <<rg. b: r T [yJ� 1 J na FaultMax = FaTuitMax° + C7 *)119E1 »: log(I + Cs t 5.aERoD)c,, j= AFaulti = C34 v- (Fa ttMaxt_f -- Fault _1)~ : £AEI C8 = Dowei De, teri oration C1: 0.5104 C2: 0.00838 C3: 0.00147 C4: 0.008345 K C5: 5999 C6: 0.8404 O7: 5.9293 O8: 400 PCC Reliability Faulting Standard Deviation 0.0831 * Pow(FAULT,0.3426) + 0.00521 lRI- pcp I C 1 - Cracking C2-Spg C3 - F au1t tg C4 - Site Factor Cl: 0.8203 C3: 1.4929 C2: 0.4417 C4: 25.24 Reliability Standard Deviation 5.4 x PCC Cracking loge F) _ 1 ' (MR% �`2 Fatigue Coefficients Cracking Coefficients Cl: 2 C2: 1.22 C4: 0.6 C5: -2.05 T 101) CF PCC Reliability Cracking Standard Deviation Pow(57.08*CRACK,0.33) + 1.5 1+ C4 Y � UF J • % R . ".R xi.: • p x.49 „e'L' _• . Reported with version: 153+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by' Page 15 of 15 ic-2 120 211 5119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankment; Design Life: 30 years Design Type: JPCP Existing construction: Pavement construction: Traffic opening: Layer type Material Type Thickness (in) PCC JPCP Default 7.0 NonStabilized CDOT 304 Class 6 4.0 Subgrade Imported at Embankment Rvalue = 40 48.0 Subgrade ,Material Native Subgrade A -1-b Semi -infinite MIK November, 2019 December, 2019 Climate Data 40.36188889, -104.925148 Sources (Lat/Lon) 40.3531723. -104.5473175 Joint Design: Joint spacing (ft) 12.0 Dowel diameter (in) - Slab width (ft) 12.0 Traffic Age (year) Heavy Trucks (cumulative) 2019 (initial) 25 2034 (15 years) 95,075 2049 (30 years) 223,941 Design fits Terminal IRI (in/mile) Mean joint faulting (in) JPCP transverse cracking (percent slabs) Distress Charts 2 mac: 4' 1 1--4 4=4%40'4" l._',O :Initial IF:I: s IRI 200 1 5514 ₹ '�'u vaaaa 3 a ra�s4'v l9- sM,l1 tld' , �aa ._ _�._ ---1-- . - - 1U7•9G d Jy .. _.. W ..,,.,,.-.,.._..__ P a EMI' d • 3- .. M 6°eg at aBGI of s I 40 , 5 t ., U-. t 'i .. Co PIA 1.5 Pavement Age (years) Cracidng PCC al ti ----"-4aistli -.--- i t 4 Tht H--" 0,29 —tea r.MtaR.IM.-'1^. -u^�i 'NAVE - IV _ Pavement Age (years) l F, Target 200.00 0.20 7.00 Predicted 155.84 0.06 5.45 Target 90.00 90.00 90.00 Achieved 99.31 100.00 95.23 Pass Pass Pass Fauitiing 1_t , i r". a+1s%tab9vvwv�₹dtW-as,:s nx Has ianuFaCyttk Om 02 " y n z Zroat. inn alumni ale t . so — .+a a. ice— ..., .. 1.34' 15 c- i br Pavement Age (years) 74 s Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 1 of 15 a 21185119 C 39 Extension PCC North 30 year 4ft Embankment _File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 4ft Embankmen Graphical Representation of Traffic Inputs .,.,.;>ss«;iG,:A//.;:w."it4.,%t-✓9:a,:.i::r.iZ.,.,.f:jd.;;,R,`Ai;B;:s.:"uladq,.n.e.a-;yF:bsfi.AR :bs≥'.rZi$v�Xitiaj`4K'l✓u`n Iteif 71 5 row a-- Growth Rate (%) 1 Initial two-way AADTT: Number of lanes in design direction: D e is Nov Oct Sep Aug Jul Jun May Apr Mar Feb 1a ri I i r1 r'4 25 Percent of trucks in design direction (%): 1 Percent of trucks in design lane (%): Operational speed (mph) AADTT Distribution by Vehicle Cass I i t Vehicle Class 1:S. &..' _ 1.2% C Growth Factory Vehicle Class I t K- .5 I .O. C, t.` Y U s s Vehicle Class Class 5 Class 6 Lit i • j i I.. k, _-i... 1. 1_4 .,..,; Y. ..,_ 0 3 ca 5 r 0.2% 5 O S_ klY 5 Truck Distribution by Hour 1.? OM 5.40.+1 12 -AM ... •,M1-.. 2.3% f- SAM 5.0% 4 l 12 AM 3,AM 6,A 1 SAM l.; w. `1 Hour of Day 1.c 3.5 C $k 2 1.5 P 60.0 100.0 21.5.0 far I Axles perTruck by Vehicle Class eTa Sein •1 twi T- seer t F I 0 fi 4 S_ Traffic Volume Monthly Adjustment Factors Class 7 Class 8 Class 9 Class 10 vehicle Class Class 11 s x !{ t 4 A- U A+ - *bit! ' r to+ r) ,' i " ' a a -f -' = - . r +1 ' ' s --� r f 1%4 + c4' a c*!i *.� s'•x �'� 5 r•L r�1 + att 6.6-6 --.i -� 6- 6 --r-+ --+ r 6 . A:i -`� 0 0 6 z --; - 6 6 6• 6 --a -46 0 6 --; - • - d + ritia ' , a Class 13 :•a .. : a ' !AI de; "'a.; .-; - Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Aida. Factor Adj. Factor Adj. Factor Aida. Factor Adj. Factor with version: 15.3+6862.30758 Reported on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 2 of 15 2118511 `:ti ,'°CR 39 Extension PCC North 30 year 4ft Embankment kite Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankment;, aPC in VI of raft c Inputs PION j Ac •:ustrnent Factort it_ Level 3: Djfault MAC= Month Vehicle Class 4 I 5 I 6 I 7 I 8 I 9 1 10 I 11 I 12 1 13 [January f February March !April _ May ,June July jAugust September 000,0001 n 1October 0.9 /000000' (4' 0010, 0.9 1.1 1.1 1.0 November 0.9 December. n 0.9 m .. .• 4,0009.00/.7a00,007/0050000000% 0.8 0.7 0.8 rAyIAbUMX (f(f'Ix4F MNufyyf,f C}YrBNIM✓/.%✓N Mii„YnY. „x.,„„. Y { 0.8 0.8 0.9 1.1 1.0 1.1 0.9 0,9 1� 1.0 i 1.0 1.1 1.o 1.1 1.2 1.1 1.0 l 1.1 1.0 00000.4.000501100000000:007/50000440 t0 mr.�.r...m.nu•n 0.9 0.9 1.0 1.1 1.1 1.1 1.1 0.9 100 mW/A4n' 0.9 0.9 ANY ZOt wll/F3%K+�IW[Y%%.OYNX,../AdfOYA%(9JAA 0.9 1.0 1 0.8 1 v,.awxnaK.Kmae' 1.o & .....-.n, 0.9 1.0 1.0 1 1.1 ..„j 1.1 1.1 1.0 1.0 1.1 1.0 ",_ ., 00000:00000000.00.000140050104‘00010. a m 1.1 1.1 1.1 1.1 1.1 300.1000000%.2%4000:000000/400.0040900“ 1.0 400000:srer..,swu+nwan w , ... i .n....0149,4xn:rnx, 1.0 1.0 1.0 1.0 1.0 s 1.0 1.0 � « a �nK K.aYaa.aa..000.fl K � W � .. i y 0.9 0.9 0.9 0.9 1.0 1.0 1.0 0.8 ; 0.8 I 0.8 0.8 i 0.9 0.8 1 0.9 1 0.9 .gvima.w.�aYn'AY.Y.NM�nI.aVfa0..M.KMxvTi.NmwnimM?V.K(.�W%RtKOL'� .MA%.RLLYwvifaelYati,Er.wai�'Jiox . .Hi7KN..�..+aJv..Ka xsm»K.vaxa�s .iwetaL.•mmlw.v// ,/sxa.'nes.nMia.ceeKMu�me.wvu.rtKmcKr s by Vehicle class Vehicle Class Class 4 Class 5 Class 6 Class 7 Class 8 40, Class 9 /Class 10 /040.ID'MI3401eri 0000.0%0000000.000/400,7ZYC., Class 11 Class 12 .,1.00 4,1.,. „ ,0 a.a WAC0.>.4..KKW. [9jass13 0.2% YA. 3 18% rX00:00WMV000004%ib 400100 000000100004 v9.000004 0VA400G0YXWMR.wsT.,rmOena 0.7% 0.5% 40„00. Growth Factor Rate (%) 2.048% r Compound �... ,..K... c,.aaacr...., 2.048% 1 Compound w a n.aawmrrX ma 0000 a a.1 w .+wKaw 2.048% Compound 40000,040001. Function 2.048%. 1L Com Compound vnwm.P✓H»e,s>xxf.w'..nNMwRM'NP 2.048/0 Compound W.S 9/M nw..M%V/.KWIMUOM1wdR.1 01100X4010-4, 2.048% 1 Compound 2.048% X.MaiN�W. , ..�.�., Compound 2.048% 1 Compound aKu44wwxkne.ww.4ttaea.®044.,..a�^xaalnnxcm..w.�isw.l.e.«ua.+x.a:..4.•i-n...ay. 2.048% Compound 2.048% Compound Traffic Wander Mean wheel location (in) 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing Tandem spacing axle (in) 51.6 Tridem spacing axle (in) 49.2 Quad axle (in) spacing ,9 �.2 0.9 1.0 a. x it Truck. Distribution by Hour ._ .'�.'y�"'.00.nnhEGd:3Yi' ^? 4`•aaa xx.cm.ar.'fd:II''i?'PZ�Cx13't�$F'dFs?o'"CSy°a'�3`s�i'?G'."i3sC•'s 1.3 ^0004# e50160.a0.0 1.0 1.1 Hour Distribution (%) Hour Distribution (%) 112 AM 4 ([v400444'µ 11 AM -.V w‘00,/,3001wari.. 70404S 12 AM 13 AM •4 AM 44-.�..K._ 5 AM , J12 PM #1 PM 2 PM 2.3% 3 PM 2.3% 16 AM 50/s 7AM�,.. 5% 8A_M_ 10 AM jil AM Axle Configuration Average axle width (ft) 2.5 Dual tire spacing (in) 12.0 Tire pressure (psi) .120.0 Wheelbase Value Type Axle Type Short Medium Long Average spacing () of axles 12.0 15.0 18.0 Percent of Trucks r/o) 33.0 33.0 34.0 E E 5% 5 PM 6 PM mavmr..aws9m�.x4w 7 PM 18 PM 9 PM 10 PM 3.1% 5.9% 5.9o/0 5.9% K0V01MYLf,5,%�bµ%50a,A% 5.9% a..1a n.r ,0Km K 4.6% _ 4.6% 4.6% 00-S �br ofi Axes! per True 4.6% 1 3.1% Vehicle Class Single Axle Tandem Axle Tridem Axle Quad Axle Class 4 1.53 0.45, 2.02 0.16 2 K4a0 93. Class 7 J 1.19 0.071 0.45 Class 8 2.11_[ I . w.,,w✓�aunnremrvavw,i �iir.wluuau�mwnuxuwtim�.avipewawYmK+0m•:02w.�nw 1.16 1.88 ww. . KFKq xe]dwmraqxu.�.a»100000.00'naa/O/nu<aw,l(wswl4avM1 1.05 i 1.01 OW ea Class 10 rlass1 1.2 lass L Class 13 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 3 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankment; ' a (Avenge Anna . . z f -: T.r f i Growth * Traffic cap is n 12. n L� :"- t O.2 0.15 - IL C 0)t — C tit 0.0,5 t enforced Classes 4-7 X Oa I .... ..-... .._... Fin -..+... ;t fen If ,�. 15 sa i.i Pavement Age (years) Gasses 11-13 q Class S el Cins 13 Pavement Age (years) t 2 '7 � t. Pavement Age (years) A' gr- - Case 8-10 D -4 i t I Pavement Age (years) Arirurk i:kksses - .....4.. L..3 k Pavement Age (years) Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM With version: N/A Created on: 4/27/2015 7:05 AM With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 4 of 15 211 5119 WCR 39 Extension PCC North 30 :.-ear 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankment Climate .Data Sources trurtmaalararaCi Climate Station Cities: FORT COLLINS__NARR_ GREELEY_NARR_ORID Annual Statistic., jaiSkaataraitiaSis .araaz.-to malt uaear rsxs re.neasstx. Location (lat Ion elevation(ft)) 40.36189 -104.92515 4816 40.35317 -1 04.54732 4665 Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: Monthly Climate mita 71y 4-1 1O a 711 F- C O 4--' LL U7 • i e, 1 . 111 C 7/I C GO ,s„eN 1>ar d S 52.69 13.56 486.01 74.42 C Monthly Rainfall Statistics as — -O. 32 0.5 —f0.2.21 n I a I .t • t: 't I U- 0"95 O.761 Water table depth (ft) 414 s_ .1B 11. 35) 11] a 1.Z1 •4a..I n .. va reel 'pgae • 541Vi s'biezdf R'n'Cu'7"" eta rattuAvapasr_.ee"Si'r'eNtt - o nth 1 y Temperature Sun -Dinar/ •f r 30 1.0 1e , A u I � a : tta S a• d d a 4 c 1 1/19 7 9 Date DA 3C €0 2C - U * 1 20 - II S as a Yay ,4 as• Q t a •4 v - -s , a; a s V no 10/198:3 fiki A. 1 0/1983 13411 a it 02 I • e,i yq 4'r'ztea . �' ym a a a 4 w ria ata 4 ea 1 G¢ a1 not • :4 13 4N. Jill V 44 4 c • 0 it a '¢' . ca At 4. sa ft rt Y e Pt 10/ 19'1 � o es 4 1 44.3 .a v 4. •7 y cq • a t.4 cste O 6 4 • •* 2 A. • S u a Y i • 10/1995 10/1999 Date Monthly Precipitation, Wind Speed E I 7 10/1'98 t 7 Precipitation 4 n a gjgr 4. m 1'. $ i i K Aa a (6 3. S t'# .Ri ✓ p 2.2 115 ugs ;14 11 ST t tA 0..a •' -it S. a Monthly Sunshine .:4if;Nap:It-SP 'lie ti Q • P dam.4 $ 1 Date Nonth1y # Wet Days, Maximum Frost 1,14 it It tat .4 at ill IT Itc tti 41. I 21 aNt 942 10/1995 Date 98023 44 renaximum e s 1•Fi 'f O. t; n 1 . C•'. • " •Na a op• ""4'i.:•3K9.e 1"pia•.".+•r"a": e 7- '" a5 a °.'°ncR "yy�a.5"_'°h.. .was 9 1,0:4,.' ...• a teiseaar aa.as .• E 4 . • rp rgi 10.40) c..31 A gy 6.00 -a a ion on:3 a 'a a w a 4 EP 1r4 EP a- 1 G .a ;A 3 p a 10/2n07 1 @ • 4. titc fl a 12/2009 s p • a a to d 44. 1-71 �1 a Average rn 441 4.1 4 tin Cob. 45 eri 1 2/2009 4-1 with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 5 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 4ft Embankmen Hourly Air Temperature Dostribution by Mont11 1,4° F to 23° F 23° F to 32° F 32° F to 41° F 41°'F to 50° F 0-3 Cs z faxisa < -13° F w_. i•- r • X I 5 1 8 i I -.•nnn.,,TM,••�rv.nn.nnnxn•.+Mx.vnV�•-n -,..rM._e. f f• iw•., .... onm,..,,.nr.,. I -.-- ₹ .....w I ..: " ,_ _...... y�n • �k:. ,.. 1 F• •C T -13° F to -4° F 6. i • • ion.. H . _..... to 5a e { '127.77t.77',412.,_ _l -- -j _ r, i z....,�L_ i I.. M 1 i..,.6,t i I 1 xx:�axtiv l • 17' �_....., •••%* :wvS5°YJ . _ r -r"—i— lrtC.... f4',74•^ tails^.'.1tveg rAl . et:tSSMII'Ma. :F'H..,.a. • < 5g i C 1"": n1 }ate -4 of• Hou rs 50° F to 59°F: 19x,, aid F -of Hour's i 1 • 47-4 #'J• iii' an N. 'Sit 'a. 1,72i of Hour -s, 59° F to -41 73 72 109 89 09 119 1511 -- 1 SE 15 -7r- 1.134 kiii..re•wskey. 0 O- # Of Hours of Hours 221 235 -4-220 255 2.11 11, 241 al A Lee # of Flours 5°Fto14°F W. t v1L " t S .. x.. . ...H (. . Sf ¢f...w,..,.-i r - Li,, _...Ai_t_ 1- 'El, i I 4 I a I i I..�.ar # of Hours ettsidiataTikirliaar of Hours • 3 iLii.... I 3 .,11 'ICI tx L a • 12 3 255. --- 1411 12. . 1.4 lap - R71' I. a- # of Hours 1,69 - —25.1233;— inr # of Hours # of Hours of Hours 950 Satear,e1;nvonory ".",;711 t -lit_ 8 I 18 fib Aravi 41.4) of Hours • i {{ 447 w F773 mmmal • I —771 w Mai I 1 1 $ _t.... :1'.n .ki' _s.. Pi # of Hours # of Hours with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment 4 !File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\2 1185119 WCR 39 Extension PCC North 30 year 4ft Embankmen JPCP Design Properties Structure - ICM Properties PCC absorptivity surface shortwave 0.85 PCC oint spacing (ft) i Is joint spacing random ? False Joint spacing (ft) J 12.00 Doweled Joints Is joint doweled ? False Dowel diameter (in) - Dowel spacing (in) - Widened Slab Is slab widened ? False Slab width (ft) 12.00 Sealant type ©ther(Including No Sealant... Liquid... Silicone) Tied Shoulders Tied shoulders False Load transfer efficiency (%) - PCC-Base Contact Friction PCC-Base full friction contact True Months until friction loss 360.00 Erodibility index 4 Permanent curl/warp effective temperature difference (°F) 1-10.00 Reported with version: 2.5.3+686230758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.53+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 7 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 4ft Embankment 7<;.�v.::,:'7'l'q,5 %x/ 1///7#•?4) IRI (in/mi) Slab Cracked ( ) 22C 20C 18C- 16C- 14C- 12C- 10C- 80 - 60. 40 IRI I ill- - r 1 , „ iF 1ikt i BaR!L�1Flkiw at" 3 , ₹1 a,,..__ ,--n...41....E,,. _.a>s_ ..�i .._. —' IE�. w�.rwEs.al�##�l�}Ap _ *If*II1114" *14 3� .ti.� _ �_y_._. _m� �. _..: ___. l». �r 1 € r era aka . il pp {g p /J 05, y,y p p, ■ �, sI T !�,. �q. y� y ES e�.Q 1. i%wTT!Yj Ik T`�`'� i Y 4 f an... IRI. +' $.4^�'�R6^S'�'S2')�yyyy �'g. 4.:- rril NO SW'..Sff iJl.6'.'.CT.II: S' ffil Jam -fism ims.takiiiiiisw twos, oat 84 48liS 46!tea, �>s�r!'N _... _ 1 _ _• *a, .— 1.w aili Pf E_,_ .,_. i r l i a 1 0.1 2019 0.25- D.2- 0.15- 0 05- D 0.1 2019 I 4.0 2023 MU —in 8.0 2027 Threshold Val�1 I i I i ! ! I I I I 12.0 16.0 2031 2035 Pavement Age (years/date) e aaaa ` F ]I Q • 3 e P 5 1 1 f ...E _. —. __,._ .. �__...._ .. ,� �_ -. -.o........_....,_ ?.• _.-... . .... ...... w:�' IF�e?t:�≥+�4�Eeasn� ��ssts�w-w >n4+��.�� .I� �■ x I ky3. aI•1IHWA' �3fB a +�I� lftl3 .rvc �� a� r.:+w�.a.r.vri»rraT«nv:d)rr34w, 12,0 16,0 20.0 • 651 Faulting st- Specified Reliability I 20.0 2039 —J I I 24.0 2043 { 50% Reliability I I I 28.0 2047 I 4.0 8.0 2023 2027 �_...._r I1 -4-- - —t._ 2031 2035 2039 Pavement Age (years/date) Cracking PCC 1 +ii n ei iv Mill E i/ ! 1 I I 1 .4,44$bwlea 1 • 0 0.1 2019 X 4.0 2023 8.D 2027 r I I i I 24.0 2043 8l r I I I [ 8 tBipM}.F[dwww:tl•itE [ 28.0 2047 ar .# li#4''+4 I : r a ran ' — ..= y� a ma lei m,. osm¢ . gal re ,._ i• cr., . a spa a� sat ass Wilk 3w3! ; �e4' i M6K8s ^ice' 3��. 2L �P�B —. Wit 1 I II III I 12.0 16.0 20.0 24.0 28.0 2031 2035 2039 2043 2047 Pavement Age (years/date) with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 8 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankment PCC: - E (rips') PEE - MR (psi) Base - E (kpsi) Dyn rnic k (psi/inc) 5.1- 5 4.9 4,8- 4.7- 4.6 4,5 4,4- 4,3- 4,2- 4,1- 4 t V- L _ t s -t . 1. T ..._ 1 -r 4 , PCC Modulus (Epoc) I 88C - 86C 84C- 82C- 80C- 78C- 76C- 74C- 72C- 70C - 68C 24,0 0.1 2019 Dynamic k -V clue oil 2019 j — f- r I 4.011 .0.� 4.0 2023 I r 8.0 20:2? 8,11 2027 PCC Flexural Strength (MR) I i ._ r_ _ j_ 1 1F 12.0 2031 16.0 2035 t Pavement Age (years/date) Rase Mc '.Ylus (Ebase) f 3 a 2070 2039 12.0 16.0 20,0 2001 2035 2039 Pavement Age (years/date) 1 F 2040 24.0 2040 r L._ 4- J I 1 28.0 2047 20.0 2047 I 1 1 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.53+6862,30758 Approved on: 4/27/2015 7:05 AM by: Page 9 of 15 211 5119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankment] Cumulative Damage 100 LL, 0,1 2019 4.0 2020 8.0 2027 PCC Cumniative rugs 12.0 16.0 20.0 20:31 2005 2039 Pavement Age (years/date) Load Transfer Efficienc 16.06 2005 Pavement Age (years/date) 24,0 2043 • 1 10 ,17 213:39 24.0 2040 20.0 2047 28.0 2047 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 10 of 15 211 5119 WCR 3t!; Extension PCC North 30 year 4ft Embankment ;File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 4ft Embankment !seer Information Layer I PCC .JPCP Default PCC Thickness (in) 7.0 Unit weight (pcf) 140.6 Poisson's ratio 0.2 Thermal 10^-6� PCC coefficient of thermal expansion (in/in/°F x 4.86 PCC thermal conductivity (BTU/hr-ft-°F) 1.25 PCC heat capacity (BTU/Ib-°F) 0.28 Mix Cement type Type I (1) Cernentitious material content (Ib/yd"3) 450 Water to cement ratio 0.36 Aggregate type Granite (3) PCC zero temperature -stress (°F) Calculated Internally? True User Value - Calculated Value 152.5 (microstrain) Ultimate shrinkage Calculated Internally? True User Value - Calculated Value 371.1 Reversible shrinkage (%) 50 ;days) Time to develop 50% of ultimate shrinkage 35 Curing method Wet Curing PCC strength and modulus (Input Level! 3) 28 -Day PCC compressive strength (psi) 5370.0 28 -Day PCC elastic modulus (psi) 4030000.0 Identifiers Field Value Display name/identifier JPCP Default Description of object Author Date Created 2/27/2019 11:33:56 AM Approver Date approved 2/27/2019 11:33:56 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.53+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 11 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 4ft Embankmen Layer 2 Non -stabilized Base : CDOT 304 Class 6 Unbound Layer thickness (in) 4.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: Ft Method: Modify input values by temperature/moisture Resilient Modulus (psi) Resilient Modulus (psi) 25000.0 Use C i rrection factor for NDT modulus? NDT Correction Factor: a Identifiers Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Is Defined? User Value, Maximum dry unit weight (pcf) False '�-rsM"i%ls9n 127.7 Saturated (ft/hr) hydraulic conductivity False 1.432-02 Specific gravity of solids False 2.7 Water Content (%) False 7.47 $ . User -defined Soil Water Characteristic Curve (SWCC) Is User Defined? False of bf cf 5.4042 2.0616 0.7128 hr 11..6:000c Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 140.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 23.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by Page 12 of 15 211':5119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankments: Layer 3 Subgrade : Imported Embankment Material at Rvalue ® 40 Unb und Layer thickness (in) 48.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input Level: 3) Analysis Type: Annual representative values Method: Resilient Modulus (psi) Resilient Modulus (psi) 9494.0 Use Correction factor for NDT modulus? - NDT Correction Factor: Field Value Display name/identifier Imported Embankment Material at Description of object Imported Rvalue Embankment = 40 Material at Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit n 21.0 Plasticity Index 5.0 Is layer compacted? True Defined? Is User Value Maximum dry unit weight (pcf) True 120 Saturated (ft/hr) hydraulic conductivity False 6.511-46 2.7 Specific gravity of solids False Water Content (%) True 16 User defined Soil Water Characteristic Curve (SWCC) Is User Defined? of bf cf hr False 68.8377 0.9983 0.4757 I 500.0000 Sieve Size % Passing 0.001 mm 0.002mm 0.020mm #200 60.6 #100 #80 73.9 #60 #50 #40 82.7 #30 #20 #16 #10 89.9 #8 #4 93.0 3/8 -in. 95.6 1/2 -in. 96.7 3/4 -in. 98.0 1 -in. 98.7 1 1/2 -in. 99.4 2 -in. 99.6 2 1/2 -in. 3 -in. 3 1/2 -in. 99.8 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 13 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankment r 4. ubgrade : Native ubgrde Unbound Layer thickness (in) Semi -infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: temperature/moisture Modify input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 16500.0 Use Correction f; ct r for NDT modulus? - NO T Correction Factor: - Field Value Display name/identifier Native Subgrade A -1-b Description of object Material Boring Tested B-6 @ 4-5.5 from Terracon Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 0.0 PI sticky Index 0.0 Is layer compacted? False Defined? Is User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 3.103e-02 Specific gravity of solids False 27 Water Content (%) True 11.6 User -defined Sill `:,'Water Characteristic Cu (SWCC) Is User Defined? of r, P ',s False 12.512 bf cf hr 3.0271 0.9565 100.0000 Sieve Size 0.001mm 0.002mm 0.020mm #200 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 #4 1/2 -in. 3/4 -in. 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Passing 92.0 96.0 100.0 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 14 of 15 21185119 WCR 39 Extension PCC North 30 year 4ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year Oft Embankmentag P Cal bration Coefficients 4v atwf otg 9O:.r2 o'o tt;II325trev--Ittl' 3a e eG3'tUAT WO' 46.FraNZor, t3Ca.c.3 vY. . • fM stag,." Bits i• ate.. ar x�'i si 'C **drh •%rxetz iI .ac.Ve. OP" ^ " n a'W2T1 PCC Faulting CZ _ = C1 + (C, :t; °,2 5) C,4 = C3 + (C1 :.: FRS~5) WetDa_ys\ l' Fa:uitMcuO = C12 -5c8curi.ng 4' [lo. + C5 5.0EROO;) .e: tog P200 o . IPS nt Fa'ultMax; = Paula/fare + C7 DFJ r. lollO + Cs.Y 5.{i.ERoo)cc a: > j=1 &Fault, = C34 * (Fa'uitMax:_1 - Faultt_1)2 x DE, Cs = DoweiDete7" doration Cl: 0.5104 C2: 0.00838 C3: 0.00147 C4: 0.008345 6 , C5: 5999 C6: 0.8404 C7: 5.9293 C8: 400 PCC Reliability Faulting Standard Deviation 0.0831 * Pow(FAULT,0.3426) 0.3426) ± 0.00521 !RI- pep i C 1 C2 C. C4 - - ; - - Cracking Sp Faulting Site ailing F actor C1: 0.8203 C2: 0.4417 C3: 1.4929 C4: 25.24 Reliability Standard Deviation 5.4 "a ,v.. • 44 ' • r:;, r< S.e.ii• 7t°G'3',pft n .cs•...s.3'wsi,ac. at. Ce" ,,c ,s a:.. an. " .• r• .,, •..s . .ma,»:vu n. ^x• 0 or, ant:, Kro. cs ear. •'4Q9sccanwer: E:;-��'. }'C1.raaf3L' '•'<fa'frrss'...^.N✓ozs `'tC Cracking log (N) = (.71 r i1 . �4 '' 2 ) Fatigue Coefficients Cracking Coefficients Cl: 2 C2: 1.22 C4: 0.6 C5: -2.05 = �, a,� - _ L. W0Pow(57.08*CRACK,0.33) PCC Reliability Cracking Standard Deviation + 1.5 C4 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:54 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+686230758 Approved on: 4/27/2015 7:05 AM by: by: Page 15 of 15 cfl„area"Q t ` i too 'Initial Ii ii 7 • aaaep • 3.siipso s"ucaOrte '� �, .... " ..... .......... .....__....._.,..,_..•_ .�4.. .. i } • 155,92 100,00 5 a 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment f Design Inputs rho air Aksv Design Life: 30 years Design Type: JPCP Existing construction: Pavement construction: Traffic opening: Layer type Material Type Thickness (in) PCC JPCP Default 7.0 NonStabilized CDOT 304 Class 6 4.0 Subgrade Imported Material at Embankment Rvalue = 40 84.0 Subgrade Native Subgrade A -1-b Semi -infinite • pA Distress Prediction Terminal IRl (in/mile) Mean joint faulting (in) JPCP transverse cracking (percent slabs) Distress Charts �.s 0 IRI 1 �.r I ! I Pavement Aye (year-,) Cracking CC Pavement Age ('gears) 1O 1'' 25 -17 imam. p��yC *Cay.._ ...... .+..._..... ... — . 544 A t Msa°*44y,�k 1 f 1- f • 0.35 -.-as. +FCS ais..iiit;n. •Cgi ..�p:::iw#: ;ai I- ,s d :®, ?Si as a ® N I., N a. November, 2019 December, 2019 Climate Data 40.36188889, -104.925148 Sources (Lat/Lon) 40.3531723, -104.5473175 Joint Design: Joint spacing (ft) 12.0 Dowel diameter (in) - Slab width (ft) 12.0 T rg et 200.00 0.20 7.00 0.0c its Predicted 155.92 0.06 5.72 Age (year) Heavy (cumulative) Trucks 2019 (initial) 25 2034 (15 years) 95,075 2049 (30 years) 223,941 Target 90.00 90.00 90.00 Achieved Faul ing 99.31 100.00 94.39 Pass ' Pass. % Pass J 4 a e k at t 7 !6 imilL; 4-11" '- � ® QSsb^• nil 2 4 °� S. SEEM .�..rc. : � ea- �. a, � arr: t SE. i!i : 03x�p. a aHfl: • .. _ _• g......._ ._,.....w.....Wien, ... ••••••• •••••••• ..1..•....w.tow.._Mow _ ._w.._ F i 4 0.06 i...!_ �.:w t1 H: `�. a 4 ••Ci 'li M R !^. S P s 1 2 tie 15 .20 Pavement Age (years) Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 1 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankmen Traffic Inputs. o.: ozs-?tit'aitt '°,iY£'RSSk'IJ41S7Y.f0.'i3lhne,'ra63nzi 4ttay$4.-.7 YP.`finve • -y : • *.: `s .�.:'^.nra(7Ieicsin.5meotea sms$.s illzeTAr1 xe' "r is3Yaa3tJY3im"/,r ssaussr 6'.` %#'hail$ v'cz i. "*1" .3 °tana S rffr!.:flzamS.4tdL4 Graphical Representation of Traffic Inputs asrALiitFrnilfialg drgigaagaSVPI''abtiZittl tlrilu 'titian; te;fi1e1A€.:bSeati4R5!aiki .C'5aattal:sre:9A.4"l.St$:tF.i:✓a'S•a}-".>Eli,:t..,,Wi.'; ntio;,4)1.i.. aS•s,.: .� . .. . �`. .. ..... :. �� v 9 ::)N r . , y Ye a .. .. di,c. ^siG3'R".'.�rGv�76ry/iYJtWw%�;i'1'i:9lkit,isJr/#F.9r7W.hffaY�:OYVs&'Lek'....Sir#�3a1'�YL'ldErS5NM.Y..�.•',oui��•.�..e/N•a.JFi��3J'.Gib.L'3�F�716.Tk�U7Y.51k.7t,n.�rDf..t4�J�7A�k%S*��+�ATNI�'YWYu�Ty7ra i.�d�a�O.'?�',a�fPtam'��E Initial two-way AADTT: Number of lanes in design direction: 2. a D e c N o v Oct Sep Aug Jul Jun M a y Apr M a r Feb cc- 25 Percent of trucks in design direction (%): 1 Percent of trucks in design lane (%): Operational speed (mph) AADTT Distribution by Vehicle Class l� r, 1.2% 11 12 13 Vehicle Class Growth Factor by Vehicle Class Class 4. Jan t: C ` a a a 0 V U U Vehicle Class Class :5. Class 6 U 11 Truck Distribution (%) X 12.�M 41.5 AM 1 1.5 - 1 _1 Truck Distribution by Hour AM 12 PM Hour of Day P N Mi F 60.0 100.0 25.0 Axles perTruck by Vehicle Class EIndLeettri T ®quad rte Am LP 1 ets S >, a— OEN �t,s as s itaa reeeet Traffic Volume Monthly Adjustment Factors Class 7 Class 8 Class 9 Class 10 I .k. 10 Vehicle Class Class 11 A M 1.1 Class 12 ti 'y • ,J t •1q • 4 i • 1 : i4 ' 4. r i + : ' '. 4.b & r i '•t tb 1 1 + Q �,I,,, 1 rs T + - � 1 1 ! F }. 1. 1,14 i - b i C1� 'r i'4 4- Lb LLS 1 ft .� r�i caa .�. i%� sal ry u �2 � � ria �1.% �i � rya i(.S � s••a z•{.a o'0"' -! - Cy; C ] do -i -1 2d TES 0 t -•4 �-1 -••1 - Q f Tr; Q -I -i - Q O i,`,'3 •-r 2 0 6 _7 0 -•i - 6 4�] in; i -+ - 6 •k�`3a 0 6 -t - 0 6 0 C 1.2 13 Class 13 Aida. Factor Adj. Factor Ada. Factor Adj. Factor Adj. Factor Adj. Factor Ada. Factor Aida. Factor Aida. Factor Adj. Factor Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 2 of 15 2118511 WC 39 Extension PCC North 30 year 7ft Ems arrkrnent File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankmen 0 tbuiai; ;resentation of Traffic Inputs •'ka. rp .. f .'63'Y'T3toi 4. a ueirlf 1= actors :Level 3: Default MAF "YtE6--age.i ZAW;4 T::Un; tat ”iS55iFr1'. Month Vehicle Class 4 I 5 I 6 I 7 I 8 I 9 1 10 I 11 I 12 I 13 January 1F ruary ...,, awnm»*•:>awanwawMwwimwwnwwmuwrow.wi March a'.4mw4MMCLOY fr/212•••MMCLOY~////.4tAW/27.27/////567//flA17..7~21•~4022/ wx 4/11 April =May =June !July } !August %.av n nvAMXINMNxi9w)tlMOnY ;September mrAc:4rn�a, October S��'/MMt%%YFI/�.Ii%M.WW.YNN///d?4ata'.a4/.NMp November 0.9 0.9 44///MR 44//MY//NMYAY,X 0.8 Sfincnonanlannonnuarnencon 0.8 0.9 Y4/N/p// , 1.0 •CMOYAfW4JaY.Y4N//NW. MY4.H4f 0.8 0.7 0.8 0.8 �1 iAAx.�.a+rryo.ni..znYry�.vx>uov«.vor> � 0.8 N92M iOXYWIMA'NBAY214,21KfY/HNw 0.9 'Y'N.Y44YATMfY. VI/MAAAW/.Y 7/p//444210, IY~ACW.4' 4 1.1 l 1.2 J w N WW%�4wW i 1.2 1.5 YMWMf10WAS•W, 1.2 1.3 1.1 Of4•21VM027///:247 1.0 .{ 0.9 h/awwr///iM WAUM'/4//.»A.n nw4422NYxVK'24/421110,4101406002420• /A.s.%. 4 MfICOY4Av4 m/nmrarn•/oo.%.w4 4t./ M3M w/4grtW'rmwma/in.w>Yw.w»m4/N/sNYwAAYK/472022.12.422422W//M 'December F 0.9 0.8 a8 0.8 WNMU/FttW/MAPNWNA iw1Y4A224.4 /N' W/A4X(4AW/A +SYAMM. MY�'M4A'N//~/J 217/2/'• W/ /AS4A<04/Aw•AYM/A (NNiW 224///aYn'6'4A AWCY4%f1JW...IWatWOO FW444N/4/AI MW Y/MdY/.H4/d4i[MN4.W.w1.Y% 4MAfKt .'AHN.A%UIX .4/4422/• /4AU V 7/.5 1.1 'MM// YM44HANW/AWAIK iWN4/N/ 1.1 HMHVN/MNY/A1YN/WNAY 1.0 1.0 AIWAISWAM/AY/UAWFYA4/A•N/9(/PYAYCd4/RUMY/RIX9r/MNW44MNYA`VAY/AOW 1.1 1.3 istributions by Vehicle Class .•../. /F / Yl.'/ . sY 3' .JJ .. y... '.a O "J . 67YA'v.:;l..::.: r..:3C✓,Y/«>...../�'>,l�u'ns/AtiP,<;£'I,.sd��'L.cv'.�.G�!'/'i;{.�.�'[:'�.✓/Lea":d%f"'a.[,,4G'.x//�'.'"'�sG�,: X46"G�"✓Ca;./.<r.s;Lts:>9sA"n'xa�'62:��w�13't�zflw^.P"%�k&"z4'�L.d.�e / �' / 1.0 1.0 0.9 0.9 1,1 • 1.0 0.9 0.9 1.0 YA 1.0 1.0 1.0 1.0 0 AAKwW0 9 INy„eyA4M<� 1 • 4227//AttMYW.W/�4AWAM➢Yl.A5WM 1.0% rvh .9F 0.8 0.9 ij 0.8 Y//% AN% IO0WW {04MAM/t44/MM1H Arn /%/M4N4M5'MNwZPS4N% V.aV • Vehicle Class AADTT Distribution (Level (%) 3) 1 Growth Factor Rate (%) Function 'Class 4 Class 5 Class 6 Class 7 Class 8 Class 9 Class 10 i Class 11 Class 12 Class 13 5.1% 32.3!© f 4.9% 0.7% 0.5% 0.2% 2.048% 2.048% 2.048% 2.048% 2.048% 2.048% 2.048% Compound Compound Compound Compound Compound Compound Compound_ 2.048% Compound____. 2,048% Compound rya. r.�, s..i':J3edrv».�..ti1iL"..WwT.I�Y mow..' a7`"m._''�`.a.�� v�fal'.x45.1t .. .h�k.lw�.'li! `�v�'b �'� Yl14nWdi'1wSiL•f`..Gi4i6� ra'SS:�CO At Truck Distribution by Hour .O��k3r42r..aaanlfd•'.'�'22c"�A'.SLI..:u4/4:€M .i/�.€eauir�hL..N.do ..Arda.l",,fie:, anak#.P'.k�.�'/sf'de 0.9 1.1 44AXOW4/NMMN4NY AwY4N 1.0 4iXa%HMbN./227/4/ 1.1 1.0 to l 1 Y/Auww»w:aeumuuH 0.9 0.9 /MN✓/NM/M94/YNN/RJYN4ApyN YMNN/NMYMbVO..WA 1.0 1.1 1.1 !40WNAW'/d/RMHIS%iµW021.1W 1.1 1.1 0 uamW1/14Wa.41 axu.uum amM2120•0 n•A./AY.wf%Rm�l 21.215»2•4W4a.r<Wvaawoae 0.9 0.9 AXa[W.Nx4YrN4// • 4.,--- 1.1 1.0 0.9 Hour Distribution (%) Hour Distribution (%) 12 AM 2 AM 223% _ ... 2.3% 2.3% [3 AM 4 AM AgrvAR4'J4/Av4sm4at0 mY/AneN. 15 AM 6 AM [7 AM 8 AM 10 AM O.Tw'�`.nd3�f firagffil r�tril�.tnirj �FiM1Y'LW a"'^'ril u' f. On.Pfr I.fA0;1.l"1110-W uaY�"`?'w9td�'. ra%r x.' WiftWarSan.' .�.tVliw Traffic Wander Mean wheel location (in) I 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing Tandem spacing axle (in) 51.6 Tridem spacing axle (in) 49.2 Quad (in) axle spacing 49.2 Axle Configuration Average axle width (ft) 8.5 Dual tire spacing (in) 12.0 Tire pressure (psi) 120.0 Wheelbase Value Type Axle Type Average spacing of axles (ft) Percent of Trucks (%) Short Medium Long 12.0 15.0 33.0 33.0 18.0 34.0 2 PM 2.3% L3 PM _2.3% _ 23°!0 5% 5% 5% 4 PM ownwen. aY44eacewmY./4m4uv4 w..w4 YMWA4A4044//.w,)M7/4/M»T.YA9AW4/Mmw4M%. 549% 5 PM 6 PM {7 PM 8 PM w•. 4.6% 4.6%. 4.6% 4.6% 3.1°!% 5% 19PM 3.1% 5.9% 5.9% w. ww 10 PM Total 100% lumber of Axles.•per Truk Ch'Frr�vL'!-+_.rff+•InA'nds•.}+J2•ilL.'tC,4"'4. tC:L+FL ."n'e..'.t.aGi'II�'f .N:w.a^w�'Y_ �ixa�GC;-�/L'.3'Ceai'M1Ci%.-�"t^.n % Vehicle Single Tandem Tridem Quad Class Axle Axle Axle Axle Class 4 Class 5 Class 6 f 1.12 Class 7 1 1 1.53 0.45 j/'�j S'W/A%VMYN 0.16 0.93 • rel0AWY0000 021~ .4ewIi.)Y4IMU»YANM.i%4AYO 4 0 �y^�j �}''�j f/� 9 V 2 4^•�•••ttnostroww RAn 0 I 0 .19 1 0.07 1 0.45 0.02 n .%asrof n,n %WYaW.MWA4.No.n t n6AW/ ..... _ ... _ 4 FWWY.ww...keiVA4NYA.14N: Class 8 2.41 0.56 0.02 0 IS[a1nM✓4imwim:mu�.i::::AY.iAv /J. - .. .r.... 3P%RtvRN 4KTNAi.1q.1'WWIR.1 Wany%.MWna S..Y 45W.%KK4. Class Class 10 M 922%4 0.x.40 Class 11 4.35 ../410920047/4AyY.12.0 .%a.eowx0. Class 12 j 3.15 wNNR1MT.r /M '% !%.V4/M)1£4w'M4G(A 4//MwX MW.IfM.N. Class 13 t 2.77 1.88 . xa 1.01 0.01 w»YAoAc..A.4... Reported with version: 2.5.3+686230758 on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.53+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 3 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment AADTT (Average Annual Daily Truck Traffic) Growth * Traffic cap is not enforced 1.2 - id r y 0.25 Aro F �1. c, 0.15 To C 43.1 2i 0.0- CIasses4 7 x 4 ,Class Ctass 6 + a) -4(7,--3 250000 - D J tl tan 1 O 1.0O000 — f 5OO00 Pavement Age (years) Classes lit -13 *Clas1 11 X Class 12 Class 13 i a AO r - is Pavement Age (years) Cumulative Heavy Trucks ei 2.0 Pavement Age (years') it 13 44 2 i Classes 8-10 I I 2 4 • I 0 • 0 5 ifl 1 4 4 L .: Pavement Age k; •;•ear;) Aii Truck Classes •.•r •• M • W I•. • • .. •.. L.. b. - Pavement Age (years) Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM With version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 4 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment • V , Climate In x ts Y• ' V Climate Data Sources: t. -204 d(3/4::3UfAtgellt ea `b, F.Sers.C✓ttfttax '3iilia"'.'P'CGadOeSft;CSat?,°•'Oi0.OftrJtF I•RY�iT� N.? ' b'ttfth14' .d.C 6a" aidift .'drSi4.!MIYJ.R1Fa ,ataft79�. '. Climate Station Cities: FORT COLLINS_NARR_ GREELEY__NARR_GRID Annual Statistic erliS '.." 3,9t ttat,4' #.$ irat`1at@'.atft .(2�' H'&3ntsgatltraia.�Q-' reftir#Pny p. " LtrXterfteftftsftre ftwito.tairttafttragewmftriftentftt 6,v.ti s7u.'v'o Location (lat Ion elevation(ft)) 40 36189 -104.92515 4816 40.35317 -104.54732 4665 Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: 52.69 13 56 486.01 74.42 ..• ..t Ne .e t 0. t of 8/ nj n Water table depth (ft) Monthly Rainfall .tatist is ' • " C . i.6• a CE 11.051 ors I €. n n 3. t . at C 3..E.r8' A 4.'Sri 3 L12:I • • r ^� a• RR x •t t•a ' t O. C7 f 0.40) 1L p x" 5J 6.00 ll�ontt i to ummar m t x•1.02 .3. 4"a"'•�'A i F3's. ., .r+.Sotefr4333XO2in+.' / Pd eridr !'m'dsx "4YVIVANSit* y AC= fait O.IA.=ae .se CS sa:bb4i4A ftf"-'w'* 644at'a•0yi 4 "7 '4 '4t •. "te wes•.'• sAd+ttvtm, AP88.38Ytrao.att MIE ea A+PP4. oat, ✓iWW o•td z+3'y .Gd2 N9' L'•s va.sa tta''tl. e2.sftte rzate '9,;7M@At •s:rnditlY�3i Eftwiftaf.•9riora2 aftr ftsw.396S49.�1.117Fr'`vorft:9i 5 4-t it l LL C 0 •;yM��. yr= tan !SOL hi 3O - Monthly Temperature Summar/ 11,!"1979 a 6- 50 4.0 30 la. .LO •- ° 188 4 1 y� » .' 'f .de! 4t. t ' t U. 4gqyyA G 0 • si $ YY utg a h - r, 4 c ' $: tt, 4`4ft.'.x"`41 .a5 S I � 10/1987 'vis a. Tim: 3A oh tft tt fM T. 11/1979 10/1983 10/1987 10sti1 a9 '- � hl. t rft 4 w 4 1 1 I 1n/1 98:3 afift $8 a . I: Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM oft X L' sib; 70,0 t 828 • it rt ft eft 4$ ft ftt e ft 10/1991 . A rt t1 a to ft f> t .4 tft aft .5 ... T. .. tem a d . ft 4t . '4: K d . •a + d4 S. PA • 3 al .PE: ft ¢ f e N 41 a '• 0 s' w a 1. e? b ft a ft it * it a $ 3. d ir 4 ite 0. r- 1 P 0/1995 1 0/ 1999 Date Monthly Pre capfl P r'ec i ptati on 4 st• i 4 at9or , Wind Speed Si' y • S 4 ., i y .4 vim{ i " S K. . 9 'A a rs(q�.4 • sib . t a q �y a rp G a Zkf b4 at Q 1,. 9 *kart '.4'. a - Ca' W aa• la 31, tact 1 wl5hU ie 5 'a R. 4 n 3 Si ft i Date N°ionthNy *Wet Days, Maximum Frost t r�tt1 e t Da y s .f 1 m is Sit ai • a apt rt ft • 3 10,!'1995 Date with version: N/A Created on: 4/27/2015 7:05 AM tt a a a a to t 4 .3 9< 1O,12'On::: O KBIt 8•' '88R' 9 •8$ • t •d `* 'N. .g an" Maximum Frost t,. ai ft tt r$ 10/1999 4 4. Date 10/2003 1 10/2007 se Y G a aft ft* ty 1 a tIIp O §24 1 2/'2009 fts t. atT 10/2007 with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM • • h tfts i Ayerage CS 5 lac M • '•riy3'� to co 13 khri r •5..� Page 5 of 15 by: by: f� • f•ii.4 n sescr k.� no u -40 rti 2. Y 1ti fre trigt- me GI .r, .4 anti tom, A .yi �tx r t: �. oCt y4 •y.. tin 'a Lis cA 4 11 r'S prs. tt•\ tel .i gel! aq .•Lt i LChM Y v:.. �k. 4. —'I 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment url Air Temperature Distribution by Mon` < -13°F —4 .1 YaW+HFGPy.y..�.anw....� ' t 1 I -13° F to -4° F e { 1 I ,,,g,„„.4.0 l ! WS:11r-k t.' 4AKIar,.^IaC et... 39 ii • 1 .5..10 5 14 14' I -4°Fto5°F I II 1_36 I .81 r —1 1 • • {. 2:. I r I i Ica 411 21.,.1, w.,5 Cr 5°Fto14°F AttLercYln .4 7 ° - ;-- - s„y 4, !r: 1 f Haar* 50° • Flo 59° F is 42 139 819 1716 tra' 1 ! a a .a • of Hours 59° F to 68° F int 01 155 19 20. 55 i 76 7 1 14 11 Zito 4 lc 164 161 t 1.196 210 1 PO 134 Fit 142 11 I I I { a 0 a a ii # of Hours 68°Fto77°F 1716 113 10 eig .239 1. 2 33 231 244 225 ge -222 2 11 10O. 211 # of Hours 77° F to 86° F 777 1E I Ps - 115 "Ar4,S7C14 4. 137 1 70 191. 1 72 in pAr Inismitsawyitacrec ,,8, 34 1 mow 51 9� .Q,} �coamcru.� 1 T a a *of Hours ref 86° F to 95° F acts - 11 1 te Emma 1,70 Tart - 7430175,' .9tnizelt-Yyr" isi 23° F to 32° ..F :12S 1: ati . 2499 r j. -C1 _ 1.3-- - 2 1'_- 91 100 Alt rfis L 127 21;4_ 1.3 1 1522 I 1.1235. 1232:-5 :yam *of Hours r rtazirrosat 411 '2 fr kt--2=k 26 Trt _ .04 32° F to 41° F 2 Jr 15,1 •� I 4 1.16 2P1 1232 ri ite 2 2 - 2 12ul4 125 124 1i I 1 ,' 5G 251-- 159 142 u , 1741-2 1 7 3-4 288 41°F to 50° F r1 1 J 1 s*-1OO • 2:65• 1? -2 1- . • •__- 1 1 1 19;23,- 1,76 1•1 11Z181 1 .233 so 1 Can Nol *of Hours 104' F to 1113° • -raft E- 1 4 • of Hours *of Hours # of Hours Lai rit *of Hours a a *of Hours 14. rrt # of Hours • *of Hours Att it; *of Hours with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 15 C) ,..,.,,_ 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment AASHT0W :File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment.dg Design roperties Structure - ICM Properties PCC absorptivity surface shortwave 0.85 PCC oint spacing (ft) j Is joint spacing random ? False Joint spacing (ft) 12.00 Doweled Joints Is joint doweled ? False Dowel diameter (in) - Dowel spacing (in) - Widened Slab Is slab widened ? False Slab width (ft) 12.00 Sealant type Other(Including No Sealant... Liquid... Silicone; Tied Shoulders Tied shoulders False Load transfer efficiency (%) - PCC-Base Contact Friction FCC -Base full friction contact True Months until friction loss 360.00 Erodibility index 4 Permanent curl/warp effective temperature difference (°F) -10.00 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 7 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankmen IRI (ire/mi) Slab Cracked (%) 22C- 20C- 18C- 16C - 14C 12C- 10C - 80 60- 40 4—. 6 ...e.— i x 949fib13?4Ft�•IWI�'�$t ItiIfs 1B#il 4 _ _ It 1 • f � t ! I 1 0.1 2019 0I25- 0, 2- 0,05 0 T 1 ..."..±...i. i 1 h.__ = t ; ip 8 if•�:dl W d A£ 1al'It'N.iNR6 trffis.11 g.31 l i �fi=E•1114. 3�i€18�F�lPlPik SI( lS} ..� ._ a ai�1+ s a c _ _. i • 4iH�4+.�l� x t __!� ___ . . ._._l _ W —w- p s q ., tom.- ti g.___, .W £ t: S �•� 1 A I ! 1 1 1 1 I ! I t ! I ( 1 1 f f 16.0 2010 24,0.x] 2039 2048 204'7 8.0 2027 1 t _ IRI 410 2023 7 - f Thr Oshbld Value 12.0 2031 2035 Pavement Age (years/date) Faulting I @' Specified Reliabilitn •1 @ 50% Reliability j i 1 1 I .... ..�— in it- 3 f . ; r _....� S t.1 I • • £ 1 i 1 t £� _ . _ 1 x. w.i:iB l.�R.g$1�',A"1mA�•&iiA≥Eia:$16'hi#'33)PriEfl9FifF £ - iiQQ�i11! !' >A7 +# +7edFi ' '�1Fl tiFBl i668�FHii.Pi•W�Fk§•�} liskww fl Y &'4 i # 3.,'11 p tt �& t F ! ! ;� i C b E2 ) g f r•�(r•�.fl�"�d•� illi� 5i « : r�!�' �.illff aa#Y•�1 Mil �K l;'.F Y. ,};; �k q. • " -�— I VS 1 0.1 2019 8- 7- 6- 5- 4 3 2- 1 0 1. 0.1 2019 4,0 2023 A I I I 8.0 2027 N44+ 6744 •- • X1-&,® 1418,44 •idFi4--Wit 1�-i i t i j A i wmtwfl' vwwwtsa .-i_- _ .z. i t I I 4.0 2023 I- 1 1 ! I 1 ' I 1 1 12.0 1610 2031 2035 Pavement Age (years/date) Cracking PCC -..-...£ f4 ono aE'i iiw-4.4. * 41 o6iAAt1'iIfs #pd& 4 tatilipuwely 1 I I 3# : 1F I. § £ T-----�._-_ ...._ t-- - �- s t - -T-- 1I7! I f HI i ara an .�» ��+_-c�ttr. la's niciiiix..l�ctir,.a,!+4•7F+'i�63*?!1'IT,.• ! 1 20.0 2039 ! I 24.0 2043 efWeRtSill i f 1 i 1 4 s ...w.,� .... .....1..*#43Itot #*. _ _ : ssAs�a tr f ^ .... i I �'--'-^— i-- '"b^-- i 28.0 2047 r I T E 8.0 12.0 16.0 20.0 24,0 28.0 2027 2031 2035 2039 2043 2047 Pavement Age (years/date) with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 8 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankmen PCC - E (rips') ® kei iticage cirJ Base - E (kpsi) Dynamic 1< (psa/ina) 5.1 5 4.8 - 4,8- 4,7- 4.6 - 4.5- 4,4- 4,8 4.2 4.1 - 4 88C- — 86C- 84C- 82C- 80C- 78C- 76C- 74C- 72C 70C 68C oil 2019 60- 55- 50- 45- 40- 35- 3n. Dynamic k -Value 0,1 2019 --- , _H w - ww, I - 7 1 r_ I 4,8 2828 4,8 282:3 1 PCC Modulus Epcc) r 1 7 . -� .. i lmm_ PCC Flexural Strength (MR) L •1 1 8.8 2O27 8,0 2027 12.0 2021 t. 4 I 1 F 1 2 1 I 1 1 4 16.0 2n3F, Pavement Age (years/date) Base Modulus (thase) 2031 16,8 2035 Pavement Age (years/date) 20.0 24.0 2039 2043 28,8 2039 24.0 2043 28,8 2047 28.0 2047 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 9 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankmen Cumulative Damage 0.06 _ 0.05- 0.04 0.03- 0.02 0.01 100 90 80 — 70 — 60 — 50 40 J t . 3 30 _ t 0 0.1 0 2019 PCC Cumulative Damage — Top -down 1OOAJ.1 B ottorri-up J 20 10 0 { at a $ *,w$ . 4.0 2023 r i -_fin• �.__ w_.. 1 _ 1 I 3 } 4 I L 8.0 2027 l I r r r trrr I a` S t3 10i� I I I 3 i 1 -- I 12.0 16.0 20.0 2031 2035 2039 Pavement Age (years/date) Load Transfer Efficiency 1 • 0.1 2019 I 4.0 2023 8.0 2027 - cr I lam. �. .... r •i 2410 2043 12.0 16.0 20.0 2031 2035 2039 Pavement Age (years/date) I 24.0 2043 28.0 2047 28.0 2047 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 10 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment Layer Information Layer '1 PCC JPCP Default PCC Thickness (in) 7.0 Unit weight (pcf) 140.6 Poisson's ratio 0.2 Thermal PCC 10^-6; coefficient of thermal expansion (in/in/°F x 4.86 PCC thermal conductivity (BTU/hr-ft-°F) 1.25 FCC heat capacity (BTU/lb-°F) 0.28 Mix Cement type Type I (1) Cementitious material content (Ib/yd^3) 450 Water to cement ratio 0.36 Aggregate type Granite (3) PCC temperature zero -stress (°F) Calculated Internally? True User Value - Calculated Value 52.5 (microstrain) Ultimate shrinkage Calculated Internally? True User Value - Calculated Value 371.1 Reversible shrinkage (%) 50 ;days) Time to develop 50% of ultimate shrinkage 35 Curing method Wet Curing PCC strength and modulus (Input Level: 3) 28 -Day PCC compressive strength (psi) 5370.0 28 -Day PCC elastic modulus (psi) 4030000.0 Identifiers Field Value Display name/identifier JPCP Default Description of object Author Date Created 2/27/2019 11:33:56 AM Approver Date approved 2/27/2019 11:33:56 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 11 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment Fife Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\2 1185119 WCR 39 Extension PCC North 30 year 7ft Embankment. lT7P<7 ,--Y+src7-s :4"P ),vys n "9".3 ^'7TPXTI' iee,:tYfiI'h» .:rta._<r1?< .'.`,w-- --F7,--..a.at- Layer 2 Non -Stabilized Base : CDOT 304 Plats 6 Unbound Layer thickness (in) 4.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient M: dulus (psi) 25000.0 Use Correction factor for NDT modulus? NOT Correction Factor: Identifiers Z v-<r�i z-"' • rr- <z iv r<� • ••J,. .vrx>x' � �>.. Jiii. <3/y'< . '. F.<u a9 / . wtS...✓. .. <, Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Is Defined? Usrr Value Maximum dry unit weight (pcf) False 127.7 Saturated (ft/hr) hydraulic conductivity False 1.432-02 Specific gravity of solids False 2.7 Water Content (%) False 7.4 User -defined Soil Water Characteristic Curve (SWCC) Is User Defined? of False 5.4942 bf cf hr 2.0616 0.7128 116.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 , #30 #20 #16 #10 #8 40.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. S 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2,5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 12 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment., Nfttrlrn;r;A rsT+'f ;xapr.++ r1 k u. „..r r „x rn:a..,ter F ?fa.t� �r7 .,,..,7+f. man �s n rj >`dr;q+P7'r �. ,r•.32 S' -'+.C?& a33",:3:7? a,.,.�r+Y��rr x ₹a..�rn„l. F-� S zY�'4* �`zt-& ' 5'e' .cOmy yer 3 Subgrade : la sported Embankment Material, at Rv tJnb und Layer thickness (in) 84.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 •�dulus U t Levels Analysis Type: (Annual representative values Method: Resilient Modulus (psi) Resilient Modulus (psi) 9494.0 Use Csrrection factor for NDT modulus? NOT Correction Factor: Field Value Display name/identifier Imported Embankment Material at Description of object Imported Rvalue = Embankment 40 Material at Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit Plasticity Index 21.0 5.0 Is layer compacted? True Defined? Is User Valhuc Maximum dry unit weight (pcf) True 120 Saturated (ft/hr) hydraulic conductivity False 6.511e-06 2.7 Specific gravity of solids False Water Content (%) True 16 User -defined S (SWCC) S l ater Characteristic Curve Is User Defined? False of .6.8.8377 • bf 0.9983 cf 8.475°' hr 500.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 60.6 #100 #80 73.9 #60 #50 #40 82.7 #30 #20 #16 #10 89.9 #8 #4 93.0 3/8 -in. 95.6 1/2 -in. 96.7 3/4 -in. 98.0 1 -in. 98.7 1 1/2 -in. 99.4 2 -in. 99.6 2 1/2 -in. 3 -in. 3 112 -in. 99.8 Reported with version: L5.3+6862.30758 on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 13 of 15 211: ��119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankmen Layer 4 Subgrade Native Subgrade A -1-b Unbound Layer thickness (in) Semi -infinite Poisson's ratio [0.35 Coefficient of lateral earth pressure (k0) 0.5 14 Modulus (Input Level: 3 An-lysis Type: Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 16500.0 Use Correction factor t: r NOT modulus? NDT Correction Factor: OM Field Value Display name/identifier Native Subgrade A -1-b Description of object Material Boring Tested B-6 @ 4-5.5 from Terracon Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 0.0 Plasticity Index 0.0 Is layer compacted? False Defined? Is User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 3.103e-02 Specific gravity of solids False 2.7 Water Content (%) True 11.6 User -defined Soil Water Characteristic Curve (SWCC) Is User Defined? of hr False 2.5152 100.0000 Sieve Size % Passing 0.001 mm 0.002mm 0.020mm #200 13.0 #100 6.0 #80 #60 13.0 #50 #40 25.0 #30 #20 46.0 #16 #10 65.0 #8 #4 84.0 3/8 -in. 92.0 1/2 -in. 96.0 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 14 of 15 21185119 WCR 39 Extension PCC North 30 year 7ft Embankment File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC North 30 year 7ft Embankment, Ca.libraion• Coefficients. 'G ';,1,n:i"11�' +�Pkebre'.tegoasent'?<=X"!s!vir.N"f. szac`.?✓'%v.G3-'.'`CQ? $„.gei`itYS i wear i TFtrepo`S�k�r.A" teorreq.v.,'W ra--/B! D'��Kra\earn COY w..e. ihotementt r' ....eiz&ffisb`La GR%lPXaF c%+ xostray4-/P9i itum..repa$",edic 'F 2+.+1✓PA41.t94geki ✓ont..fx.vm.Q y., 17+ resenateres„.,,.. twee ',ChY'4,,a2ml.C: zwizL;?['Gd�✓G+�i$�' ✓ °awsimn'fis PCC Faulting Ctz _CI + (CI FRS•'') C34 = C3 + (C4 :x FR°•"5 ) Favit\lax: C1 PROD ;. log (P x 1ogt 1 C5 = x iGT�Y'&4rbg c: w -4.: I Pc m Fall 1 tilria::C = Faul0 .tMa + C7 0.1)1DE:, 0. Iog(, + c_ .A, 5,0 RO rJ ) c, !_r 1=1 AFault2 = C34 :x (Fau1tMax,-1 — Fault,_ I ` >v: DE, C3 = LYowe?Deter-toratwn Cl: 0.5104 C2: 0.00838 C3: 0.00147 C4: 0.008345 C5: 5999 O6: 0.8404 C7: 5.9293 C8: 400 PCC Reliability Faulting Standard Deviation 0.0831 * Pow(FAULT,0.3426) + 0.00521 IRl f.- Cradling 2 - Sp ailing, C3 - F ault n g C4 - Site Factor Cl: 0.8203 C3: 1.4929 C2: 0.4417 O4: 25.24 Reliability Standard Deviation 5.4 PCC Cracking og I_ Cl ' 4.1R C �� ? Fatigue Coefficients Cracking Coefficients Cl: 2 C2: 1.22 [O4: 0.6 C5: -2.05 �L dT�� 1 -�,[�-,T� __ R a 100 PCC Reliability Cracking Standard Deviation Pow(57.08*CRACK,0.33) + 1.5 1 + C4 L' Y L With version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM With version: N/A Created on: 4/27/2015 7:05 AM With version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 15 of 15 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx Design Inputs .i^• :::. !._^•.y0. • £" .1a_T AGkJ.':ai4'!.:icith'.JG.{onsintigt:liWalf4tharrsiW` 3:a';6atzW p alaussat;e Ri.Rd.•IC'54MdLL!mIstl(6t:133,'algWelli..a>auli <_E..._e..£* rc,.rA..' Design Life: 30 years Design Type: JPCP Design Structure Existing construction: Pavement construction: Traffic opening: November, 2019 December, 2019 Climate Data 40.36188889, -104.925148 Sources (Lat/Lon) 40.3531723, -104.5473175 -' _"' ariRiawaa. e'ksoarda; 3sR=m' �'.i'azur a.s- y ? cc iii?'/ J.".nM .__ insr$ ,:.,-; : taravoas-nwLam?rxr.:+?WTaszsze- hvattrt x -yfisss-,,e; Layer type Material Type Thickness (in) PCC JPCP Default 7.0 NonStabilized CDOT 304 Class 6 4.0 Subgrade Native Subgrade A-2-4 Semi -infinite Joint Design: Joint spacing (ft) 12.0 Dowel diameter (in) - Slab width (ft) 12.0 Traffic ;1aiP.ff'`.w.a...?.'..-7/!?szs73R"^••'.`tLrcararJi•:.i1_a•'F+� Fa"_ Age (year) Heavy (cumulative) Trucks 2019 (initial) 25 2034 (15 years) 95,075 2049 (30 years) 223,941 !b1'4Y.47Yw'd4 41,"44P4Aip:xt;t-'LA:t&L.";*=$.Y7r"•?i 'Lo.rtrs..DF?_'3tg _'^ 5E ._'!t'."m•4YV"1tt1X:.._Jw.... .......! ..,Y1 r.• r -'.:3.-a:-.+,L/f,.rs:. ,ei:L9damPi&�..E_, �•.,(F�,.�uxf Distress Prediction Summary Distress Type Terminal IRI (in/mile) Mean joint faulting (in) JPCP transverse cracking (percent slabs) Distress Charts 220 _ 200 1.0 - 1EO3 :3samn�y^i'rs, w• '',,S .C'•a''.l°'frWatf.I' 4:':�5CUAreainfilPalttt.T.EVSir_r•YaiWitra@iaLa-."s'>?:mC:ii:.sY�t�^!ah Distress @ Specified Reliability Reliability (%) Target _`ym dga `�ylPredicted I.I aYs_ .ta+ya•raSecAY "S.N;i:in 2990 8,113 110 .. .• • • ••. t 3 e . s -� �# sr r rrD�s r = 120 — �� ta4i�b'ir �r•i,il • *'�`: Z,y ..ysa,Pas.!a ¢.pa: Y'iaw sst*R -I 9_-181 10O Srq Initial I'I; 75 -- 0 - '10 S 7 I ....... _.... —....—.......�....j,.-- t I l0 t I , Pavement Age (years) Cracking PCC b..➢w.i..fdK.Ufl...... Vi ow AG. f am • • 11: _it i s r ''' s all —. .. .. _ .. _ . - .. 4- . r emirs- *es } sitsI" I i .:.s's'tr9Ftt3, IFfeeg v. �� .. - .. .w n• •••• W in es al • I 1 O;35 } Tr u. X36 arse all visit VS ..a 'a -A a me a a ® ' T i i Pavement Age (years) 200.00 0.20 7.00 S iGd ri art L%7rt �' i1 c*Jyfitw Yeti ' x �4� 4,.•k) r_ "rh e ,r, yC�Luritia^ r:::. u, to('V C 0.0c .. • 0 138.78 0.05 5.72 Target 90.00 90.00 90.00 Achieved Faulting 0, 2 99.91 100.00 94.39 Criterion Satisfied? Pass Pass Pass I .L......_____ i . _ __ -__ __ i i i 0 ,0 ` C '91�uy1V!fsfiaae'i s•f?klFrs,9A',!!wrakWd!! u , L1 2 •a 12111. �!s. MN !sfii Mt Owa� an•1 arm -M. " i �•�i �•Gl1!�i1 a! lira' ss.as!�i 1: Pavement Age Nears) •Th hold Value ttn t troSpecified eli.i_ ►liner @ 50% Reliability Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM With version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 1 of 14 21185119 WCR 39 Extension PCC South30 year AASHT0IN'-_7 File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx Graphical Representation of Traffic inputs..• _ •iofr- —c-t. .-+v'. Initial two-way AADTT: Number of lanes in design direction: O z 1.1) .1 i - .C .121 20 - C1 act c Dec Nov Oct Sep Aug Jul Jun May Apr Mar Feb Jan 5.1% sk..%fdS1Fgti'sK.02A"St;rantidYfir ts rigi Y'. teth'Stargt? 25 Percent of trucks in design direction (%): 1 Percent of trucks in design lane (%): Operational speed (mph) AADTT Distribution by Vehicle Class I e. 3% Vehicle Class 1..2% 0.73 Growth Factor by Vehicle Class Class 4 Vis s 9 10 11 12 Vehicle Class Class 5 Class 6 0. 2'"U, Truck Distribution trt W scE 4* r. L Truck Distribution by Hour 12 pm 5.9% -.t : A -- 4 AM 2.3% 2.3chr AM r 60.0 100.0 25.0 nhuH1t3 Y.C42ti! 3 Jib 12 AM 3AM 6AM 9AM 12 P/s1 3 PM tit PM 9PM 2-i Hour of Day 4.5 I 3.5 3- 1 Single Axles perTruck by Vehicle Class �rt ew Traffic Volume Monthly Adjustment Factors Class 8 Class 9 Class 10 r S mow S r mm um um um um um ram ca um um mn Vehicle Class Class 11. {�J uteg Iwo Y alwo to= F.rt� Irma 1f, 11 12 12 Class 12' Class 13 S. r ,J r rJ th 1d. r ra 4( r+) r t r 4a1 r L r r r L~� .i ti t ti �S•• . r i H.� L �; '4 :-1) i L~i �.f f r�S - LtiJ ,i ;l' LK,: L"•J ': L'•J s�`. • ;1 } r �J T L eJ 1 ij r L'k! - L :1 -is' t 't :ii sC OOQ -a- 6000 0000 -r--•+- OOO --+-,- 0toc0 -•t-3 666'6 -} O66O - Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor Adj. Factor with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 2 of 14 211 5119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx abular Representation of Traffic Inputs viii:/ yY:.v.,. '..// •ir/;.: r:':�A.Qf .'i .: ... /::.. .i. f..#0:)WiE?i°�S6�daZe�:rdaWaS`��° lute MVloOthl, Ad ustment Factors .Level 3: Default MAF Month Vehicle Class 4 I 5 6 I 7 8 I 9 I 10 I 11 I 12 I 13 frxa/amrmn mw.~.wa.mraa.w.mrmirvwroraIAMOMOv.: I February March , 1 0 0.9 /f w.wF»wXNMo»eotui.wvr Nav«mvyAya AaarAYmor.<awiu�.r....,...�'✓ N„++r.,../LtM(W4.rtamwA•r.«.wro': waw.Winnu !April L . ay. June y July 'August auA,s /awras .m September :9A/AA•SiY..'oA'ADY vFttrmYAYwP.nattSv. Lpctober j November .>m I December 0.9 1,0_ 1.1 1.1 0.8 1.0 1.1 {{ 1.2 M1WYpyUW. /VWWMw...*v..Y /MMMtl.. m.. .n ..e .MNYNNI! 1.1 WWM M1.2 0,9 lDistributions by Vehicle Class aweenessavirsavaas— s�!.f9ssvaasc '.vL 0.9 1.2 1.3 ewu..la WMev .222222250•21•12252322.410 NYyi%V'F •21•12MyLR1µi 1.0 0.9 1.0 1.3 1.1 1.0 1.0 0.9 0.9 1.1 1.1 _._.1.0 0.9 mx.'.ra'Ax,rnc: 0.8 I 0.8 Vehicle Class AADTT Distribution (%) Growth Factor (Level 3) Rate (%) Function Au i. ,,.. .., mwrowewre..sxwwuw»claws»,.m+a.mczwns»uwn'ar,v,»rmux, .-.wiAasmaimexsawwas.xwrmmw<a,Y waarvvmna»nxr.:rrrsurv..i x m�m«..a m:.....rerr......m..wr,Y..x:..m«u...r.roreYnaxwvem./rw.h.*wnmx I Class 4 !Class 5 Class 6 Class 7 Class 8 M✓O>o//.4.04 EK'4/NA4W1WIIM!WM.WA%tlM( .V.W..,WNWM,a6700) WAMML 5.1% Y/N9NAM/M%WY..%M'ON.iw5rMCOWA.,MON/N//.PMSY/ WYR.4N/! MYAFt%YANir. Class 9 jClass 10 �. rpw,noa.W.mw.m'if.c+w.arnnvo. Class 11 Elass 12 Class 13 32.3% 18% . / %Y W/MhM^.JMNmtRWA4/WAM 0.3% 4.9% 4b%.XWAI ..YWM,yf%NV//M.i1.04CH 9./AY%,%Y/Am 36.8%0 1.2% 0.7% uraton. tee .g:P's z 3 YAA Nanigter s a r • 5 ▪ a 0.5% 0.2% 2.048% 2,048% www.awYmroYzw.wwrzw m. 2.048% 2.048% WYMONSONLX02. 0.M1201 2.048% Compound._ .. .:.OIWin.R.._ Compound Comoound Compound Compound Compound ..j 2.048% Compound NYYMW.53.qVr✓Fr(i'AS%Y/MIY:SWi.%(SYJMY'NNMCT.Y.Of.>'�NM/)MY%NH..>✓.ne NG.W/.6l'Y iY�MfMJ>MNWH4 Traffic Wander Mean wheel location (in) 18.0 Traffic wander standard deviation (in) 10.0 Design lane width (ft) 12.0 Average Axle Spacing Tandem spacing axle (in) 51.6 Tridem spacing axle (in) 49.7 Quad (in) axle spacing 49.7 Compound Compound 5N 444H1 0. p/Nwnx ::c/ 4nr/nmtfX*yA.... Compound 0.9 1.0 1.0 1.0 0.9 1.0 1.0 1.0 1.0 1.0 0.9 1.0 1.0 1.0 1.0 1.1 0.8 0.9 0.9 Truck. Distribution by Hour• .revnanrr//nm:*+'va»xewn/wl 0.8 aWsn+52.220a 0.9 I 0.9 v`.,COi 5'+V.a5ZI-znE u r.ery.PSi4'a7 rinsrWr6-'..''ascir "fey!/'.82faltta �ii-Ze. Ole;ertC/e�� rAME'%9.7d}.i19+58:IT " ' //5L' tagan.'M:rlo? a's"fi,."6.',✓,� Hour Distribution (%) Hour Distribution (%) /... . .�..+.. ue.. .'n, ro NAY..vwwvvnamu...m!'n...Wv .n»+.a.vuawsw,.;.......rv..w.ow..w.•ew.r row, ww/row.n wxaf.f»f. 1 AM 2 AM 2 PM 2.3% 3 AM ._. 4 AM 5 AM 2.3% 1/440,0.1WM..4,6,. 2.3% 2.3% lmMt.w�H + avv 6 AM 5% 7AM r9AM AM AM mirem,a x./. « [/. aiaYN3✓.6 .bN%WA'M'F m crclea3ez4nM a e u a•.tge r .'42 c�b7..cd v*e� 'aver4mai5.i3niz Axle Configuration Average axle width (ft) 8.5 Dual tire spacing (in) 12.0 Tire pressure (psi) 120.0 Average spacing of axles (ft) Percent of Trucks (%) I 12.0 33.0 15.0 33.0 18.0 34.0 5% 5% 50/o 5.9% 1PM 5.9% 5.9% 5.9% 3 PM .9/a._ 4 PM 5 4.6% 4.6% Y.t4. wYOvm'/>/Rr.C814rAWA(�.[6w[� 6 PM .,aewcwW�.,WAa. 7 PM 8 PM '.'Nfr{WpwN. M.l'YIrM1'pSl 9 PM Y.'eT.NW//niY/N %Ab 0 PM 5.9% 11 PM !Total ¢lV.urr ber ofgzimpiisradrescratza Aclesr Trucl 4.6% 1 Vehicle Single Tandem Tridem Quad Class Axle Axle Axle Axle •nA V 4W/M.YM/Otbp'x%zw4w/MMOY 4V .YAYMXK(4W,*WAV . n utn t. [bA's✓A'nxtt.Ws/NAvan.wmAw[ nnfvwax'AmIav r ... e . o.s�$.vmd..ewwnn..[m.ae�vvw/..vwd. Class 4 Class 5 1.53 I 0.45 Illi0404.X.X.C,PX.stOteM.m 2.02 vMwrM w.WA.M.VM/MV. a 0 ✓iCRM.tOYMrrH .A 0.16 e 0.02 0.93 Class 6 1.12 Class 7 1.19 0.07 Class 8 1 2.41 0.56 Class 9 Class 10 '-4- 1.16 1.01 3 1.05 Class 11 4,35 Class12 3.15 m,0IDM...A.r,..00Y,M. 0.13 0 1.22 0.09 0 0.93 0.02 QXYmfY65•14 Ae XOWM.X. N'. ✓/AY/MM. 0 Class 13 12.77 1A 0.51 with version: 2.53+6862.30758 Reported on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 3 of 14 21185119 WCR 39 Extension PCC South30 year AASHT0W * Traffic cap is not enforced File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx Ti:;tuic.K Tlaf c) rav:^.kiAtKifli.ktf'rdf',f�lv�`.r"f«ws.�§".,ri¢:Ec��iYNsirf�Ib�icYeR .. stir y cal Jr - 4) 4 �4 tiro Classes 4-7 rr, `r 0.25 25.0000 zoopoo kf rcercir RI II) r D-ti�p�f as DO a_,.. Pavement Age (years) Classes 11-13 CLEISSii.1 X C." ra 12 ■ cam 1.:.. 15 20 Pavement Age (years) Cumulative Heavy Trucks 7 0 S 30 yri 1 3 I .a _....._.... �......,...a..�.1 m......7j.• .. ...I.i ..—.-a...i.n.. i ic; 10 Pavement Age (years) 111 C L2- C iD 30 Classes 8-10 ist+y M .� 'stnsµ. Cbia I 1.. • r ZS.- Pavement Age (;years) All Truck Classes -1 t. _ 1- --7w•- •------.--. I 1 1 Pavement Age (years). 4t; with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 4 of 14 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx Climate Station Cities: FORT COLLINS_NARR_ GREELECNARR_GRID Location (lat Ion elevation(ft)) 40.36189 -104.92515 4816 40.35317 -1 04.54732 4665 Annual Statistics: Mean annual air temperature (°F) Mean annual precipitation (in) Freezing index (°F - days) Average annual number of freeze/thaw cycles: 52.69 13.56 486.01 74.42 1 3 Et- rte'. C C m oar) C n t a) u_ R 0.95 Water table depth (ft) Mani Hy Rainfall Statistics 2.18 I 1;1.05) '1. a :1•3714p2.751- ,. n 1 C a) --- 7. •1. •fie .^•';.'!��o U O 6.00 Monthly Climate Summary: Temper ature 5L1 I. aJ d} a C Kati 1-n U 4n r "°Q '1} Thr- - .- 1 1 1 I tet i >i ki. 4. 4.4 Month y Temperature Summary i� N f( Y, ₹3' $ �3 A * •'v j `�Jp: 7 `x 4kl a- ,s uS a e3 faT a ;. e`tt x& 4'4 a st ' a 4, Y 4. IN n _ Ai 2 1S 4 +p ,i E•ti •- # ft 111979 5- 4 - a 30. 10/1983 i I 10/1 987 i + { Y • I t. ; E. . I 4 E. ttit,. t x S T a 6 • .34Y� :. z5 'ex # 3 - 'g_. i+ r 4t` 4 sa. �4. f` : g� Pa'aM ' .44:1F46 B° 'k ,. -,x.,4,_•-alea.Nel -t.- .i4.0.--4:10:- et a t , 1 0/199 1 10/1995 Date Monthly Precipitation, Wind Speed 10/1139'3 • se. onion • c^ .€ .,4 :i .p } . vs Kr' t W' 0. x 1• � 1 � a x: 11/1979 I t i t {{ �.. • T 1 — -- D ate r Monthly Sunshine ...,__....$n..+. �. _ ._. 1 _____ ___ _. S _ w:--........,1. ._.. _.b __ ~ ,r I 1 NtA �j 1 nil 1 op P, .� I a. 4404 ta 4' a a _ 3 ta. ,.,14 'b I 10/1987 - -} � i t Date v t • .-S • 9•••-•••••-•-•-•-•�.m� I ...a. ..r. • . 10/9 nn 3 I I is7 u: yIk .--.i_. .S i Monthly # Wet Days, Maximum Frost 10/1991 0.4.11116. maxi mum F • I I • • 44 aza m K fr to • • Average 44.3 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 5 of 14 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\211851-19 WCR 39 Extension PCC South30 year.dgpx °t• °t <- 3°F -13° F to 4° F -4° F to 5° F • a L j - L • i j of H0Ur : 1 373:x.klaexwwxP4w. w:5. arana4 • 1wW x$31,5 ....1..,______/_,T______ - ,---'---- - 5 r" 50°F to '59° F• f 11 .L' tam'. r • en I .d. R "See # of Hours cy 59°Fto68°F a I . ` E-. cx:werw.t y.l, 7 . l_..........4J_.� w S g16 1 I nnr.r� •..—.wn �-•. r r. a 1 A t j,1 4.1'va=�Y;71WR•1A3'1'fl'BF:i.V°nBPBASA`w:,wi%W!£nvxaA�j....._.. r Ar- S 3 Lel C 0 of Hours'. 68°F to 77° F .3 .q 1. n -7274 21 t EAR 239 2O9 rokit /71:13 27S a' . ,: 4x54 2,56 10 I r 7. W $11 # of Hours HOS # of Hours # of Hours 5°Fto14°F :d.AM+.4.tat A L .- Sj 0PAWASi NJ' CC i trackint • 18 4 26 r ice 2445 11 flaIr. 19 kzr —177 1175. Wilisa-Tgatin 154 lo 1 1. 128 1 1182- 12.7 • '2168- 121 a 2.551 187 383 31 1161. 8114-1 # of Flours Ifet its 185 441' 2 # of Hours IN # of Hours 71 41 i Ls - wry, 3.11 1/43 # of Hours # of Hours tr tNt lait 117 239 Z2 iL ice ivEi 2.34 tr tv # of Hours # of Hours with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 6 of 14 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx JPCP Design Prop Structure - !CM Properties PCC absorptivity surface shortwave 0.85 PCC Dint spacing (ft) i Is joint spacing random ? False Joint spacing (ft) 12.00 Doweled Joints Is joint doweled ? False Dowel diameter (in) - Dowel spacing (in) - Widened Slab Is slab widened ? False Slab width (ft) 12.00 Sealant type Other(Including No Sealant... Liquid... Silicone) 1 Tied Shoulders Tied shoulders False Load transfer efficiency (%) - PCC-Base Contact Friction PCC-Base full friction contact True Months until friction loss 360.00 Erodibility index 4 Permanent curl/warp effective temperature difference (°F) 1-10.00 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.53+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 7 of 14 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\2 1185119 WCR 39 Extension PCC South30 year.dgpx IRI (in/mi) mo .5 ACI I 22C- 20C- 18C- 16C- 14C- 12C- 10C 80- 60- 40 _ IRI y. _ i l 711'1" * * IC I ..ik�:�9+ �`a.a;E i 61 r i,g�fi s i�GG*��+h�kw6,� 3 1' L. 9t�kE EfiAE1+9a8BiClig F+ki. nitrarinwin °'a4101.1044 ieit� rtrt"t a6 lilt �i ' :ae�s< s J 1 S ,_ _ _ 1 ' 4ij 'i _ __ r , 1 s» v- .. _ -.•. j._ } �, ensue', Qom, ; ...- T '?m Ii - 7• yyypyy per. s�pyy,� y�� f�yp� �ppy, JQyy .p+. +.r+ !�{ .. '. '�y/t ' % } �q� pp,yy�� yy��y�pp�p �1 RRI .�.GEI 9Q"6$"A'$5 •1�F i.� ' A�iin ?lrp� vT 4 .. .—I ..,�..r �V'C�},gpy.:ffid.'gI@ym`_' .'R^."6T..'+S"'c7m 'O�C"�Y , .. r.j , . ti+ -' • � �.y ' « ...�__„...,.w... -- ifG�1 RT NSF -_.TS. RfSs -Sl � � m I6Idf Imo» 4� 5�` 6�6,.�{..� i� '�� j ; i 1-- 1— 1— '''' 1' 1 t i _ F._ i 20.0 2089 0.1 2019 0.20- 0.2- 0 e 15- 0.1- 0.05— I 4.0 2023 8.0 2027 Threshold Value j 12.0 16:.0 2031 2035 P avement Age (years/date) Faulting f 65) Specified Reliability I_... _.. • - IMO I I 24.0 2043 • 50% Reliability 28.0 2047 1 i 1 .aia3;,vdEu arktz*�x�lNu?IkirA,3eA'9. �+t�YF R ft if Y4 -B #Hr$6lt 'fin+& � fit. i. 9k 3k Wt>&•8' 3f Bl a ! rIP �8.?I it '8. ¢ �F & ff ".� v i� 3 8 s r rE 5 r} em# c� .� s eIw.9 +� R�8 3 + � i(T�+ a aF3 �? +3�.t+� ie Lam! ' =°J `S .. — — `...,, __, — - -.-, - ^-•" ma. ,-c. sc: xm ie. ail ,iii ^^... +• ; ' , fi-G....a si .•3k •„,.... .:tra rt I `T19"f . WRY wags:mire:i' , 1 ! 7 i ! , ♦ , I I I,"V! I , I , I I , , , ! e 0 4 0.1 2019 8- 7- 6- 5- 4 3 2- 1- 0 0.1 2019 I ' f t 4.0 8.0 12.0 16.0 20.0 24.0 28.0 2023 2027 2031 2035 2039 2043 2047 P avement Age (years/date) f Cracking PCC I � # *►u�rn•IFft` t•reeireevee �Ir��Ia a 4ht tie* air 4.0 2023 • i 8.0 2027 — —Ir i4 ri+iel ilityr r... in .(Vitt:s a5x +Zen i f�._ .. — r .. _ ! / BiTsF9 fiw, {� �.w..:..:_»..M..._.....itogitt sr' - »_._.. ( .._._._._....,w,.,......._-... i I - - : 1 ` .��. .� t:ep�$. s9f1ilelE 4 #asfFhk i i ! stil it �rm c i I f tarry ,. �•,„ -,..., .,.,•m -.... �. .�, —. �-� � s.a is res � m �.i a� rss rsys sue, s�o'�i- ate 12.0 16e.0 1 r 2031 2035 I T fun. a ems. —. s:- w a , ... 40, I5* 145fr oiF k aai: 401 .e=; ica ia— .11t 1 i I 4 , I I I I 1 P avement Age (years/data) 20.0 24,0► 28.0 2039 2043 2047 with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 8 of 14 211511° 'km;,kCR 39 Extension PCC South30 year AASHTOW 'l.4? tan.itEls,; PC - F pips') PCC - MR (psi) 5.1- 5- 4.9- 4,8- 4.7- 4,6 4.5 4,4- 4.3 4.2- 4,1- 4 _ File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx - --------- 1 Ilreas PCC Modulus (Epc() 1 TO F 1 1 1 1 4 1 1 88C- 86C- 84C- 82C- 80C- 78C- 76C- 74C- 72C - 70C, 68C CO. 1 2019 55- 5 0- oma 17 45- 40 LU 35- [1.4) lari 30- 25- 20- 15 _ Dynamic k (psi/in.) Dynamic k -Value 0.1 2019 I +� - 1 i ! 4.0 2023 4.0 023 i �e F i r } LI E. � 1 I 8.0 2827 I 1 PCC Flexur&& Strength (MR) 8,0 2827 H ---2 1 2 ,0 X281 4- • -1- • I I 16.0 2885 Pavement Age (years/date) Base Mo ius (Ebase) r, - . 2031 16.0 2885 Pavement Age (years/dam) 1 ---1-- - 4 r- 20.0 2039 20.0 2039 4. _ i _ t 9 •1 -----, - 1 f 24.0 2►948 I { 3 t- - fl _ 24.0 2043 28.8 2047 28.0 284' I NEN Reported with version: 2,5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: Page 9 of 14 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx a Azirn treAgeittltralitiMae 0.06 PCC emulative Damage 0.08- tri 10 u icf -I cu C > 0.08 15.E li .. z 8 0.02 0.01- 0 MIMMI0NaltI Top -down -r Bottom-'jp at 0+ ^-4 t I 9 `A e • p* E 1 apt la *gt a 44 1 � • 3$ t�r 9 iR n A 11*! s S Y }�. _. i ua r r r e t i l NMNVW+i. 0.1 4.0 8.0 12.0 16.0 20.0 24.0 28.0 2019 2023 2027 2031 2035 2039 2043 2047 Pavement Age (years/date) oil 2019 4.0 2023 with version: 2.5.3+6862.30758 Reported on: 4/15/2019 2:55 PM 8.0 2027 Load Transfer Efficiency I I 12.0 16.0 20.0 2031 2035 2039 Pavement Age (years/date) with version: N/A Created on: 4/27/2015 7:05 AM 24.0 2043 with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM 28.0 2047 Page 10 of 14 by: by: 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx 1.,mazussinvitisst.yx Layer Information Layer l PCC : JPCP Default PCC Thickness (in) 7.0 Unit weight (pcf) 140.6 Poisson's ratio 0.2 Thermal PCC coefficient 10^-6) of thermal expansion (in/in/°F x 4.86 PCC thermal conductivity (BTU/hr-ft-°F) 1.25 PCC heat capacity (BTU/lb-°F) 0.28 Mix Cement type Type I (1) Cementitious material content (Ib/yd^3) 450 Water to cement ratio 0.36 Aggregate type Granite (3) PCC temperature zero -stress (°F) Calculated Internally? True User Value - Calculated Value 52.5 (microstrain) Ultimate shrinkage Calculated Internally? True User Value - Calculated Value 371.1 Reversible shrinkage (°/0) 50 ;days; Time to develop 50% of ultimate shrinkage 35 Curing method Wet Curing PCC strength and modulus (Input Level: 3) 28 -Day PCC compressive strength (psi) 5370.0 4030000.0 28 -Day PCC elastic modulus (psi) Identifiers .tIct-,;Ec git•r '"`" :<oa_ iST.PSC+A_sirelltrl7lta' Zi'K"...'P isEi= "al" +* 'graalf7L:y$'.(l� Cia rStrateeSai Y:3T "r0"%nor .se"'" '.Y"nisSP ArhY?'?.fii'i7? '.. Field Value Display name/identifier JPCP Default Description of object Author Date Created 2/27/2019 11:33:56 AM Approver Date approved 2/27/2019 11:33:56 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 11 of 14 119 WCR 39 union PCC South3 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\2 1185119 WCR 39 Extension PCC South30 year.dgpx Unbound Layer thickness (in) 4.0 Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Analysis Type: Modify input values by temperature/moisture Method: Resilient Modulus (psi) Resilient Modulus (psi) 25000.0 Use Correction factor for NDT modulus? NDT Correction Factor: Field Value Display name/identifier CDOT 304 Class 6 Description of object Author AASHTO Date Created 10/5/2016 12:00:00 AM Approver Date approved 10/5/2016 12:00:00 AM State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 Liquid Limit 6.0 Plasticity Index 1.0 Is layer compacted? True Is Defined? User Value Maximum dry unit weight (pcf) False 127.7 Saturated (ft/hr) hydraulic conductivity False 1.432-02 Specific gravity of solids False 2.7 Water Content (%) False 7.4`t f i k 4 User -defined (SWCC) Soil Water Characteristic Curve is User Defined? False of 5.4942 t. r�a 7 '• YiP F {� D {? bf 2.0616 cf 0.7128 hr :1 16.0000 Sieve Size % Passing 0.001 mm 0.002mm 0.020mm #200 8.0 #100 #80 #60 #50 #40 #30 #20 #16 #10 #8 40.0 #4 50.0 3/8 -in. 1/2 -in. 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 12 of 14 21185119 WCR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx ;Orri, a:-, ?WR-;rt^tt^;Utz*a'3?ra ,>.pKr-77rcr,c711,1,777 , .or.»:x”:11”s�r letTri r., -^-ea :-'-;-?,tf,""--Wars-r„ _ La r 3 ubgrade : Native Subgrade- ® - Unbound Layer thickness (in) Semi -infinite Poisson's ratio 0.35 Coefficient of lateral earth pressure (k0) 0.5 Modulus (Input L.s,vrel: 3) Anal y sis Type: Yp Modify temperature/moisture input values by Method: Resilient Modulus (psi) Resilient Modulus (psi) 9982.0 Use Correction factor for NOT modulus? NDT Correction Factor: Identifiers Value Field Display name/identifier Native Subgrade A-2-4 Description of object Material Tested from E-3 Bulk Author AASHTO Date Created 7/11/2018 12:00:00 AM Approver Date approved 7/11/2018 12:00:00 AN/I State District County Highway Direction of Travel From station (miles) To station (miles) Province User defined field 1 User defined field 2 User defined field 3 Revision Number 0 1y y,. Liquid Limit 25.0 Plasticity Index 5.0 Is layer compacted? False Is Defined? User Value Maximum dry unit weight (pcf) True 123 Saturated (ft/hr) hydraulic conductivity False 2.916e -Q6 Specific gravity of solids False 2.7 Water Content (%) True 11.6 User -defined Soil Water Characteristic Curve (SWCC) Is User Defined? of bf cf hr False 27.7003 0.9438 1.4367 340.0000 Sieve Size % Passing 0.001mm 0.002mm 0.020mm #200 24.0 #100 36.0 #80 #60 47.0 #50 #40 58.0 #30 #20 68.0 #16 #10 79.0 #8 #4 92.0 3/8 -in. 98.0 1/2 -in. 99.0 3/4 -in. 100.0 1 -in. 1 1/2 -in. 2 -in. 2 1/2 -in. 3 -in. 3 1/2 -in. Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM Created with version: N/A on: 4/27/2015 7:05 AM with version: 2.5.3+6862.30758 Approved on: 4/27/2015 7:05 AM by: by: Page 13 of 14 21185119 ''": CR 39 Extension PCC South30 year File Name: C:\Users\kdjackson\Desktop\My ME Design\Projects\21185119 WCR 39 Extension\21185119 WCR 39 Extension PCC South30 year.dgpx PCC Faulting C12 = C1 + (c,* FR°..z5 C34 = C3 + (C4 w FR a25) / Fa:uiti% �1_t =' C C12 curZin j / j� log(1 + C5 5.0Et�" ) '. log (P2 log(1 a ( { T I' 'yet ays Cb nt t Ps - Fautti'��iea = FaultMax0 + C7 D81 w. lag, + C3 M 5.f F°B ca P---1 LiFaultt = C34 * (FaultAlax -1 — Faulti-1.' DE Cs = DowelDet eri aratian. Cl: 0.5104 O2: 0.00838 C3: 0.00147 C4: 0.008345 C5: 5999 C6: 0.8404 C7: 5.9293 O8: 400 PCC Reliability Faulting Standard Deviation 0.0831 * Pow(FAULT,0.3426) 0.3426) + 0.00521 !RI- pcp i d i - Cracking - Sp alifrig C1: 0.8203 C2: 0.4417 C3: 1.4929 C4: 25.24 C3 - Faulting 104 - Site Factor Reliability Standard Deviation 5.4 PCC Cracking to I: AT)= Cl ' ( L� �DLr.a Fatigue Coefficients Cracking Coefficients Cl: 2 C2: 1.22 C4: 0.6 C5: -2.05 re T, AR. T? = 10!0 PCC Reliability Cracking Standard Deviation Pow(57.08*CRACK,0.33) + 1.5 l +C4_RD t r5 Reported with version: 2.5.3+6862.30758 on: 4/15/2019 2:55 PM with version: N/A Created on: 4/27/2015 7:05 AM by: Approved with version: 2.5.3+686230758 on: 4/27/2015 7:05 AM by: Page 14 of 14 R r R tq FORMAI] Contents: General Notes Unified Soil Classification System Note: All attachments are one page unless noted above. GENE L (VOTE DESCRIPTION OF SYMBOLS AND BREVIATIONS Weld County Road 39 Improvements La Salle, CO April 29, 2019 Terracon Project No. 211 85119 (revised) 6-eo 'C911 eport . SAMPLING WATER LEVEL . FIELD TESTS Modified N___.____�_Standard Penetration Resistance (Blows/Ft.) (HP) Hand Penetrometer (1) Torvane (DCP) Dynamic Cone Penetrometer UC Unconfined Compressive Strength (PID) Photo -Ionization Detector (OVA) Organic Vapor Analyzer Test v Water Initially w Encountered Water Level After a • California Ring _ Shelby Tube Specified Period of Time �y�? "4 Water Level After f�. = Sampler the indicated. Water over determination with levels time. short levels a In term Specified measured Groundwater low indicated of water permeability groundwater Period in level on the level of the borehole observations. Time soil variations levels soils, boring at the accurate is not logs will are times occur possible XStandard Penetration Test DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non -plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse -grained soils are defined on the basis of their in -place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with -{-1- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. STRENGTH TERMS • •- .�+.s. .m.nrn . .... n.inw......4v .4vrw' w. IN ... w .ur as..a.'sa.a v.w... .r w.uF.r.. .-. • wev....+r ua.oma..—r_.... r.. 1- r4 .....'bee....4..w.Mv.r. !.v. —VI. x .v+—/..Ma..W.i.nV..ur. p RELATIVE DENSITY OF COARSE -GRAINED SOILS , (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance CONSISTENCY OF FINE-GRAINED (50% or more passing the Consistency determines by laboratory shear strength procedures or standard penetration SOILS No. 200 sieve.) testing, field visual -manual resistance - Descriptive Term (Density) Standard Penetration or N -Value Blows/Ft. Ring Sampler Blows/Ft. Descriptive Term (Consistency) Unconfined Compressive Strength Qu, (tsf) Standard Penetration or N -Value Blows/Ft. Ring Sampler Blows/Ft. Very Loose 0 - 3 0 -5 Very Soft less than 0.25 0 - 1 2 - 4 < 3 3 - 5 Loose 4 - 9 6- 14 Soft 0.25 to 0.50 Medium Dense 10 - 29 15- 46 Medium Stiff 0.50 to 1.00 4 - 8 6- 10 Dense 30 - 50 47- 79 Stiff 1.00 to 2.00 8 - 15 11- 18 Very Dense > 50 > 79 Very Stiff 2.00 to 4.00 15 - 30 19 - 36 Hard > 4.00 > 30 > 36 RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents I Percent of Dry Weight I _ l Descriptive Term(s) of -r other constituents - Percent of Dry Weight Trace <15 Trace <5 With 15-29 VVith 5-12 Modifier >30 Modifier __. - >12 GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION - Major Component of Sample iParticle Size t-- Term Plasticity Index Boulders Over 12 in. (300 mm) Non -plastic 0 Cobbles 12 in. to 3 in. (300mm to 75mm) Low 1 - 10 Gravel 3 in. to #4 sieve (75mm to 4.75 mm) Medium 11- 30 Sand #4 to #200 sieve (4.75mm to 0.075mm High > 30 Silt or Clay Passing #200 sieve (0.075mm) s oy n ileu:accn GeoRepOrt Criteria for Assigning Group'Symbols and•Group Names Using Laboratory Tests Group Symbol Soil Classification Group Name Coarse -Grained Soils: More than 50% retained on No. 200 sieve Fine -Grained Soils: 50% or more passes the No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines Cu≥4and 1 ≤Cc≤3a Cu < 4 and/or [Cc<1 or Cc>3.0] E Gravels with Fines: More than 12% fines c GW GP 1 Well -graded gravel F Poorly graded gravel F Fines classify as ML or MH GM Silty gravel m; G9 H Fines classify as CL or CH GC Clayey gravel F, G9 H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines Cu≥band 1 ≤Cc≤3E r Cu < 6 and/or [Cc<1 or Cc>3.0] i SW SP Well -graded sand 0 , Poorly graded sand a Sands with Fines: More than 12% fines D Silts and Clays: Liquid limit less than 50 Silts and Clays: Liquid limit 50 or more Fines classify as ML or MH Fines classify as CL or CH Inorganic: PI > 7 and plots on or above "A" PI < 4 or plots below "A" line SM SC CL Silty sandG5H9 0 Clayey sand G9 H9 I Lean clay K9 L9 M ML Silt K9 L9 M Organic: Inorganic: Liquid limit - oven dried Liquid limit - not dried < 0.75 OL Organic clay L, NI, N Organic silt K, L, NI, O PI plots on or above "A" line PI plots below "A" line Organic: CH MH Fat clay git9 1, NI Elastic Silt x9 L9 NI Liquid limit - oven dried Liquid limit - not dried < 0.75 `Organic clay K, L,NI,P OH r- Highly organic soils: Primarily organic matter, dark in color, and organic odor r� Based on the material passing the 3 -inch (75 -mm) sieve. If field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded gravel with silt, GW-GC well -graded gravel with clay, GP -GM poorly graded gravel with silt, GP -GC poorly graded gravel with clay. Sands with 5 to 12% fines require dual symbols: SW-SM well -graded sand with silt, SW -SC well -graded sand with clay, SP-SM poorly graded sand with silt, SP -SC poorly graded sand with clay. (D/ 2 30 = 060/010 Cc = 010 X D60 If soil contains ≥ 15% sand, add "with sand" to group name. GIf fines classify as CL -ML, use dual symbol GC -GM, or SC-SM. .....__ 60 R z H For classification of fine-grained soils and fine-grained fraction oars grained soils Equation of "K line Horizontal at. P1=4 to LL 25.5. 40 -- then P1.413 (LL -20) Equation of "U" - line Vertical at LL=1$ to Pl="7„/ 30 -.. then P1 0.9 (Li. -a) i 4U PT Organic silt K9 L9 M9 Q Peat If fines are organic, add "with organic fines" to group name. If soil contains ≥ 15% gravel, add "with gravel" to group name. If Atterberg limits plot in shaded area, soil is a CL -ML, silty clay. If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel," whichever is predominant. If soil contains ≥ 30% plus No. 200 predominantly sand, add "sandy" to group name. P1lIf soil contains ≥ 30% plus No. 200, predominantly gravel, add "gravelly" to group name. N PI ≥ 4 and plots on or above "A" line. OP1 < 4 or plots below "A" line. PI plots on or above "A" line. PI plots below "A" line. , t 4, , p r • r 0 II 10 16 20 30 60 70 LIQUID LIMIT (LL) I I till ..._ ..rnn,..:av,:T 90 100 110 1 May 30, 2019 Weld County Public Works Department 1111 H Street Greeley, Colorado 80632 Attn: Mr. Erich Green, P.E., L.S.I. P: (970) 400-3742 E: egreen@weldgov.com Re: Weld County Road 39 Embankment Construction WCR 39 Extension Between WCR 50.5 and WCR 52 LaSalle, Colorado Terracon Project No. 21185119 Dear Mr. Green: •cnra eo ep Previously, Terracon Consultants, Inc. (Terracon) prepared a Geotechnical Engineering Report (Project No. 21185119 (revised); report dated April 29, 2019) for the Farnsworth Group, Inc. regarding the design and construction of the proposed Weld County Road 39 extension. The report contained over -excavation recommendations necessary for subgrade improvement. These recommendations stated the approximately 2 to 4 feet of organic clay soils should be removed beneath the proposed embankment areas. Weld County informed Terracon the over - excavation recommendations cannot be attained in some areas as a result of shallow utilities that cannot be relocated. Weld County has developed a reinforced embankment design using displacement fill construction and geosynthetic reinforcement (see Attachment). Terracon provided an initial review of the design in a conference call with Weld County personnel (May 22, 2019). Weld County design engineers incorporated Terracon's comments, which are reflected in the proposed attached section. Based on Weld County's proposed alternative, over - excavation would be limited to approximately 18 inches below existing grade. To reduce the risk of potentially unstable subgrade resulting from incomplete removal of the organic, highly compressible clay soil identified as part of Terracon's field exploration, geosynthetic- encapsulated, 3 -inch minus, angular rock will be placed and will be used to stabilize and likely displace a portion of the unstable subgrade. A free -draining layer of geosynthetic encapsulated material meeting the gradation requirements of AASHTO M 43 No. 57 or 67 rock will be placed above the 3 -inch minus layer, extending to approximately 10 inches above existing site grades. The proposed embankment section, varying from minimal thickness to up to about 5% feet, will consist of minimum R -value 40 material as recommended in Terracon's revised report, followed by the recommended pavement section. Terracon Consultants, Inc. 1289 1,s. Avenue. Greeley Colorado 80631 P (970) 351 0460 F (970) 353 8639 .-rracamcor -Environmental Facilities Geotechttical Materials. Weld County Road 39 Embankment. Construction 4v'`1CR 39 Extension LaSalle, Colorado May 30, 201 . Terracon Project No. 21185110 cussion e Report. he recommencations for complete removal of the organic soils offer the owest-risk alternative for differential movements associated with compressible, low -strength subgrade and should be followed to the extent possible.. In areas where these recommendations cannot be attained, the design proposed by Weld County offers an acceptable alternative for construction. For the 3 -inch minus layer as well the No. 57/67 section, each section should be thoroughly pr oofrolled with a loaded tandem -axle dump truck prior to placement of the subsequent embankment section,. The proofrolting should be observed by Terracor . The recommendations presented in this report should be used in conjunction with those presented in our initial Geotechnical Engineering Report for the project. The enera! Comments should be reviewed and understood to apply to those engineering recommendations and opinions presented herein. We appreciate the opportunity to continue to be of service to you on this project. If you have any questions or concerns regarding the content of this report, please feel free to contact us. Sincerely, Terracon Consultants, ale. urt . ,toudir, P.G. Project Geologist Eric 0. Bernhardt, P1 ` Geotechnical Depart it M Attachments: Weld County Typical Structure Sectioi Res wive ot Resourceful a Reliable2 SEE DETAIL A-•� EMBANKMENT EXISTING GROUND (TYP )MATERIAL (TYP.) y...... ..... TE (PLACED BELOW, r 3 l 1FT TYPICAL ROAD STRUCTURE SECTION STA 9+25 TO STA 21+71.78 (NOT TO SCALE) VARIES 26FT TO 40FT HMA (5 INCHES THICK) CLASS 6 ABC (6 INCHES THICK) EMBANKMENT MATERIAL (VARIES D FEET TO 5.5 FEET THICK) NO. 57/NO. 67 ROCK (10 INCHES THICK) 3 INCH MINUS ANGULAR ROCK - 2 FRACTURED FACES MINIMUM (18 INCHES THICK) SAR TRIAX 160 GEOGRID OR EQUIVALENT-' 3 INCH MINUS ROCK AND GEOSYNTHETIC) NOTES: 1. OVERLAP OF GEOSYNTHETIC MATERIAL SHALL BE AT THE DIRECTION OF WELD COUNTY AND MEET MANUFACTURER SPECIFICATIONS. 2. THE SECTION SHOWN SHALL BE EXTENDED TO THE EAST RIGHT-OF-WAY (ROW) FOR THE ACCESS ROAD SHOWN AT STATION 13+25.44. 3. REFER TO SEPARATE ROCK TRANSITION PROFILE DETAIL FOR ROCK AND GEOSYNTHETIC MATERIAL TRANSITIONS IN THE HERCP CULVERT AREA. VARIES +/-40FT TO +/-SOFT ADDI11ONAL LAYER OF TENCATE MIRAFI RS5B0i GEOSYNTHETIC OR EQUIVALENT (IF REQUIRED BASED ON FIELD PROOF ROLL TESTING) TENCATE MIRAFI H2Ri GEOSYNTHETIC OR EQUIVALENT (TOP OF NO. 57/NO. 67 ROCK) 6 INCHES TOPSOIL REMOVAL 12 INCHES UNSUITABLE MATERIAL REMOVAL TENCATE MIRAFI RS580I GEOSYNTHETIC OR EQUIVALENT (COMPLETELY ENCAPSULATE 3 INCH MINUS ROCK BOTTOM, SIDES, AND TOP) TENCATE MIRAFI H2RI GEOSYNTHETIC OR EQUIVALENT SINGLE PIECE OF TENCATE MIRAFI RS580) GEOSYNTHETIC OR EQUIVALENT ( DETAIL A - GEOSYNTHETIC OVERLAP AT EDGES\ (TYPICAL BOTH SIDES) NO. 57/NO. 67 ROCK 6FT MIN. (TOP AND BOTTOM) RFT MIN. (TOP AND BOTTOM) 3 INCH MINUS ANGULAR ROCK R�Fs v p.s* TENCATE MIRAFI R55801 GEOSYNTHETIC OR EQUIVALENT (COMPLETELY ENCAPSULATE 3 INCH MINUS ROCK BOTTOM, SIDES, AND TOP) WETLAND ITIGi D '.SIGN AND !LAN FO E , p , 1, 1E • k v ) WELD OUNT MAD 39 ENSItN PREBETWEEN W COUNTY ADS 50$AND NEAR LIASALLE, COLORADO IN Ll'. (CJUNTY Prepared BBy: Darcy Tiglas 5015 Swainsona Drive Loveland, Colorado 80537 Prepared For: Weld County, 1111 H Avenue Post Office Box 758 Greeley., Colorado 80632 April 2019 WETLAND T T GA; }= 1` DESIGN AND N FOR. THE 'PROPOSED WELD COUNTY ROAD EXTEA S.I N PRPROJECT BETWEEN ELD COUNTY .A..DS 50 N NEAR r- , L COLORAIPO .N'WELDOUNTY ,v lu "off u S t .ackground Weld County proposes to construct an extension of Weld County Road 39ON/CR 39) between. Weld County Road 50.5 (WCR o. and Weld County Road 52 CWCR 552) near LaSalle, Colorado. The project entails the crossing of the abandoned Lower Latham Drain Ditch at the north end of the project area. The wetland impacts under this project total approximately 0.27 acres and on -site mitigation is proposed as there is currently no wetland bank in service. Weld County plans to create approximately 0.27 acres of in -:lend palustrine wetlands to mitigate for the expected wetland losses during the proposed construction. This report presents a conceptual design and plan for the creation of the wetlands at the project site, using guidance prepared by Cooper (1 991) for wetland Mitigation, to ensure compliance with wetland determination criteria. Objective The objective of this document is to present the J , Army orps of Engineers (COB) withwith a conceptual design and plan for wetland creation at the project area shown in Figure 1. This creation plan addresses ecological concerns associated with creating wetlands. Technical Approach Development of the creation design and plan incorporated the following parameters: S Three palustrine wetlands were identified within the project area during the field reconnaissance. These wetlands willbe impacted by the proposed project and include approximately 11,8533 square feet (0272 acres) The mitigation area has been identified that covers approximately 13,803.6 square feet or 0, 317 acres. A wetland delineation has been conducted to determine the boundaries of any existing wetlands on the project property and that delineation has been included in this packet. Under the principals set forth by the Pre -Construction Notification (PCN) as part of the 40L -- wetland permit application submitted : to the COE, Weld County would be required to create wetlands from non -wetland °etland areas in order to meet mitigation requirements under the permit Currently, no wetland mitigation bank is in service and on -site mitigation is the only alternative. Weld Comty requests that the mitigation ratio to disturbed wetlands be at a I :1 ratio. 2 :,.aa..— Sa—cAu'^..�,..+-.zY.,.'sm�-S,cr�'++.'.•.a—vri'`.x�,='.".�. _ :JU0 600 AVA LA8LE -tAT!O i AREA -SO i .0 SP /.0 021 ACRES `$/A1L&8LG ilia -A -1O .AR ' .`.''.o I3.7 SF i C': $9 ACRES AVAILABLE Mi 'IGATION7-`' ASEA2.J:219 .+ SI:_I;!'1.0 2ACR S .6' f y' te .4Et&t Wt ngIN R1G T.QP'-WAY`. 248.05 AREA WITHINt €G H` .pr-1;°AY= 498 3 SP 1101THIM^ RIGHT -V- ° AV= - Zed 3 SE TOTAL WETLAND MITIGATION AREA AVM LAB E = 13303.6 SF / € :3 7 ACRES AREA evI&H€N RIGirth' -WAY° x.545.7 SF TOTAL WETLAND AREA DISTURBANCE = 11,853.7SFIO.272ACRES I �• _ o1 irk Q .. }l aa. r P9 Inch- "t; 800 Poet. . i u re I Proposed 'i iti a Location C 39 Extension. Project • Weld County will submit ail proper documentation to the COE to show the success of the created wetland. Weld County will submit an annualmonitoringg report by December 31 of each year until the mitigation area is released from future reporting by the COB. • Weld County would be required to conduct a monitoring and maintenance program to ensure the success of the wetland creation at the project area. If the mitigation area is failing, the COE will ask Weld County to amend their mitigation plan and work to achieve the required wetland acreage success. Wetland Creation. The purpose of the mitigation plan is to create wetlands to offset the permanent loss of 0.27 acres of wetlands as a result of the road extension activities proposed by Weld County on the project site. To accomplish this, areas within the proposed mitigation areas will be modified by the excavation of soil down to a pre -determined elevation, the provision of wetland hydrology, the formation of hydric soils, and the planting/seedingplanting/seeding of hydrophytic vegetation. The wetland creation design will create palustrine wetlands currently found at the project area andthe mitigation will be in -kind. At present, few invasive species occur within the project area and noxious plants should not be encouraged withinthe project area. The proposed community creates criticalcomponents of wildlife habitat that provide protective cover, nesting and breeding areas, and food sources for animals. Wetlands are also important for water quality improvements, cooling, and oxygenation of water. Wetland Design. The wetland designprovides for ponded or low-lying depressions similar to those wetlands along the west side of the project area. There will be small areas of open water created initially within the created wetland areas that will offer support for wildlife, particularly waterfowland shorebirds. The elevation of these existing upland areas willbe dropped 0.5-3 feet and will mimic the existing depressions on the site. This will ensure the proper hydrology to support wetland vegetative growth. Appendix A provides a list of plants to be used for the mitigation. project. The wetlands will be createdin the mitigation areas at the north end of the project area, on both sides of the proposed WCR 39 extension roadway. Native wetland grasses and sedges, such as switchgrass (Pan/nun viratum) [FAC} and Baltic rush (Juncos balticus) [FACW], will be established in the mitigation area. This vegetation can tolerate inundation for short periods of time and drier conditions if required. Other native wetland grasses and grass -like plants which can be used in these areas include Nebraska sedge (Carex nebrascensis) [ORL], great bulrush (Schoenopiectns tabernoemontani) [OBL], three -square (Schoenopiectus pungens) [OBL], and spikerush. (Eieocharis palust eis) [OBL]. Several forbs can be included in the plantings list- swamp milkweed (Ascepias .it carneta) WACW], broadleaf arrowleaf (Sagittaria lots fbiia) [OBLJ, andblue vervain (Verbena vt t) [PAM] . Wetland forbs are difficult to propagate in a greenhouse, so their availability is limited. However, available native wetland forbs 4 will be included in the planting efforts as available. Figure 2 presents a drawing of the proposed planting regime for the mitigation area. The success of the mitigation efforts will be based on the provision of proper wetland hydrology. The project area lies below an escarpment and is a stable surface and ground water provider to the proposed wetland mitigation site. Weed -free hay or straw can be crimped into the soil if hydric soils are slow in forming. This process will quicken the development of "organic muck" or anaerobic soils typical of natural wetlands. Weld County will use Best Management Practices to stabilize the embankments of the roadway above the mitigation areas and will use methods to assure the stoppage of sediment transport into the mitigation areas. Final. Design The final design establishes approximately 0.27 acres of wetlands with a variety of functions including nesting and resting for birds and other animals, buffering and cooling of surface water, and cleansing for groundwater. This design is ecologically desirable because it will create in -kind wetlands to those being lost under the proposed project. ` `he palustrine cormnumty will be similar to other common community types within the greater South Platte River floodplain. The design is cost-effective because most of the species identified for use for the mitigation planting area are readily. available from nurseries and from surrounding borrow areas.. These available resources are needed to make the project successful. The advantages of this design include those discussed above and protection of the wetland with a zone of emergent and hardy vegetation. Increased complexity and diversity are directly related to the functional, value of a wetland system as well as its ability to withstand disturbance. Wetland Creation Plan The wetland creation plan addresses specific requirements to ensure the success of the project. The following sections specifically describe how to create awetland. Site Preparation The proposed wetland creation site is located south of WCR. 52 and north of the abandoned flower Latham Ditch on both sides of the proposed WCR 39 extension. Weld County will excavate soil to form slight depressions on the landscape with accompanying slight terraces within the mitigation areas. Figure 2 shows the conceptual wetlandcreation plan schematic with numbers of plantings to be used andlocations of plantings to be placed. Earthwork and Revegetation Earthwork, the gradi.cg and soil removal required tocreate the new wetlands, will begin several months after the road construction project begins. Due to a limited construction corridor the proposed mitigation area site will be used as the construction staging area. Live bareroot plant 5 .e4 n et- ppmcaa .�} etmay• . � �P�' 3,kk pog Itto Cori Ptlej 1190fi1 66 r� W P Mitigation Areas I ete wceE 94 '5 I 1l f r : 7 Abandoned one Lower Latham Ditch 0.r Snrf,r4aa .A4. wsiziaac _ I inch= 4 0 F6 Mitigation ',tea >9rA'.'iV lee- re.„. a - 111C Ito (id yr(4/11/405 K c?Lctvrt 'i Vrturit tocurvy ttirdel, material from a retail nursery or another wetland site will be used as the primary source of new wetland vegetation for the newly created wetland site. If another wetland site is used as a source for vegetation, only thinning techniques will be used to obtain the vegetation and all vegetation removal willbe accomplished manually. Bulrush plugs and other sprigs can be taken from one wetland and placed into another without harm to the source wetland. Preferably, this removal would occur in late winter or early spring while plants are still in a state of winter dormancy. Slopes Slopes, albeit slight and gentle, within the mitigation project area will be contoured to be stable in the absence of vegetation. Again, Weld County will use Best Management Practices to stabilize the embankments of the roadway above the mitigation areas to assure the stoppage of sediment transport into the mitigation areas. The depressions will be designed with anirregular perimeter geometry to offer an effective shelter from heavy flows from acute thunderstorms where surface water runoff would approach the mitigation area at oblique angles. After the emergent vegetation becomes established, any wave action from standing water will have little effect on the perimeter. Hardy vegetation, like bunchgrasses and rushes, will be used to buffer the perimeters around the edges of the mitigation area. Summary Description of wetlands to be Created Approximately 0.27 acres of palustrinelemergent wetlands will be created under this plan. Five areas will be used to achieve the wetland mitigation requirement and these five areas will mimic the small depressions withinthe pastureland area south of the abandoned Lower Latham Drain Ditch. Utility line easements and setbacks are outside of the five areas so that Weld County can assure the COE of the protection in perpetuity of the wetland mitigation. areas. The total. mitigation area is greater than the needed mitigation acreage and this provides insurance of meeting the total needed mitigation acreage number i.f any small pockets within the created wetlands don't meet the criteria for a regulatory wetland prior to release. Site . Hydrologic Regime The project site's hydrologic regime will be suitable for wetland establishment. The water level will fluctuate throughout the year, but the ground water table is high between WCR 52 and the escarpment at the southern end of the project area and appears to be persistent all year long. A suitable hydrologic regime does not appear to be a limiting factor for wetland establishment. Construction Schedule The most critical element involved with the wetland mitigation construction schedule is the planting of wetland plants. Ideally, wetland plants should be planted in early spring (April -early June) and late fall (Septem.berOctober). It should be noted that nurseries may not be able to 7 provide wetlandplants until late May or mid -June. Borrow sites for plantings would be available for harvest inthe event that nursery plants are difficult to obtain. Reporting Timetable An annual report will be prepared at the end of each growing seasonand submitted to the COE by December 31st of eachyear after completion of the creation project. These annualreports will be submitted to the Cole for subsequent years to illustrate the success and progression of the created. wetland. Once the site is a viable wetland of approximately 0.27 acres and meets the success criteria, Weld County will request that the COF, accept this wetland acreage as adequate and successful mitigation acreage due under the Nationwide ide permit for the project. Plant List A plant list is provided in Appendix A. Substitutions will be made if some species are not available. Substitutions will be made between like forms, Le. if switchgrass is not available, prairie cordgrass can be used instead. Local sources of wetland plants may also be used. These plants may be found in railroad right-of-ways, existing Weld County properties, and possibly on private properties near the project area. As stated above, season and plant condition are crucial factors to successful wetland development. Blevational Concerns All plant species obtained fOr use on the mitigation area will be adapted to a 4,000 -5,500 -foot elevation. Therefore, all live plant materials will be obtained from local nurseries (norther. Colorado). Maintenance Program Appropriate maintenance is essential to the success of a constructed wetland. Several specific recommendations have been made below to increase the chances of success. Restrict Access. Weld County should restrict human, vehicular, and pet access to the newly created wetland. Wetlands are very resistant once established. However, until they are established, they are fragile and need to be given time, without disturbance, to function properly. Weed Control. Some weedy species will invade the wetlandas soon as the soil is disturbed, and. the growing season begins. Annual seeds, particularly, lie in -wait in the soil for an opportunity to grow and establish. Most weeds, such as Canada thistle, can be re noved manually or mechanically. However, chemical treatment (wit . a safe chemical created for use in and around water) is usually the most effective control method. Weld County has a Weed. Control Officer, Ms. Tina Booton, that can assist with weed control, i.f necessary. 8 Potential Problems The primary potential problem to wetland creation areas is the impact of humans and heavy equipment due to adjacent roadway maintenance and operations. Interpretive signage may be required to educate people about the construction of this wetland, or a fence erected to keep access prohibited. Monitoring Program The project has a very high probability of success based on the existing wetlands across the greater project area. Suitable conditions for wetland plant growth already exist across the greater project area. Weld County will monitor the success of the wetland until such time as it is a viable, self- sustaining wetland. Parameters to be monitored over the course of a year include water quality, surface water levels, development of hydric soils, and wetland plant growth and establishment. An annual report will be prepared and submitted to the COE to provide documentation for the success of the created wetland each year by December 31. Qualitative and quantitative data will be collected for this report Success Criteria Weld County proposes the following release criteria as special conditions under the nationwide permit for the project. • Weld County agrees to create 0.27 acres of palustrine wetlands within the proposed mitigation areas identified in Figure 1. Weld County will hire a professional ecologist to oversee the mitigation, which will be accomplished in accordance with the mitigation plan. • Weld County agrees that the created wetlands will be considered successful and self- sustaining when the mitigation area has not been manipulated via irrigation, removal of noxious plants, or replanting or reseeding during the last three years of a five consecutive year period. • Weld County agrees that an additional determination of success includes at least 80% of the mitigation area be vegetated, with at least 50% of the total number of dominant species present consisting of species rated as facultative or wetter. • As another measure of success, Weld County agrees that those species shown on the Colorado Noxious Weed Inventory list -A shall be 100% eradicated. Additionally, those species shown on the list -B will be no more than 10% or less of the total cover in the mitigation area. 9 Special -Status Species A determination of no effect for each of the 9 Threatened, Endangered, Candidate Species and I I Birds of Conservation Concern have been determined based on habitat requirements of each species and the habitat type occurring within the project area. The proposed project will not result in any direct or indirect impacts to any federally listed threatened, endangered, or candidate species or Birds of Conservation Conceit or their habitats. This decision is based on ground reconnaissance of the project area on January 23, 2019, vegetation community/wildlife habitat survey oft e project area, as well as a field reconnaissance of the areas adjacent to the project area. Several species have minimal habitat opportunities within or directly adjacent to the project area, but due to the heavy cattle gazing and salineataden soils causing large denuded areas these species are generally discouraged from using the project area. A Biological Assessment document is included in the permit request packet for this project. 10 References and Supporting Documents Cooper, DD.J. 1991. Recommended Wetland Mitigation Guidelines and Wetland Mitigation Design Standards and Specifications for the City of Boulder, Colorado. U.S. Environmental Protection Agency, Region VIII, 40 pp. Marble, Anne D. 1992. A Guide to Wetland Functional Design. Boca Raton, Florida: Lewis Publishers, 222 pp. 11 APPENDIX A PLANTS TO BE USED FOR THE WCR 39 EXTENSION MITIGATION PROJECT Name and Location on Landscape Nebraska sedge (Carex nebrascensis) Planting location: Perimeter; partial inundation Baltic rush (Juncus balticus) Planting location: Perimeter; terrestrial Soft rush (Juncus effuses) Planting location: Perimeter Switchgrass (Panicur vir atom) Planting location: Terrestrial; depression Three -square (Schoenoplectus pungens) Planting location: Perimeter; slight inundation Great bulrush (Schoenoplectus tabernaerontani) Planting location: Emergent; perimeter; slight inundation Spikerush (Eieochartv palustris) Planting location: Inundated perimeter Prairie cordgrass (Spartina pectinata) Planting location: Terrestrial; depression. Swamp milkweed (A.sclepiass incarnata) Planting location: Inundation; perimeter Blue vervain (Verbena hastata) Planting location: Perimeter Broadleaf arrowleaf (Sagittaria late/ol ia) Planting location: Perimeter; slight inundation Switchgrass (Pan icum viratn) Planting location: Perimeter I.2 GR-48 - WCR 39 EXTENSION PROJECT Bid Request No. B1900110 Weld County, Colorado ADDENDUM NUMBER ONE The following shall be incorporated into the CONTRACT DOCUMENTS, for the above -referenced PROJECT: A. Contractor Questions and Responses B. Pre -Bid Meeting Sign -In Sheet C. Pre -Bid Meeting Agenda D. Revised Commencement and Completion of Work E. Revised Revision of Section 108, Prosecution and Progress F. Revision of Section 501, Steel Sheet Piling G. Revision of Section 630, Traffic Control Management H. Revised Force Account Items, Description I. Revised Bid Schedule July 10, 2019 All other terms and conditions of the CONTRACT DOCUMENTS shall remain unchanged. BIDDER must acknowledge receipt of this addendum in the space provided in the BID. Failure to acknowledge receipt of an ADDENDUM may be cause for rejection of the BID. A. CONTRACTOR QUESTIONS AND RESPONSES 1. Agenda Clarifications/Corrections a) Under Item 5. General Project Submittals by Contractor, please add: f. Method Statements are required. b) Under Item 16. Revisions to Section 107, it is clarified that the `CDPHE permit' covered u nder Letter c. is the CDPHE State Stormwater Discharge Permit. A separate CDPHE Construction Dewatering Permit must be obtained by the contractor for the dewatering required for the project. c) Under Item 27. Plans, Letter d, please replace '2018 CDOT Field Materials manual' with '2019 CDOT Field Materials manual.' 2. Railroad Requirements A draft Union Pacific Railroad Right -of -Entry Agreement is included under Railroad Coordination in the project specifications (Page 134). In addition to the items shown under Item 12 of the Mandatory Pre -Bid Meeting Agenda, the following was discussed at the Mandatory Pre -Bid Meeting: ® Union Pacific Railroad requires two (2) weeks to process the agreement based on a complete application. ® If a railroad flagger will be required for any portion of the project construction, the flagger will n eed to be provided through RailPros. ® Railroad dig tickets generated by the separate railroad fiber optic utility locate number will n eed to be refreshed every 14 days. 3. Question 1: What are the working hours for the project? Answer: Working hours for the project are sunrise to sunset, Monday through Friday excluding holidays unless previously arranged and approved by the Project Engineer or Inspector. Please refer to Revised Revision of Section 108, Prosecution and Progress, under Letter E of this addendum. M:\Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project — Addendum 1.doc 4. Question 2: Will Recycled Asphalt Product (RAP) be allowed in the Hot Mix Asphalt (HMA)? Answer: Yes, RAP will be allowed in the HMA mix utilized for the project. 5. Question 3: Is the project tax exempt? Answer: The project is exempt from State of Colorado and Weld County tax. Please refer to the 2nd paragraph of the Bid Proposal on Page 16 of the bid documents. 6. Question 4: Do Davis Bacon wages or Disadvantaged Business Enterprise (DBE) requirements apply for the project? Answer: No; this is not a CDOT project and neither Davis Bacon Wages nor DBE requirements apply for the project. 7. Question 5: The project includes an item that could delay the start of construction (U.S. Army Corps of Engineers 404 Permit), as well as materials that require lead time (for example, the precast 68" x 43" horizontal elliptical RCP). How is it expected then that the project can be constructed on schedule with no weather days allowed? Answer: The project is on an accelerated schedule due to grant requirements and construction season. A possible delay due to a late issuance of the 404 permit is covered with a force account item (Paving Spring 2020). Weld County checked with Oldcastle Infrastructure in June and they indicated they need 3-4 weeks of lead time to produce the precast 68" x 43" horizontal elliptical RCP in the quantity required. We do not allow for weather days in the contract and therefore if the contractor wishes to allow for days where work cannot be completed due to weather, this will need to be built into the contractor's schedule. 8. Question 6: With the field office being provided by Weld County, who is responsible for transportation to and from the project site? Answer: Weld County will only supply the field office. Transportation and all other required items are the responsibility of the contractor per Revision of Section 620, Field Facilities (Field Office) starting on Page 117 of the project specifications. 9. Question 7: Is a project construction budget available from Weld County? Answer: No. Weld County will not make a project construction budget available to bidders in order to avoid skewing the bids. 10. Question 8: How many geotechnical exploration holes were drilled on the south area of the project? Answer: Two (2) geotechnical exploration holes were drilled on the south side of the project site and included in the geotechnical report. Seven (7) total geotechnical exploration holes were drilled within the project site and included in the geotechnical report. 11. Question 9: Will the Mandatory Pre -Bid Meeting sign -in sheet be posted? Answer: Yes. The Mandatory Pre -Bid Meeting sign -in sheet was posted on the Weld County Purchasing website on 7/8/19 and is also included as Item B of this addendum. 12. Question 10: In order to complete the project on time, the contractor will likely need to utilize an accelerated schedule. Is Weld County aware that the use of an accelerated schedule will likely significantly increase the construction costs? Answer: Yes. Weld County is aware of the potential cost implications. Please prepare the bid accordingly. M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project —Addendum 1.doc 13. Question 11: Does the seeding listed in the bid schedule cover both temporary and permanent seeding for the project? Answer: Yes. The Seeding (Native) (Sterile Wheat) item will be utilized for all temporary and permanent seeding required for the project. 14. Question 12: Is the contractor responsible for providing process control testing for the project? Answer: Yes. The contractor is responsible for providing and paying for process control testing for the project. This testing will not be paid for separately and will be considered subsidiary to the project work. Weld County is only responsible for the separate quality assurance testing. 15. Question 13: It appears traffic control flagging will be required for the project. Should this be included in the bid schedule? Answer We do anticipate flagging will be required for the project as shown in the project plans, however, a separate traffic control flagging item is not included in the bid schedule because it is subsidiary to the Traffic Control Management item. Please refer to Revision of Section 630, Traffic Control Management included as Item G of this addendum. 16. Question 14: The bid schedule identifies a Potholing (Special) item and indicates the unit as `Each' instead of `Hourly'. In addition, the Subsurface Utility Engineering (SUE) investigation sheets show 25 potholes. Should the bid schedule have shown a quantity of 10 hours for the Potholing (Special) item rather than 10 each? Answer: No. The tabulation of potholes shown on the SUE investigation sheets were completed as part of the project design and the 10 potholes included in the bid schedule are included for possible additional potholing required during construction. The bid schedule for Potholing (Special) is correct as shown. 17. Question 15: At the Pre -Bid Meeting on 7/8/19, it was indicated that 200 tons of asphalt patching is included in the HMA quantity. If 200 tons of patching is included in the total quantity, and pricing is different for this type of work, can the patching quantity be separated from the rest of the HMA quantity in the bid schedule? Answer: We do not recall a discussion regarding 200 tons of HMA patching at the Pre -Bid Meeting. No HMA patching is called for in the project plans, and the HMA required for the T - Joint at the proposed tie-in to Weld County Road 52 will be placed as part of the top lift of HMA. Prepared By: Erich Green, P.E., L.S.I. Engineer II M* -Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project — Addendum 1.doc B. PRE -BID MEETING SIGN -IN SHEET M:1 —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Final Bid DocumentslAddendum 1 7-10-191Word1WCR 39 Extension Project — Addendum 1.doc PROJECT: MANDATORY PRE -BID MEETING —718/19 @ 10:00AM. 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J c ` Q - c c _�+.. .. .,. .. :1 910 -01/4, 3 3S,-1:93 ADessey . tt f �• , • .- • " 'iM fr. :.`"- �` �,:- 's ea �+a. ` a�4s�"; ;'4' 4 " :r ,. - ) J .M.v4 .._; .-ni ar` sr... , L- fi- '''r 'u` „/•°deR+y�" r ' ,.+�.. may.-•�T66 en.r+' ""'te r s """ ea 7* -' et..--"` .o .,^'v. coot y +~..� , •fod,. . "" -et,- . ....r....r._ .. .... .. ' .. , .. .--. . . _«-'_. -.. .. - .- .- .. ,. .. vx,r..•. i PAGE 1 .. - .. ... ., C. PRE -BID MEETING AGENDA M:1 —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project —Addendum 1.doc GR-48 — WCR 39 Extension Project Mandatory Pre -Bid Meeting Agenda July 8, 2019 1. Sign -in Sheet 2. Project Description/Location a. This project in general consists of the construction of approximately 2,000 linear feet of a new Weld County Road (WCR) 39 roadway between WCR 50.5 and WCR 52, north of the Town of LaSalle. The project includes intersection improvements at WCR 50.5 and WCR 52, construction of a large triple concrete pipe culvert, and on -site wetland mitigation. Construction will occur within the South Platte River floodplain and the Union Pacific Railroad right-of-way. b. Project made possible by partnership between Weld County, Town of LaSalle, and Union Pacific Railroad. c. Not a CDOT project and not following full CDOT processes. 3. Project Engineering a. Design was provided by Farnsworth Group. Materials Owner Acceptance testing will be arranged by Weld County and will be conducted by Terracon. Contractor is responsible for process control testing. Construction administration and inspections will be provided by Weld County Staff. Weld County staff will be attending progress meetings and conducting traffic control reviews. 4. Bidding Requirements a. Delivery — 2 Options (refer to details in Invitation to Bid) i Email ii. Paper by mail or hand delivery b. Note the insurance requirements for the job i See pages 11-15 of the bid documents for the insurance requirements for the project. ii. Weld County and Union Pacific Railroad must be included as additional insureds. iii. Builder's Risk insurance required since a large portion of the work will be done in the floodplain. c. Forms required at bid time are listed with an asterisk in the table of contents. d. Pay attention to Section 3 `Preparation of the Bid' paragraph for required bid proposal forms. e. Deadline for questions is 7 a.m. on Thursday July 11, 2019. f. Final addendum will be posted no later than 5 p.m. on Monday July 15, 2019 g. Bid closes at 10 a.m. on Wednesday July 17, 2019. Bids will be opened at the Purchasing Office. 5. General Project Submittals by Contractor a. Materials Certifications b. Construction Schedule c. Mix designs — asphalt, concrete, aggregate base, etc. d. Seeding and erosion control materials e. Insurance, bonds, CDOT forms, and contract documents 6. Force Accounts a. Several set up for various items b. Wetland Restoration and Wetland Mitigation (Fine Grading) will be performed at the direction of Weld County's environmental consultant utilizing the wetland mitigation design and plan as basis. c. Incentives and disincentives apply to asphalt quality and asphalt smoothness. M* -Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Pre-Bid Meeting\GR-48 WCR 39 Extension Pre -Bid Meeting Agenda.doc Page 1 of 4 d. Paving Spring 2020 is only for a possible delayed start imposed by the Army Corps of Engineers (ACOE) permit that results in 74 calendar days extending beyond October 31, 2019. Specific items would need to be pre -approved by me and the costs justified in writing with a maximum 15% profit for Contractor. 7. Project Completion Date a. Project is a calendar day contract — 74 days beginning August 19th i. October 31, 2019 completion deadline to meet construction season and DOLA grant requirements ii. No weather days will be granted 8. Pay Applications a. We will pin down pay application deadlines with winning bidder b. Monthly reporting required — to be submitted with pay applications. 9. Closures and Traffic Control a. Construction signing and traffic control is the responsibility of the Contractor. Traffic control plans shall be submitted to Weld County for approval prior to any construction. b. Access to adjacent properties must be coordinated with the affected landowners. Only the Rights of Way and Temporary Construction Easements shown on the plans have been secured. c. Proposed traffic phasing plans have been included in the construction drawings and may be modified with prior approval from Weld County. d. Lane closure of east -bound lane of WCR 52 may only occur when tie-in of WCR 39 intersection is being completed. 10. Coordination and Protection of Existing Utilities a. Contractor shall be responsible for protection of all existing utilities and coordination with the affected companies during construction. b. Primary affected utilities include CenturyLink, DCP Midstream, Town of LaSalle, and Xcel. Other existing utilities in our near the project corridor are shown in the plans and specifications. c. Note specific notification for fiber optic locates on railroad property - shown in plans d. Xcel is over -head and relocation agreements are being entered into concurrent with the bidding process in order to meet project schedule. e. Contractor required to camera Town of LaSalle sanitary sewer main prior to mobilization and after construction but prior to substantial completion and provide video to Weld County. Subsidiary to Clearing and Grubbing. Refer to plan Sheet 2.17C and page 119 of the specifications. f. Requirement of standby representatives in critical areas for CenturyLink fiber optic and phone lines and Xcel Energy gas line — refer to plan Sheets 2.17C and 2.17D 11. ACOE 404 permit/wetlands — Permit is being processed but is not issued. Terms of long-term maintenance of wetland mitigation areas are being finalized prior to issuance. a. Wetland protection areas shall be fenced with orange plastic construction fence and green flagging per plan Sheets 2.2 and 2.3 prior to any removals or other work. b. Damage to wetlands within protection areas will result in liquidated damages of $1,000 per incident to the contractor. c. Fine grading and wetland plantings shall be made by the contractor at the direction of Weld County's environmental consultant. Refer to plan Sheet 2.17B and Page 128-129 of the specifications. 12. Union Pacific Railroad Contractor's Right of Entry Agreement requirement — see page 134 of specifications. a. Contractor must apply for Contractor's Right of Entry (CROE) immediately upon Notice of Award (NOA) b. CROE shall be fully executed 14 calendar days after NOA M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Pre-Bid Meeting\GR-48 WCR 39 Extension Pre -Bid Meeting Agenda.doc Page 2 of 4 c. Notice to Proceed will not be provided until all requirements of the CROE are met (as confirmed by UPRR, including insurance) d. Commercial General Liability Insurance Coverage i. Minimum $5,000,000/occurrence ii. Minimum $10,000,000 aggregate limit iii. No exceptions and don't bid if minimums cannot be met. 13. Oil and Gas Producer Coordination a. Refer to page 146 of the specifications. Contractor required to coordinate with SRC Energy and accommodate access through the project to the active oil and gas facility on Parcel 02. 14. Revisions to Section 104 — page 60 of the specifications a. Revised definition for differing site conditions — note the examples which do not entitle the Contractor to a change order due to differing site conditions. b. Revised formula for value engineering proposals 15. Revisions to Section 105 — page 62 of the specifications a. Added section which allows the County to remove any of the Contractor's or sub- contractor's employees from the job for any reason. b. As -constructed drawings are required. c. Price Reduction Factor conformity ranges have been revised, see Section 105.03 d. Order of precedence has been revised. e. CDOT will not participate in disputes — this is not a CDOT contract. 16. Revisions to Section 107 — page 67 of the specifications a. Act of God Clause — Contractor shall repair all work damaged by act of God at no cost to the County. No change order will be issued for change in site conditions due to act of God b. County ROW permit required for the project. c. CDPHE permit to be obtained by the Contractor with Contractor and Weld County both on the application, and then transferred to the County at the end of the project. d. Contractor is responsible for any and all fines levied by CDPHE for violations of the permit. 17. Revisions to Section 108 — page 70 of the specifications a. Pre -Construction meeting required prior to start of work. b. Schedule submitted to County at least 5 working days prior to the start of the work. c. No weekend or holiday work allowed without prior written consent of the County. d. County to be reimbursed for weekend time spent by Project Manager and Inspector. i. $100 per hour for each Inspector or Engineer e. Liquidated damages tied to submittal of all required closeout paperwork within 20 days of the Notice of Final Acceptance. f. Liquidated Damages table is different from CDOT 18. Revisions to Section 109 — page 72 of the specifications a. Price reductions for failure to provide tickets within 48 hours of placement b. Retainage is 5% of the value of completed work. Will be held on every pay application c. No release of retainage prior to Final Acceptance 19. Revision to Section 201 — page 74 of the specifications a. Large landscape rocks mentioned under Item 7 have already been moved. 20. Revision to Section 202 — page 77 of the specifications a. Fencing removals (or installations) within or along the edge of wetland areas as designated on the plans completed by hand work only. b. Any disturbance of a (to be protected) wetland area shall result in a liquidated damage of $1,000 per indident. ident. 21. Revision to Section 203 — page 80 of the specifications M:1�Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Pre-Bid Meeting\GR-48 WCR 39 Extension Pre -Bid Meeting Agenda.doc Page 3 of 4 a. Unclassified excavation volume is being deducted from the R-40 Embankment volume due to R -value testing of the insitu material — not reflected in the advertisement bid schedule but will be revised with Addendum 1 forthcoming. The unclassified excavation material will need to be tested for R -value in the field to make sure it can be utilized for embankment. 22. Revision to Section 207 — page 85 of the specifications a. Topsoil will be a net export 23. Revisions to Section 212 — page 94 a. Seed mix b. Soil conditioning required i. Hydraulic Growth Medium required as the soil conditioner ii. Specifications provided 24. Revisions to Sections 420 & 712 — page 105 of the specifications a. 3 types of geosynthetics included in the job. b. Overlap between runs of like material not included in quantities and not paid for separately. Minimum overlap is 12" on compactable soil and 18" on non-compactable soil for all geosynthetic materials. 25. Revisions to Section 620 — page 117 of the specifications a. Weld County to provide the field office for County staff b. Contractor to provide everything else (office setup, cleaning services, trash services, internet, printer, copier, paper, drinking water, power, sanitary, parking, etc.) 26. Revisions to Section 625 — page 120 of the specifications a. On -the -ground surveying and construction story staking is required as described even if machine control will be utilized. b. If machine control is utilized by the Contractor, a GPS rover with accurate and up to date files shall be made available to the County by the Contractor in addition to the story staking. c. If County determines there are quality/accuracy issues related to utilizing machine control, the Contractor will revert to traditional surveying methods at no cost to the County. 27. Plans a. Geotech and Asphaltic Pavement Design Report and Geotech Letter regarding embankment construction is attached. b. Wetland Mitigation Design and Plan is attached — may be revised based on final ACOE permit requirements. c. Landowner coordination is critical due to nearby residences. d. The 2018 CDOT Field Materials manual will be used by Weld County inspectors. The contractor is advised to become familiar with this manual. Pay attention to the Notice to Contractors section. 28. Expect lead time on pre -cast 43x68 HERCP culverts and geosynthetic materials. Low bidder will need to get these materials ordered ASAP upon Notice of Award. 29. Questions? a. All questions after the Pre -Bid meeting must be submitted in writing to Erich Green at egreen@weldgov.com. b. Deadline for asking questions is 7 a.m., Thursday, July 11, 2019 c. Final Addendum will be posted by 5 p.m., Monday, July 15, 2019 d. Bid closes at 10 a.m. on Wednesday July 17, 2019. Bids will be opened at the Purchasing Office. M* —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Pre-Bid Meeting\GR-48 WCR 39 Extension Pre -Bid Meeting Agenda.doc Page 4 of 4 D. REVISED COMMENCEMENT AND COMPLETION OF WORK COMMENCEMENT AND COMPLETION OF WORK The Contractor shall commence work under the Contract as required in the "Notice to Proceed" letter and will complete all work by October 31, 2019 unless the period for completion is extended otherwise by the County. The work is a calendar day contract. 74 calendar days are allowed for the project beginning August 19, 2019. One calendar day of contract time will be assessed for each calendar day from the date that Contract time starts. No weather days or less than full time charges days will be granted in this contract. Section 108 of the Standard Specifications is hereby revised for this project as follows: Salient features to be shown on the Contractor's Progress Schedule are: 1. Mobilization 2. Construction Surveying 3. Traffic Control 4. Wetland Protection Fencing Installation 5. Initial and Final Erosion Control Installation 6. Clearing and Grubbing 7. Excavation 8. Triple HERCP Culvert Construction 9. Dewatering 10. Other RCP Culvert Installations 11. Roadway Embankment Construction 12. Aggregate Base Course 13. Hot Mix Asphalt paving 14. Wetland Mitigation Installation 15. Permanent Fencing 16. Striping and Signage 17. Setting of Road Right -of -Way Monuments 18. Delivery of As -Constructed Drawings END OF SECTION M:1 —Active Projects\WCR 39 Btwn VVCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-191Word\WCR 39 Extension Project — Addendum 1.doc E. REVISED REVISION OF SECTION 108, PROSECUTION AND PROGRESS 1 REVISION OF SECTION 108 PROSECUTION AND PROGRESS Section 108 of the Standard Specifications is hereby revised for this project as follows: Subsection 108.01 shall include the following: Failure to comply with all contractual obligations may lead to the suspension, debarment, or both of the subcontractor, and if necessary, the Contractor as stipulated in the "Rules". Delete the first paragraph of Subsection 108.03(b) and replace with the following: The Contractor shall use Microsoft Project scheduling software to develop and manage a CPM Project Schedule to plan, schedule, and report the progress of the work. On occasion, the Engineer may authorize in writing, the use of a bar chart to depict the CPM. If the Contractor wishes to utilize a bar chart schedule, the Engineer shall be notified in writing prior to the Pre -construction meeting. The Engineer is under no obligation to approve the use of a bar chart schedule. The schedule shall be submitted at least 5 working days prior to the start of the work. Work shall not begin until the Schedule is accepted in writing, unless otherwise approved by the Engineer. Delete the second paragraph starting with "The Contractor shall not carry on construction..." in subsection 108.08 and replace with the following: The Contractor shall not carry on construction operations on Saturdays, Sundays, or holidays; or prior to sunrise and after sunset, unless previously arranged and approved by the Project Engineer or Inspector. The Contractor shall not perform construction operations on any three or four -day holiday weekend without prior written approval. Requests for weekend construction operations shall be presented in writing to the Project Manager and Inspector Supervisor no later than Wednesday at 5 p.m. prior to the weekend in which the work will be performed. Written requests received after the deadline will be reviewed on a case by case basis. The Engineer is not required to provide written approval for weekend inspectable construction operations requests. In the event, the weekend construction operations involve inspectable work (operations requiring a construction inspector), the Contractor shall provide a credit on the next pay application to the County. The amount credited shall be $400.00 for any fraction of the first 4 hours and $100.00 per hour per day thereafter for each Inspector or Engineer required to perform inspections on the inspectable work or make project management decisions. Construction operations shall stop at 5 p.m. the day before the start of the holiday weekend. Construction operations may resume after the holiday weekend has passed. The Contractor shall only make emergency repairs and provide proper protection of the work and the traveling public on the holiday weekend days. Delete subsection 108.08(a)(2), and replace with the following: Calendar Day Contract. When the work is on a calendar day basis, one calendar day of contract time will be assessed for each calendar day from the date that Contract time starts. Calendar Day Contracts have been adjusted prior to bid advertisement to account for no work on Saturdays, Sundays, and holidays by increasing the calendar days by the appropriate number of days. As stated in subsection 108.08, no inspectable construction operations shall occur on Saturdays, Sundays, and holidays unless prior approval has been granted. No weather days or less than full time charges days will be granted in this contract. M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project —Addendum 1.doc 2 REVISION OF SECTION 108 PROSECUTION AND PROGRESS Delete subsection 108.08(b), and replace with the following: When the Contract specifies a completion date, all work under the Contract shall be completed on or before the date specified. As stated in subsection 108.08, no inspectable construction operations shall occur on Saturdays, Sundays, and holidays unless prior approval has been granted. No extension of the completion date will be allowed for inclement weather, foreseeable causes, or conditions under the control of the Contractor. If all work under the Contract is not completed on or before the specified completion date, contract time will be assessed for each additional calendar day in accordance with subsection 108.08(a)(2) and liquidated damages will be assessed to the contractor per day, per the table in subsection 108.09 until the completion of the project. Completion Date Contracts have been adjusted prior to bid advertisement to account for Saturdays, Sundays, and holidays by adjusting the completion date by the appropriate number of days. No weather days shall be given. Subsection 108.09 shall include the following after the first paragraph: Grant deadlines are associated with this project. Upon issuance of the Notice of Final Acceptance, the Contractor shall submit all required paperwork required to close out the project within 20 days. Failure to provide the required paperwork will result in the assessment of liquidated damages as outlined below. In subsection 108.09 delete the schedule of liquidated damages and replace with the following: Original Contract Amount ($) Liquidated Damages per Calendar Day ($) From More Than To and Including 0 500,000 900 500,000 1,000,000 1,500 1,000,000 2,000,000 2,200 2,000,000 5,000,000 4,100 5,000,000 15, 000, 000 5,500 15, 000, 001 9,900 400 Per Each Additional 1,000,000 Contract Amount plus or Part Thereof Over 15,000,001 END OF SECTION M:\ -'Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project — Addendum 1.doc F. REVISION OF SECTION 501, STEEL SHEET PILING 1 REVISION OF SECTION 501 STEEL SHEET PILING Section 501 of the Standard Specifications is hereby revised for this project as follows: In Subsection 501.05, delete the second sentence under the first paragraph and replace with the following: Splices shall not be measured and paid for separately and shall be considered incidental to the work. In Subsection 501.05, add the following after the first paragraph: The Contractor shall provide a design for the steel sheet piling cofferdam depicted on the 43" x 68" HERCP structural plans included in the project plans. The design shall be stamped and signed by a Colorado registered Professional Engineer. The design shall address the avoidance of conflicts between the proposed sheet piling and all existing subsurface utilities. The design shall also account/allow for the installation of the culverts and all associated work up through the top of the roadway embankment to be completed prior to the removal of the sheet piling. Subsection 501.06 shall be revised to include the following: Payment for Steel Sheet Piling (Type I) (Cofferdam) shall be full compensation for all materials, equipment, and labor necessary to complete the steel sheet piling installation to the lines and grades when on the plans. Payment will be made under: Pay Item Pay Unit Steel Sheet Piling (Type I) (Cofferdam) Square Foot Removal and disposal of Steel Sheet Piling (Type I) (Cofferdam) shall not be paid for separately and shall be considered subsidiary to the work. END OF SECTION M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project —Addendum 1.doc G. REVISION OF SECTION 630, TRAFFIC CONTROL MANAGEMENT 1 REVISION OF SECTION 630 TRAFFIC CONTROL MANAGEMENT Section 630 of the Standard Specifications is hereby revised for this project as follows: Delete Subsection 630.17 and replace with the following: All traffic control devices, flagging, traffic control management, and traffic control inspection, with exception of the Portable Variable Message Sign Panels, shall be included in the Lump Sum cost for the Traffic Control Management bid item. Resetting, repairing, or replacing traffic control devices is considered maintenance of the devices. Cleaning and maintaining of traffic control devices is incidental to the Traffic Control Management bid item and will not be paid for separately. Subsection 630.18 shall include the following: Pay Item Traffic Control Management END OF SECTION Pay Unit Lump Sum M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-191Word1WCR 39 Extension Project — Addendum 1.doc H. REVISED FORCE ACCOUNT ITEMS, DESCRIPTION 1 FORCE ACCOUNT ITEMS DESCRIPTION This special provision contains the County's estimate for force account items included in the Contract. The estimate amounts marked with an asterisk will be added to the total bid to determine the amount of the performance and payments bonds. Force Account work shall be performed as directed by the Engineer. BASIS OF PAYMENT Payment will be made in accordance with subsection 109.04. Payment will constitute full compensation for all work necessary to complete the item. Force account work valued at $5,000 or less, that must be performed by a licensed journeyman in order to comply with federal, state, or local codes, may be paid for after receipt of an itemized statement endorsed by the Contractor. Force Account Item Estimated Quantity Amount F/A Wetland Restoration F/A $18,000 F/A Wetland Mitigation (Fine Grading) F/A $12,000 F/A 5'x8'x1" Steel Plates F/A $30,000 F/A Minor Contract Revisions F/A $230,000 F/A Asphalt Pavement Quality Incentive/Disincentive F/A $8,000 F/A Erosion Control F/A $30,000* F/A Asphalt Pavement Smoothness Incentive F/A $18,000 F/A Paving Spring 2020 F/A $100,000 F/A Fiber Optic Lowering (at Main Culvert) (CenturyLink) F/A $10,000 F/A Wetland Restoration and F/A Wetland Mitigation (Fine Grading) - see Wetland Protection, Restoration & Replacement Below. REVISION OF SECTION 700 WETLAND PROTECTION, RESTORATION & REPLACEMENT Section 700 of the Standard Specifications is hereby revised for this project as follows: Insert the following paragraph: Wetland Protection, Restoration & Replacement Weld County received a Nationwide Permit from the US Army Corps of Engineers on Date TBD. In addition to other requirements set out in the Contract for compliance with the Contract the Contractor shall adhere to the following requirements: 1. The contractor shall limit the disturbance of the wetlands as documented in the plans and shall in no circumstances exceed a disturbance of 0.283 acres of wetlands during construction. Where wetland areas exist between the right-of-way line and temporary construction easement line, they shall be fenced and protected as shown in the project plans. Any damage to protected wetland areas during construction shall result in $1,000 of liquidated damages to the contractor per incident. M:\Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project —Addendum 1.doc 2 FORCE ACCOUNT ITEMS DESCRIPTION 2. The wetland mitigation design as prepared by Tiglas Ecological Services and accepted by the US Army Corps of Engineers is available from the Engineer. The Contractor must consult with Tiglas Ecological Services regarding the installation of the wetland mitigation areas as identified on the wetland mitigation design and in the project plans. The wetland mitigation areas must be installed by the Contractor at the direction of Tiglas Environmental Services. 3. Prior to planting wetlands, the Contractor shall perform fine earthwork grading within the wetland mitigation areas as per the wetland mitigation design and at the direction of Tiglas Ecological Services. This grading must be performed with small tracked equipment and must not rut/disturb the wetland mitigation areas or surrounding areas. Hand work will be required at the discretion of Weld County at no additional cost. 4. The Contractor shall re -vegetate the wetlands in kind. There shall be a one-year warranty period on the initially established wetlands. During the warranty period, the Contractor shall remove/replace undesirable, dead, or dying vegetation. 5 The Engineer performed an estimate of the vegetation expected to be impacted and has determined that the following: a. 0.315 acres of wetland planting shall be required. b. Specification 211 and 214 as revised by Weld County shall be adhered to and followed as a part of this replacement. 6. The payments shall be made based on the plan quantity mentioned in Item 5. The Contractor shall visit the site prior to bid in order to estimate construction methods and determine their impacts to include in the pay items below. 7 Only the consulting fees for Tiglas Ecological Services will be paid for separately by Weld County by separate contract. Payment will be made under: Pay Item 700 Wetland Restoration 700 Wetland Mitigation (Fine Grading) Pay Unit Force Account (FA) Force Account (FA) The Contractor shall be responsible for complying with the applicable requirements of this permit. Should any fines be levied by the Army Corps of Engineers or the State of Colorado, the Contractor shall be responsible for all such fines. F/A 5'x8'x1 " Steel Plates — This work consists of installing steel plates over the top of the Town of LaSalle sanitary sewer line as shown in the project plans. The Contractor shall provide rental documentation as to the cost of the steel plates with a maximum of 15% profit. The plates shall remain in place until no more equipment will drive over the area. F/A Minor Contract Revisions — This work consists of minor work authorized and approved by the Engineer, which is not included in the contract drawings or specifications and is necessary to accomplish the scope of work for this contract. M:1 -'Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\ConstructionlBid Documents\Final Bid DocumentslAddendum 1 7-10-19\Word\WCR 39 Extension Project — Addendum 1.doc 3 FORCE ACCOUNT ITEMS DESCRIPTION F/A Asphalt Pavement Quality Incentive/Disincentive — This account will be used to pay for the asphalt pavement quality incentive in accordance withthe steps outlined in Section 105.05 of the Revised Standards and Specifications in use for this project. F/A Erosion Control — This work consists of minor erosion control work authorized and approved by the Engineer which is not included in the contract drawings or specifications and is necessary to accomplish the scope of work for this contract. All items shall be pre -approved by the engineer prior to installation. Failure to obtain pre -approval will result in the materials being supplied to the project at no additional cost. F/A Asphalt Pavement Smoothness Incentive — This account will pay for the asphalt pavement smoothness incentive in accordance with the steps outlined in Section 105.07 of the Revised Standards and Specifications in use for this project. F/A Paving Spring 2020 — This work consists of paving in the Spring of 2020 should the Army Corp of Engineers imposes a delay due to necessary project permitting. The Engineer shall pre -approve all items prior to the use of this F/A. Costs shall be justified in writing with a maximum of 15% profit added in for the Contractor. Failure to obtain pre -approval will result in the materials being supplied to the project at no additional cost. Items considered for this F/A are as follows: Traffic Control beyond the 74 -calendar days with only paving left to install. An increase in asphalt oil prices should they go up beyond the 74 -calendar day contract. A second mobilization due to an Army Corp of Engineers permit delay creating a late start. A second mobilization due to an Army Corp of Engineers permit delay creating the need to touch up Class 6 road base final grade and fix soft spots before asphalt paving. Signing and striping should the cost change on these items beyond the 74 -calendar day contract. Items which will not be considered for this F/A include but are not limited to the following: See section 104.02(a). Delays caused by the Contractor not finishing the 74 -calendar days contract on time. Weather Days where weather is such that the Contractor cannot work. F/A Fiber Optic Lowering (at Main Culvert) (CenturyLink) — This work consists of coordination with CenturyLink personnel and lowering of approximately 75 linear feet of the existing fiber optic line where it is located underneath the proposed south wing wall on the west side of the culvert. The lowering will be performed by the Contractor at the direction and observation of CenturyLink. The CenturyLink contact is Ben Braden, OSP Engineer: (303) 343-0092 (office) / (303) 718-0773 (cell) / benjamin.braden@centurylink.com. END OF SECTION M* -Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Final Bid DocumentslAddendum 1 7-10-191Word1WCR 39 Extension Project — Addendum 1.doc I. REVISED BID SCHEDULE M:1 —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Final Bid DocumentslAddendum 1 7-10-191Word1WCR 39 Extension Project — Addendum 1.doc ITEM NO. BID SCHEDULE ITEM DESCRIPTION UNIT BID QUANTITY UNIT PRICE (DOLLARS) TOTAL PRICE (DOLLARS) 201 Clearing and Grubbing LS 1 202 Removal of Tree EA 25 202 Removal of Ditch Lining LF 390 202 Removal of Asphalt Mat SY 42.3 202 Removal of Ground Signs EA 2 202 Removal of Sign Panels EA 1 202 Removal of Fence LF 2126 202 Removal of Double Gate EA 1 203 Unclassified Excavation (Complete in Place) CY 1928 203 Unsuitable Material (Muck) CY 3611 203 3 -inch Minus Rock CY 4474 203 No. 57 / 67 Rock CY 3244 203 R-40 Embankment (Complete in Place) CY 3825 203 Potholing (Special) EA 10 203 Proofrolling Hours 30 203 Sweeping Days 30 206 Flowfill CY 210 206 Structure Excavation CY 1105 207 Stockpile Topsoil CY 2316 207 Redistribute Topsoil (6" Thick) CY 1010 208 Concrete Washout Structure EA 2 208 Vehicle Tracking Pads EA 2 208 Sediment Control Logs (8 -inch) (Type 2) (10') LF 30 208 Erosion Control Management LS 1 208 Temporary Dirt Berms LF 3712 209 Dust Palliative GAL 15250 210 Reset Double Gate EA 1 210 Reset Ground Signs EA 2 211 Dewatering Days 74 M:\Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project — Addendum 1.doc ITEM NO. BID SCHEDULE ITEM DESCRIPTION UNIT BID QUANTITY UNIT PRICE (DOLLARS) TOTAL PRICE (DOLLARS) 212 Seeding (Native) (Sterile Wheat) Acre 5.42 213 Mulching (Crimped Straw) Acre 5.42 216 Soil Retention Blanket (S -C) (BioD CL 2) SY 2184 216 Turf Reinforcement Mat (Class 3) SY 2034 304 Aggregate Base Course (Class 6) (135Lbs/CF) TON 3271 403 HMA (Grading S) (75) (PG 64-22) (Bottom Lift 3" @ 147Lbs/CF) TON 1272.9 403 HMA (Grading SX) (75) (PG 64-22) (Top Lift 2" @ 147 Lbs/CF) TON 849.3 420 Geotextile Separator (Class 1) Mirafi RS580i SY 29800 420 Geotextile Separator Mirafi H2Ri SY 6236 420 Geogrid Tensar TriAX 160 SY 8604 501 Steel Sheet Piling (Type I) (Cofferdam) SF 10560 506 Soil Riprap Type H Dso 18" CY 113 506 Riprap Type M Dso 12" CY 4 601 Concrete (Class D) CY 105 602 Reinforcing Steel (Epoxy Coated) LBS 9718 603 43" x 68" HE RCP - Strength Class III (Complete in Place) LF 337 603 23" x 14" HE RCP - Strength Class IV (Complete in Place) LF 63 603 23" x 14" HE RCP End Sections EA 2 603 12" Circular RCP - Strength Class IV (Complete in Place) LF 84 603 12" Circular RCP End Sections EA 2 607 Temp. 5 -Strand Barbed Wire Fence LF 393 607 Construction Fence (Plastic) LF 1916 607 Barbed Wire Fencing (5 -Strand) LF 3061 612 Delineators (Type III) EA 10 614 Sign Panels (Class 1) SF 221.5 614 Steel Sign Post (2.25x2.25 Inch Square Post) LF 301.25 614 Tapco Blinker Stop Signs EA 2 614 Barricade (Type 3) (F -A) EA 3 620 Field Office EA 1 M:\Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project — Addendum 1.doc ITEM NO. BID SCHEDULE ITEM DESCRIPTION UNIT BID QUANTITY UNIT PRICE (DOLLARS) TOTAL PRICE (DOLLARS) 625 Construction Surveying LS 1 626 Mobilization LS 1 627 Pavement Marking (White) GAL 12.86 627 Pavement Marking (Yellow) GAL 11.20 627 Preformed Thermoplastic Pavement Marking SF 172 629 Survey Monumentation (Type 4) EA 13 629 Survey Monumentation EA 4 630 Traffic Control Management LS 1 630 Portable Variable Message Sign Panels Days 50 700 Wetland Restoration FA 1 $18,000 $18,000 700 Wetland Mitigation (Fine Grading) FA 1 $12,000 $12,000 700 5'x8'x1" Steel Plates FA 1 $30,000 $30,000 700 Minor Contract Revisions FA 1 $230,000 $230,000 700 Asphalt Pavement Quality Incentive/Disincentive FA 1 $8,000 $8,000 700 Erosion Control FA 1 $30,000 $30,000 700 Asphalt Pavement Smoothness Incentive FA 1 $18,000 $18,000 700 Paving Spring 2020 FA 1 $100,000 $100,000 700 Fiber Optic Lowering (at Main Culvert) (CenturyLink) FA 1 $10,000 $10,000 NOTE: INCLUDE ALL FORCE ACCOUNT ITEMS IN TOTAL BID AMOUNT. Total Bid (Dollars): M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project — Addendum 1.doc Amounts are to be shown in both words and figures. In case of discrepancy, the amount shown in words will govern. The above unit prices shall include all labor, materials, bailing, shoring, removal, overhead, profit, insurance, etc., to cover the finished work of the several kinds called for. Bidder understands that the County reserves the right to reject any or all bids and to waive any informality in the bidding. The Bidder agrees that this bid shall be good and may not be withdrawn for a period of thirty (30) calendar days after the scheduled closing time for receiving bids. Upon receipt of County's written acceptance of this bid, Bidder will execute the formal contract attached within ten (10) calendar days and deliver a Surety Bond or Bonds as required by the AGREEMENT. The bid security attached is to become the property of the County in the event the contract and bond are not executed within the time above set forth, as liquidated damages for the delay and additional expense to the County caused thereby. Respectively submitted, By: (SEAL - If bid is by a corporation) Title: Address: M:1 —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Final Bid Documents\Addendum 1 7-10-19\Word\WCR 39 Extension Project Addendum 1.doc GR-48 - WCR 39 EXTENSION PROJECT Bid Request No. B1900110 Weld County, Colorado ADDENDUM NUMBER TWO The following shall be incorporated into the CONTRACT DOCUMENTS, for the above -referenced PROJECT: A. Revised Question Deadline July 11,2019 All other terms and conditions of the CONTRACT DOCUMENTS shall remain unchanged. BIDDER must acknowledge receipt of this addendum in the space provided in the BID. Failure to acknowledge receipt of an ADDENDUM may be cause for rejection of the BID. A. REVISED QUESTION DEADLINE At the Mandatory Pre -Bid Meeting, the deadline for asking questions was stated as 7 a.m. on Thursday July 11, 2019. The deadline for asking questions has been revised to 12 p.m. on Friday July 12, 2019. The final addendum including answers to final questions will still be posted no later than 5 p.m. on Monday July 15, 2019. Prepared By: Erich Green, P.E., L.S.I. Engineer II M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 2 7-11-19\Word\WCR 39 Extension Project — Addendum 2.doc GR-48 - WCR 39 EXTENSION PROJECT Bid Request No. B1900110 Weld County, Colorado ADDENDUM NUMBER THREE The following shall be incorporated into the CONTRACT DOCUMENTS, for the above -referenced PROJECT: A. Contractor Questions and Responses B. Revised Plan Sheets July 15, 2019 All other terms and conditions of the CONTRACT DOCUMENTS shall remain unchanged. BIDDER must acknowledge receipt of this addendum in the space provided in the BID. Failure to acknowledge receipt of an ADDENDUM may be cause for rejection of the BID. A. CONTRACTOR QUESTIONS AND RESPONSES 1. Question 1: What is required for the Builder's Risk Insurance identified in the bid documents? Answer: Since a large portion of the project is located within the Federal Emergency Management Agency (FEMA) floodplain, we require Builder's Risk Insurance for the project. The terms shown in the draft agreement as included in the bid documents (beginning on Page 35) will need to be met. For the purposes of obtaining this insurance, it should be noted that the proposed crossing of the existing water way is not a bridge; it is a triple concrete pipe culvert. 2. Question 2: Regarding the Unsuitable Material (Muck) item included in the bid schedule, is there a specific approved material that Weld County is requiring for replacement or is this accounted for in the quantities of one of the other line items (i.e. rock)? Answer: Unsuitable Material (Muck) will be removed from the site and properly disposed of by the contractor, and this volume will be replaced with a portion of the rock quantities shown in the bid schedule. Therefore, yes, the volume of the replacement material is accounted for in the other items in the bid schedule. Please also refer to the Typical Road Structure Section STA 9+25 to STA 21+71.78 detail, shown on Sheet 1/A of the construction plans, for additional clarification. 3. Question 3: A Dewatering item has been included in the bid schedule with a quantity of 100 days, but there are only 75 calendar days for construction completion. Could you please clarify the difference in the days? Answer: The revised bid schedule provided with Addendum Number One revised the quantity of the Dewatering item to 74 days. Addendum Number One, Section D also provides a revised Commencement and Completion of Work specification that defines a 74 calendar day contract. 4. Question 4: We understand that the construction deadline is based on the Department of Local Affairs (DOLA) grant deadline. Is there any possibility that the DOLA grant deadline would be extended? Answer: No. Weld County Public Works staff is required to manage the project to completion before the end of 2019, which requires construction to be completed by October 31, 2019 before the onset of colder weather. The only possible exception is paving in Spring of 2020 as shown and described in the bid documents. Prepared By: Erich Green, P.E., L.S.I. Engineer II M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)1Construction\Bid Documents\Final Bid Documents\Addendum 3 7-15-191Word\WCR 39 Extension Project — Addendum 3.doc B. REVISED PLAN SHEETS M:\ —Active Projects\WCR 39 Btwn WCR 50.5 and WCR 52 (GR-48)\Construction\Bid Documents\Final Bid Documents\Addendum 3 7-15-19\Word\WCR 39 Extension Project — Addendum 3.doc 1 0CCrn,4is I J \2Uie\0@14 J * FOR INFORMATIONAL PURPOSES ONLY The Contractor submitting a bid agrees to the quantities in the bid schedule for the work. *SUMMARY OF APPROXIMATE QUANTITIES ITEM MUMBER ITEM CATEGORY DESCRIPTION UNIT QUANTITY COMMENTS 1 201 Clearing and Grubbing LS 1 2 202 Removal of Tree EA 25 3 202 Removal of Ditch Lining LF 390 4 202 Removal of Asphalt Mat SY 42.30 5 202 Removal of Ground Signs EA 2 6 202 Removal of Sign Panels EA 1 7 202 Removal of Fence LF 2126 8 202 Removal of Double Gate EA 1 9 203 Unclassified Excavation (Complete in Place) CY 1928 10 203 Unsuitable Material (Muck) CY 3611 11 203 3 -inch Minus Rock CY 4474 12 203 No. 57 / 67 Rock CY 3244 13 203 R-40 Embankment (Complete in Place) CY 3825 14 203 Potholing (Special) EA 10 15 203 Proofrolling Hours 30 16 203 Sweeping Days 30 17 206 Flowfill CY 210 18 206 Structure Excavation CY 1105 19 207 Stockpile Topsoil CY 2316 20 207 Redistribute Topsoil (6" Thick) CY 1010 21 208 Concrete Washout Structure EA 2.0 22 208 Vehicle Tracking Pads EA 2.0 23 208 Sediment Control Logs (8 -inch) (Type 2) ( 10') LF 30 24 208 Erosion Control Management LS 1 25 208 Temporary Dirt Berms LF 3712 26 209 Dust Palliative GAL 15250 27 210 Reset Double Gate EA 1 28 210 Reset Ground Signs EA 2 29 211 Dewatering Days 74 30 212 Seeding (Native) (Sterile Wheat) Acre 5.42 31 213 Mulching (Crimped Straw) Acre 5.42 32 216 Soil Retention Blanket (S -C) (BioD CL2) SY 2184 33 216 Turf Reinforcement Mat (Class 3) SY 2034 34 304 Aggregate Base Course (Class 6) 135 Lbs/CF TON 3271 35 403 HMA (Grading 5) (75) (PG 64-22) (Bottom Lift 3"@ 147 Lbs/CF) TON 1272.9 36 403 HMA (Grading 5X) (75) (PG 64-22) (Top Lift 2" @ 147Lbs/CF) TON 849.3 37 420 Geotextile Separator (Class 1) Mirafi RS580i SY 29800 38 420 Geotextile Separator Mirafi H2Ri SY 6236 39 420 Geogrid Tensar TriAX 160 SY 8604 *SUMMARY OF APPROXIMATE QUANTITIES ITEM NUMBER ITEM CATEGORY DESCRIPTION UNIT QUANTITY COMMENTS 40 501 Steel Sheet Piling (Type I) (Cofferdam) SF 10560 41 506 Soil Riprap Type H D50 18" CY 113 42 506 Riprap Type M DS0 12" CY 4 43 601 Concrete (Class D) CY 105 44 602 Reinforcing Steel (Epoxy Coated) LBS 9718 45 603 43" x 68" HE RCP - Strength Class III (Complete in Place) LF 337 46 603 23" x14" HE RCP - Strength Class IV (Complete in Place) LF 63 47 603 23"x14" HE RCP End Sections EA 2 48 603 12" Circular RCP - Strength Class IV (Complete in Place) LF 84 49 603 12" Circular RCP End Sections EA 2 50 607 Temp. 5 -Strand Barbed Wire Fence LF 393 51 607 Construction Fence (Plastic) LF 1916 52 607 Barbed Wire Fencing (5 -Strand) LF 3061 53 612 Delineators (Type III) EA 10 54 614 Sign Panels (Class 1) SF 221.50 55 614 Steel Sign Post (2.25x2.25 Inch Square Post) LF 301.25 56 614 Tapco Blinker Stop Signs EA 2 57 614 Barricade (Type 3) (F -A) EA 3 58 620 Field Office EA 1 59 625 Construction Surveying LS 1 60 626 Mobilization LS 1 61 627 Pavement Marking (White) GAL 12.86 62 627 Pavement Marking (Yellow) GAL 11.20 63 627 Preformed Thermoplastic Pavement Marking SF 172 64 629 Survey Monumentation (Type 4) EA 13 ROW Monuments 65 629 Survey Monumentation EA 4 Property Corner Monuments Per State Statute 66 630 Traffic Control Management LS 1 67 630 Portable Variable Message Sign Panels Days 50 2 signs at 50 days each UNIT PRICE (DOLLARS) TOTAL PRICE (DOLLARS) 68 700 Wetland Restoration FA 1 $18,00D $18,000 69 700 Wetland Mitigation (Fine Grading) FA 1 $12,000 $12,000 70 700 5'x8'xl" Steel Plates FA 1 $30,000 $30,000 71 700 Minor Contract Revisions FA 1 $230,000 $230,000 72 700 Asphalt Pavement Quality Incentive/Disincentive FA 1 $8,000 $8,000 73 700 Erosion Control FA 1 $30,000 $30,000 74 700 Asphalt Pavement Smoothness Incentive FA 1 $18,000 $18,000 75 700 Paving Spring 2020 FA 1 $100,000 $100,000 76 700 Fiber Optic Lowering (At Main Culvert) (CenturyLink) FA 1 $10,000 $10,000 WELD COUNTY COLORADO Farnsworth GROUP 1612 SPECHT POINT ROAD, SUITE 105 FORT COLLINS, COLORADO 80525 (970) 484-7477 / inlo@i-w.corn www.1-w.con, Engineers Arclulecs I Surveyors I Sum;lisls DATE DESCRIPTION C' rr, WCR 39 IMPROVEMENTS DATE: 06/27/19 DESIGNED: BC DRAWN: JWL REVIEWED: JC FIELD BOOK NO.: SUMMARY OF APPROXIMATE QUANTITIES yL=T NLVIE N 1.10 PROJECT NO.: 0181479.00 a I bcaexws I .R V0I B\Mali79 DO * FOR INFORMATIONAL PURPOSES ONLY The Contractor submitting a bid agrees to the quantities in the bid schedule for the work. *TABULATION OF EROSION CONTROL STATION APPROX. SIDE DESCRIPTION UNITS QUANTITY PROJECT TOTALS 1+36 - 5+12 RT DIRT BERM (TEMP) LF 428 5+71 - 18+26 RT DIRT BERM (TEMP) LF 1287 19+74 - 21+62 RT DIRT BERM (TEMP) LF 239 1+60 - 17+31 LT DIRT BERM (TEMP) LF 1484 18+08 - 21+51 LT DIRT BERM (TEMP) LF 274 3712 1+40, 21+60 VEHICLE TRACKING CONTROL EA 2 2 20+00 LT STABILIZED STAGING AREA Acres 0.245 0 17+38, 18+08-21+60 LT SOIL RETENTION BLANKET (SRB) SY 1055 18+42, 19+33-21+60 RT SOIL RETENTION BLANKET (ERB) SY 1129 2184 1+50 LT TOPSOIL STOCK PILE AREA SY 1811 1811 19+55 RT SEDIMENT CONTROL LOG LF 25 25 6+14 - 12+80 RT TURF REINFORCEMENT MAT (TRM) SY 1194 6+14 - 12+80 LT TURF REINFORCEMENT MAT (TRM) 5Y 840 2034 *TABULATION OF SEEDING AND MULCHING LOCATION AREA (SF) AREA (ACRES) 1+00 - 5+00 (RT) 23086.80 0.53 5+50 - 13+00 (RT) 38332.80 0.88 13+50 - 18+50 (RT) 32234.40 0.74 19+00 - 21+70 (RT) 21780.00 0.50 1+00 - 17+50 (LT) 80586.00 1.85 18+00 - 21+70 (LT) 40075.00 0.92 PROJECT TOTALS 236095.00 5.42 *TABULATION OF ORANGE CONSTRUCTION FENCE (Plastic) LOCATION LENGTH (LF) 9+00± - 9+25± 89.00 10+00± - 13+45± 483.00 13+55± - 14+60± 222.00 12+00± - 15+70± 148.00 16+50± - 18+40± 615.00 14+95± (AROUND TREE) 40.00 PROJECT TOTALS 1597.00 *TABULATION OF CULVERT DATA LOCATION SIZE MATERIAL LF FLARED END SECTION PROJECT TOTALS (RCP) Oil & Gas Access Road 14"x23" ELLIPTICAL RCP (Class IV) 63.00 2 63.00 18+00 WCR 39 43"x68" ELLIPTICAL RCP (Class IV) 112.20 NO 18+19.31 WCR 39 43"x68" ELLIPTICAL RCP (Class IV) 112.20 NO 18+39.91 WCR 39 43"x68" ELLIPTICAL RCP (Class IV) 112.20 NO 336.60 5+00 WCR 50.5 12" CIRCULAR RCP (Class IV) 84 2 84.00 PROJECT TOTALS (END SECTIONS) 4 *TABULATION OF DEMOLITION ITEMS ITEM LOCATION DESCRIPTION UNIT QUANTITY 1 1+80 - 4+94 CONCRETE FIELD DITCH LINING LF 390 2 1+73.33 - 5+06.34 FENCE LF 362 3 5+63 - 6+15 FENCE LF 179 4 WCR 50.5 DRIVEWAY #1 SF 655 5 6+80 DRIVEWAY #2 SF 540 6 8+05 DRIVEWAY #3 SF 400 7 9+63 FENCE LF 84 8 9+75 DOUBLE GATE REMOVAL (Save for Reset) EA 1 9 14+74 WOODEN FENCE POST EA 1 10 19+19 FENCE LF 234 11 21+72 ASPHALT MAT (WCR 52) SY 42 12 21+58 FENCE LF 202 13 9+51.59 - 16+82.57 FENCE LF 751 14 17+13.33 - 21+54.91 FENCE LF 314 15 7+00-9+50 TREES EA 8 16 18+00-19+00 TREES EA 17 *TABULATION OF FENCE BARBED WIRE TEMP. BARBED LOCATION LENGTH (LF) WIRE (LF) 1+73.42 - 5+07.42 (RT) 333.00 5+70.11- 13+16.40 (RT) 757.40 13+34.29 - 18+58.18 (RT) 509.00 19+33.15 - 21+59.97 (RT) 274 9+50.38 - 17+01.83 (LT) 764 17+79.64 - 21+54.91 (LT) 291 1+20.01- 5+13.05 (RT) ADJACENT TO PARCEL 1 393.00 OIL & GAS ACCESS 130 PROJECT TOTALS 3058.40 393.00 c Farnsworth GROUP 1612 SPECHT POINT ROAD, SUITE 105 FORT COLLINS, COLORADO 80525 (970) 484-7477 / inlo@i-w.cmn www.1-w.comT, Engineers I Archdecis I Surveyors I Scwnnsls DATE DESCRIPTION WELD COUNTY COLORADO WCR 39 IMPROVEMENTS DATE: 06/27/19 DESIGNED: BC DRAWN: JWL REVIEWED: JC FIELD BOOK NO.: TABULATION TABLES PROJECT NO.: 0181479.00 oconHjs 4:V018\018147900 *TABULATION OF SIGNS SIGN NO. SIGN CODE STATION SIGN PANEL DESCRIPTION SIGN DIMENSIONS SIGN PANEL SIZE (SQ. FT.) Combined BACK -GROUND COLOR REMOVE SIGN (EACH) RESET SIGN (EACH) NO. OF POSTS SUM OF LENGTH OF POST (FT) COMMENTS 1 W1 -8L 2+02 to 2+98 Chevrons 18"x24" 18.00 Yellow 6 8.50 2 W1 -8R 2+02 to 2+98 Chevrons 18"x24" 18.00 Yellow 0 0 3 W8-3 2+50 Pavement Ends 36"x36" I 9.00 Yellow 1 11.25 4 W1-2 L 3+10 Curve Left 30"x30" 6.25 Yellow 1 9.50 5 W13 -1P 3+10 25 MPH Advisory 18"x18" 2.25 Yellow 0 0 6 W2-2 R 3+75 Intersection Warning 30"x30" 6.25 Yellow 1 9,50 7 W16 -8P 3+75 Advance Street Name 8"x18" 1.00 Yellow 0 0 8 W25-2 4+25 Trucks Entering 24"x30" 5.00 White 1 9.50 9 W2-4 TBD by County Intersection Warning 30"x30" 6.25 Yellow 1 10.50 10 W16 -8P TBD by County Advance Street Name 8"x18" 1.00 Yellow 0 0 11 W1-7 5+10 Two Directional Arrow 48"x24" 8.00 Yellow 0 0 12 Type 3 Barr. 5+10 Barricade 14' X 5' 0.00 Red/White 3 24 13 Custom 3+07 WCR 50.5 End Maintenance 24"x30" 5.00 White 1 9.50 14 W3-1 TBD by County Advance Stop Ahead 30"x30" 6.25 Yellow 0 0 Set on Existing Post 15 R1-1 Solar 1+27 WCR 50.5 Solar Stop Sign 36"x36" 9.00 Red 1 10 16 D3-1 1+27 WCR 50.5 Street Name 8"x18" 1.00 Green 0 0 17 O3-1 1+27 WCR 50.5 Street Name 8"x18" 1.00 Green 0 0 18 R2-1 7+00 Speed Limt (35) 24"x30" 5.00 White 1 7.50 19 W2 -2L 7+30 Intersection Warning 30"x30" 6.25 Yellow 1 8.50 20 W16 -8P 7+30 Advance Street Name 8"x18" 1.00 Yellow 0 0 21 W25-2 8+00 Truck Entering 24"x30" 5.00 White 1 8.00 22 W2-4 17+00 Intersection Warning 30"x30" 6.25 Yellow 1 11.50 23 W16 -8P 17+00 Advance Street Name 8"x18" 1.00 Yellow 0 0 24 W13 -1P 18+25 15 MPH Advisory 18"x18" 2.25 Yellow 1 0 25 W1-2 L 18+25 Curve left 30"x30" 6.25 Yellow 0 10.50 26 27 R2-1 (35) W3-1 18+50 19+30 Speed Limit Advance Stop Ahead 24"x30" 5.00 White 1 10.50 30"x30" 6.25 Yellow 1 11.50 28 W1 -8R 19+50 to 21+70 4 Chevrons 18"x24" 12.00 Yellow 4 46.00 29 W1 -8L 19+50 to 21+70 4 Chevrons 18"x24" 12.00 Yellow 0 0 30 W1 -2R 20+80 Curve Right 30"x30" 6.25 Yellow 1 12.50 31 32 W13 -1P 20+80 15 MPH Advisory 18"x18" 2.25 Yellow 0 0 R1-1 21+50 Solar Stop 36" x 36" 9.00 Red 1 1.50 33 D3-1 21+50 Street Name 8"x18" 1.00 Yellow 0 0 34 D3-1 21+50 Street Name 8"x18" 1.00 Yellow 0 0 35 W2 -2R WCR 52 TBD Intersection Warning 30"x30" 6.25 Yellow 1 11.50 36 W16 -8P WCR 52 TBD Advance Street Name 8"x18" 1.00 Yellow 0 0 37 W1-7 WCR 52 TBD Two Directional Arrow 48"x24" 8.00 Yellow 0 0 38 Type 3 Barr. WCR 52 TBD Two Directional Arrow 48"x24" 8.00 Yellow 0 0 39 W2 -2L WCR 52 TBD Type 3 Barricade 14' x5' 0.00 Red/White 3 24 40 W16 -8P WCR 52 TBD Type 3 Barricade 14 x5' 0.00 Red/White 3 24 41 W2 -2L WCR 52 TBD Intersection Warning 30"x30" 6.25 Yellow 1 11.50 42 W16 -8P WCR 52 TBD Advance Street Name 8"x18" 1.00 Yellow 0 0.00 43 Custom WCR 52 Horse Ride/Speed Adv. NA Yellow 1 1 Reset 30' West 44 W1-1 WCR 50.5 Turn Left Warning NA Yellow 1 0 Discard Sign 45 Custom WCR 39 TBD County Maintenance NA White 1 1 Reset per County Direction PROJECT TOTALS 221.50 3 2 36 301.25 *TABULATION OF PAVEMENT MARKING LOCATION 4 -INCH WHITE EDGE 4 -INCH DOUBLE YELLOW 24 -INCH WHITE STOP BAR 4 -INCH BROKEN YELLOW LENGTH (FT) SQ.FT. LENGTH (FT) SQ. FT. LENGTH SQ. FT. LENGTH SQ. FT. 2+06.23 - 21+69.85 (LEFT) 1963.60 654.50 2+06,23 - 4+67.39 261.16 174.11 6+00.35 - 12+55.90 655.55 437.00 13+94.83 - 21+59.50 764.67 510.00 2+06.19 - 4+92.25 (RIGHT) 286.06 95.35 5+63.52 - 12+62.34 (RIGHT) 698.82 233.00 13+95.02 - 21+73.76 (RIGHT) 778.74 260.00 1+38.83 - 2+03.04 (LEFT) (WCR 50.5) 64.21 21.40 1+37.77 - 2+03.04 (RIGHT) (WCR 50.5) 65.27 21.80 1+20.33 (WCR 50.5) 43.00 86.00 30.00 10.00 21+59 (WCR 39) 43.00 86.00 PROJECT TOTALS 1286.05 1121.11 172.00 10.00 1 GALLON = 100 SQ FT (GALLONS) 12.86 11.20 0.10 *TABULATION OF DELINEATORS LOCATION DELINEATOR (EACH) ANCHOR (EA) YELLOW CARSONITE POST LENGTH (FT) 18+22 - 19+03 (RT) 5 Type 3 (Yellow) 5 5.50 17+51 - 18+31.75 (LT) 5 Type 3 (Yellow) 5 5.50 PROJECT TOTALS 10 10 55 FOR INFORMATIONAL PURPOSES ONLY The Contractor submitting a bid agrees to the quantities in the bid schedule for the work. Farnsworth GROUP 1612 SPECHT POINT ROAD, SUITE 105 FORT COLLINS, COLORADO 80525 (970) 484.7.177 / ndo@i-w.com wswr.f-w.curn Engineers I Arclolecls Surveyors I Scientists Is, # DATE DESCRIPTION. ty V Oc -:cc, 41831 DA•. 07/05/19 0 \EC/ ikSS/0NAL WELD COUNTY COLORADO WCR 39 IMPROVEMENTS DATE: 06/27/19 DESIGNED: BC DRAWN: JWL REVIEWED: JC FIELD BOOK NO.: LHLLI III I. TABULATION TABLES I'. V(ap 1.12 PROJECT NO.: 0181479.00 c F E Dch 0 * FOR INFORMATIONAL PURPOSES ONLY The Contractor submitting a bid agrees to the quantities in the bid schedule for the work *TABULATION OF ROADWAY QUANTITIES LOCATION HMA 2" TOP LIFT PG 64-22 SX (75) (TON) 147 Lbs/CF HMA 3" BOTTOM LIFT PG 64-22 S (75) (TON) 147 Lbs/CF ABC 5" (CLASS 6) SHOULDER (TON) 135 Lbs/CF ABC (Class6) ROAD BASE (TON) 135 Lbs/CF ABC (Class 6) SOUTH TIE IN (TON) 135 Lbs/CF ABC (Class 6) TOTALS (TON) 135 Lbs/CF GEOTEXTILE MIRAFI RS5801 BOTTOM (SY) GEOTEXTILE MIRAFI RS5801 TOP (SY) GEOTEXTILE MIRAFI RS580i END WRAP (SY) GEOTEXTILE MIRAFI RS580i EXTRA LAYER (TBD) (SY) GEOTEXTILE MIRAFI RS580i TOTALS (SY GEOGRID TENSAR TRIAX 160 (SY) GEOGRID TENSAR TRIAX 160 TOTALS (SY) GEOTEXTILE MIRAFI H2Ri (SY) GEOTEXTILE MIRAFI H2Ri TOTALS (SY) 3-INCH MINUS ROCK -18" THICKNESS (CY) No. 571 67 ROCK -10" THICKNESS (CY) WCR 39 Mainline 727.30 1090.73 115.89 2599.00 34.36 2749.25 7789 7789 6941 7234 29753 8623 8623 6955 6955 3895.00 2193 Oil and Gas Entrance 21.75 32.62 5.07 17.37 0 22.44 290 290 165 745 290 290 279 279 144 80 WCR 50.5 55.10 82.65 11.60 191.50 0 203.10 0 0 0 o 0 0 0 0 0 0 T -Joint (Tie-in) 4.66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Adjustment 40.49 66.90 296.21 -2368 -309 -998 435 PROJECT TOTALS 849.30 1272.90 3271.00 28130 8604 6236 4474.00 it 2273 *TABULATION QUANTITIES OF EARTHWORK (Table A) STATION RANGE ≥ R40 EMBANKMENT (COMPLETE IN PLACE) (CY) UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE) (CY) WCR 39 1+56.14 to 2+06.19 0 23.97 2+06.19 to 2+50 0 43.94 2+50 to 3+00 1.90 46.55 3+00 to 3+50 1.35 40.67 3+50 to 4+00 0 46.34 4+00 to 4+50 0 75.25 4+50 to 5+00 0 79.17 5+00 to 5+50 0 72.24 5+50 to 6+00 0 88.22 6+00 to 6+50 0 127.41 6+50 to 7+00 0 157.96 7+00 to 7+50 0 207.00 7+50 to 8+00 0 308.46 8+00 to 8+50 0 298.31 8+50 to 9+00 130.97 34.03 9+00 to 9+50 362.20 5.30 9+50 to 10+00 540.95 4.11 10+00 to 10+50 527.47 5.17 10+50 to 11+00 427.36 5.54 11+00 to 11+50 303.87 5.28 11+50 to 12+00 180.39 4.96 12+00 to 12+50 92.75 4.84 12+50 to 13+00 47.65 3.52 13+00 to 13+50 48.77 0 13+50 to 14+00 62.34 3.89 14+00 to 14+50 88.24 5.36 14+50 to 15+00 93.90 5.67 15+00 to 15+50 136.25 5.25 15+50 to 16+00 186.72 5.03 16+00 to 16+50 205.50 4.84 SUBTOTAL (TABLE A) 3438.58 1718.28 *TABULATION OF EARTHWORK QUANTITIES (Table B) STATION RANGE R40 EMBANKMENT (COMPLETE IN PLACE) (CY) UNCLASSIFIED EXCAVATION (COMPLETE IN PLACE) (CY) 16+50 to 17+00 232 5.31 17+00 to 17+50 276.17 5.52 17+50 to 18+00 393.18 1.38 18+00 to 18+50 406.70 0 18+50 to 19+00 204.67 0 19+00 to 19+50 375.66 0 19+50 to 20+00 397.38 0 20+00 to 20+50 346.88 0 20+50 to 21+00 281.08 0 21+00 to 21+50 246.19 0 21+50 to 21+83 31.85 0 SUBTOTAL (TABLE B) 3191.76 12.21 Sub -total (A+B) 6630.34 1730.49 Less 57 /67 Rock -2273 Sub -total 4357.34 Total R40 Needed with Shrink 5446.68 Less Unclassifed Excavation used as R40 -1928.00 WCR 50.5 1+00 to 3+00 159 Adjustment 306.00 39 PROJECT TOTALS 3824.68 1928.49 *TABULATION OF EXTRA LAYER OF MIRAFI RS5801 LOCATION AREA NORTH OF CULVERT (SY) AREA SOUTH OF CULVERT (SY) PROJECT TOTALS (SY) DETERMINED BY COUNTY 2336 4939 7275 *TABULATION OF RIPRAP QUANTITIES LOCATION RIPRAP TYPE AREA (SF) DEPTH (FT) TOTALS TYPE H (CY) TOTALS (TYPE M) CY 5+86 (RT) Type M - DS0 = 12" 27.00 2 2 13+63 (RT) Type M - D50 = 12" 27.00 2 2 18+90 (RT) Soil Type H- Dso = 18" 1015.00 3 113 *TABULATION OF MAINLINE CULVERT ANCILLARY QUANTITIES CY SY TONS LBS PROJECT TOTALS FLOWFILL 210.00 210 TYPE D CONCRETE 105 105 REINFORCING STEEL (EPDXY COATED) 9718 9718 R40 EMBANKMENT MATERIAL ***385 ***385 #57 / 67 ROCK 971 971 TRIAX 160 GEOGRID 834 834 MIRAFI RS580i 1668 1668 STRUCTURE EXCAVATION 1105 1105 Quantities within this tab may be replicated on Sheet 2.18, ***This quantity has been accounted for within another Table. C 2 3 4 5 6 7 I Farnsworth GROUP 1612 SPECI-IT POINT ROAD, SUITE 105 FORT COLLINS, COLORADO 80525 (970) 484.7477 / mlo`ji-w.com wv,w.I.w.com Engnteers I Archdecls I Surveyors I Scmnlists DATE DESCRIPTION 18(0 WELD COUNTY COLORADO WCR 39 IMPROVEMENTS DATE: 06/27/19 DESIGNED: BC DRAWN: JWL REVIEWED: JC FIELD BOOK NO.: TABULATION TABLES 1.13 PROJECT NO.: 0181479.00 1)4441'4 1r41 14.\7015\0181479.00 - Wed Court', WD J9\04_pn.mgs\0SC\5ncsts\I 14 IA&,LAIiN5 0I0I474.0Omg I V/J/7019 154 Pu I I1 B * FOR INFORMATIONAL PURPOSES ONLY The Contractor submitting a bid agrees to the quantities in the bid schedule for the work. *TABULATION OF TOPSOIL REMOVAL LOCATION AREA (SF) VOLUME (CY) CUM. VOLUME (CY) 1+00 - 2+00 977.29 20.99 20.99 2+00 - 3+00 3244,79 60.09 81.08 3+00 - 4+00 3451.95 63.93 145.01 4+00 - 5+00 4092.63 75.79 220.80 5+00 - 6+00 8598.26 159.23 380.02 6+00 - 7+00 4685.41 86.77 466.79 7+00 - 8+00 5480.05 101.48 568.27 8+00 - 9+00 5136.86 95.13 663.40 9+00 - 10+00 6572.71 121.72 785.12 10+00 - 11+00 6880.12 127.41 912.53 11+00 - 12+00 5563.99 103.04 1015.56 12+00 - 13+00 4766.74 88.27 1103.84 13+00 - 14+00 7281.76 134.85 1238.68 14+00 - 15+00 4577.77 84.77 1323.46 15+00 - 16+00 5453.07 100.98 1424.44 16+00 - 17+00 6358.68 117.75 1542.19 17+00 - 18+00 7701.11 142.61 1684.81 18+00 - 19+00 8695.94 161.04 1845.84 19+00 - 20+00 8476.20 156.97 2002.81 20+00 - 21+00 6911.93 128.00 2130.81 21+00 - 21+83 8619.14 159.61 2290.42 PROJECT TOTALS 123526.40 2290.42 *TABULATION OF UNSUITABLE MATERIAL LOCATION AREA (SF) VOLUME (CY) CUM. VOL. (CY) 9+25 - 10+00 6572.71 243.43 243.43 10+00 - 11+00 6880.12 254.82 498.25 11+00 - 12+00 5563.99 206.07 704.33 12+00 - 13+00 4766.74 176.55 880.87 13+00 - 14+00 7281.76 269.69 1150.57 14+00 - 15+00 4577.77 169.55 1320.11 15+00 - 16+00 5453.07 201.97 1522.08 16+00 - 17+00 6358.68 235.51 1757.59 17+00 - 17+74.14 6450.00 238.89 1996.48 18+69.87 - 20+00 10135.00 375.37 2371.85 20+00 - 21+00 6911.93 256.00 2627.84 21+00 - 21+83 8619.14 319.23 2947.07 ADJUSTMENT 664.00 PROJECT TOTALS 79570.91 3611.07 *TABULATION OF TOPSOIL (REDISTRIBUTE) 6" THICK LOCATION LEFT AREA (SF) RIGHT AREA (SF) VOLUME (CY) CUM. VOLUME (CY) 1+00 - 2+00 34.80 69.51 1.93 1.93 2+00 - 3+00 53.21 448,14 9.28 11.22 3+00 - 4+00 90.42 517.03 11.25 22.47 4+00 - 5+00 177.93 880.26 19.60 42.06 5+00 - 6+00 613.86 989.96 29.70 71.76 6+00 - 7+00 896.63 974.17 34.64 106.41 7+00 - 8+00 1280.72 1396.61 49.58 155.99 8+00 - 9+00 1057.45 1280.15 43.29 199.28 9+00 - 10+00 1571.77 2203.75 69.92 269.19 10+00 - 11+00 1779.69 2299.67 75.54 344.74 11+00 - 12+00 1192.50 1571.32 51.18 395.92 12+00 - 13+00 578.04 1141.78 31.85 427.77 13+00 - 14+00 614.07 1111.49 31.95 459.72 14+00 - 15+00 748.58 1012.02 32.60 492.32 15+00 - 16+00 1248.85 1335.84 47.86 540.19 16+00 - 17+00 1454.78 1600.81 56.59 596.77 17+00 - 18+00 1062.88 1880.94 54.52 651.29 18+00 - 19+00 1891.34 1512.73 63.04 714.33 19+00 - 20+00 1687.43 1734.99 63.38 777.71 20+00 - 21+00 1388.45 1551.95 54.45 832.16 21+00 - 21+83 1667.66 1158.56 52.34 884.50 ADJUSTMENT 125.50 PROJECT TOTALS 21091.06 1010.00 *TABULATION OF STEEL PLATES LOCATION SIZE NUMBER (EA) 21+45± 55(81x1" 20 PROJECT TOTALS 20 WELD COUNTY COLORADO Farnsworth GROUP 1612 SPECFIT POINT ROAD, SUITE 105 FORT COLLINS, COLORADO 80525 (970) 484-7477 / info!djl-w.com www.l.w.col„ Engineers 1 Archdocls I Surveyors 1 Scientists rt DATE DESCRIPTION. ` 18(31 WCR 39 IMPROVEMENTS DATE: 06/27/19 DESIGNED: BC DRAWN: JWL REVIEWED: JC FIELD BOOK NO.: Y•iLI HILL TABULATION TABLES 1.14 PROJECT NO.: 0181479.00 EXHIBIT B BID PROPOSAL To: Weld County Purchasing Department Attention: Controller/Purchasing Director P O. Box 758, 1150 "O" Street Greeley, Colorado 80632 Bid Proposal for: WCR 39 Extension Project PROPOSAL Pursuant to and in full compliance with all Contract Documents the undersigned Bidder hereby proposes to furnish all labor and materials and to perform all Work required for the complete and prompt execution of everything described or shown in or reasonably implied from the Bidding Documents, including the Drawings and Specifications, for the Work above indicated for the monies indicated below which includes all State, County and local taxes normally payable with respect to such Work. The amounts stated include all allowances for profit and overhead, taxes, fees and permits, transportation, services, tools and equipment, labor and materials and other incidental costs. The Bidder and all Sub -Bidders shall include in their bid all Sales and Use Tax if applicable. State of Colorado and Weld County tax shall not be included. Upon application, the State of Colorado Department of Revenue shall issue to a Bidder or Sub -Bidder a Certificate or Certificates of Exemption indicating that the purchase of construction or building materials is for a purpose stated in Section 39- 26-114, CRS, and is free from Colorado State Sales Tax. EXAMINATION OF DOCUMENTS AND SITE The Bidder has carefully examined the Bidding Documents, including the Drawings and Specifications, and has examined the site of the Work, so as to fully appraise himself of the conditions at the site and to gain a clear understanding of the Work to be executed and is thoroughly familiar with all local, state and federal laws, ordinances, rules, regulations and other factors affecting performance of the Work. PROPOSAL GUARANTEE This Bid Proposal is accompanied by the required Bid Bond of five percent (5%) based upon the Total Cost of all items required to be Bid. Weld County, Colorado is authorized to hold said Bid Bond for a period of not more than sixty (60) days after the opening of the Bids for the Work indicated, unless the undersigned Bidder is awarded the Contract within said period, in which event the Owner may retain said Bid Bond until the undersigned Bidder has executed the required Agreement and furnished the required Performance Bond, Labor & Materials Payment Bond, and Certificates of Insurance. TIME OF COMPLETION The Bidder agrees to make his best effort to complete the entire Project as soon as possible and within the time specified in the Project Special Conditions after the issuance of the Notice to Proceed subject to the CDOT Standard Specifications for Road and Bridge Construction, Section 108. EXECUTION OF DOCUMENTS The Bidder understands that if this Bid Proposal is accepted, he must execute the required Agreement and furnish the required Performance Bond, Labor & Materials Payment Bond and Insurance Certificates within ten (10) calendar days from the date of Notice of Award. METHOD OF AWARD The Owner reserves the right to reject any Bid from any Bidder to complete the Work as specified regardless of the amount of the Bid. BID NO. x31900110 Page 16 It is understood by the Bidder, how Bids shall be awarded and that should the cost of the Bid exceed budgeted funds, the Owner reserves the right to reject any or all Bids or portions of Work Bid or the use of any of the methods stated in the Instructions to Bidders to obtain the most advantageous Bid price, All bids will be reviewed by the Owner and Engineer. For any discrepancy between words and figures; the words will control. All mathematics will be checked, and the correct total used far determining the low bidder. BID NO. 61900110 Page 17 ITEM BID SCHEDULE ITEM DESCRIPTION NO, 212 Seeding (Native) (Sterile Wheat) 2.13 Mulching (Crimped Straw) 216 Soil Retention Blanket IS -C) (B)oD CL 2) 216 Turf Reinforcement Mat (Class 3) 304 Aggregate Base Course {Class G) {13!itbs/CF) 403 HMA (GradIno5) (70) (PG 64-2.2.1(Ltotto n Lk 3" @ 147Lbs/CF) 403 HMA (Grading SX) (75) (PG 54-221 (Top Lift 2" r? 147 Ib /CF) 420 Geotextiie Separator (Class 1) Minh RSSR01 420 Geotextile Separator Mirali H2iti 420 GE+o[;rid Tenser ThAX 160 501 Steel Sheet Pilihg (Types I) (Cofferdam) SOS Soll Riprap Type H DSLI IS" 500 Riprap Type M (1sa 12" Concrete (Gass 0) Reinforcing Steel {Epoxy Coated) 43" x 60" HE RCP • Strength Class Ill (Complete in PlaceI 23" x 14" HC I1CP - Strength Class 1V {Complete in P€ace) 23" x 14" HE RCP End Sections 12" Circular RCP - Strength Class IV (Complete in Placel 12" Circular RCP End Sections Temp. 5 -Strand Barbed Wire Fence Canstruttion Fence (Plastic) barbed Wire FenLing (5 -Strand) belineatai s (Type III) Sign Panels (Class 1) Steel Sign Post (2.25x2.25 Inch Square Post) Tapco blinker Stop Signs 3arricade {Type 3) (P A) Field Office 601 602 603 603 603 603 UNIT BID QUANTITY Acre 5 42 Atrc 5 42 SY 21.g4 SY 2034 TON 3271 UNIT PRICE (DOLLARSS} 4""}Ap (fya eZP bo TON 1777..9 TON 549.3 SY 20600 SY 5Y SF CY 3236 6604 10560 113 CY 4 OD 1.7 TOTAL PR)CE {DOLLARS} 13, 3aG 114 2 ° et ,E b�do 603 607 607 007 612 CY LBS IF 014 614 014 614 620 LF EA LF EA LF 105 971N 337 63 2 R4 2 393 3R ,b0 49 2- Or) (335°x' '3 2,4 as 5.6a d .ors 552 }'F 11 2L5 84 `crso ___4_r84, on _. Cs 20.30 4.co 1-4-0, 115 °" loci, }'i5, 015 LF LF EA 1016 3061 10 SF LF EA EA 221.5 301.25 2 3 EA alPI t24S 4-0a rT',lU �_13b 22.-t za 00 "BSc an .2_43D —q!?.. -- 19GS_rso "764.4 0 _ 2i/ 42—I -an SSzn r5ta (7 2 1.`]a .?30 10'5,r) M 4�hriivr ProjeclslWCR 23 Blau WGR 56-5 arid WAR 62 (C*0-187o7nustrondpnlrsid DocwnereslF:nal Bid Clnctlnter[slAddendurn 1 7-10-1sEh`crdIWC,k 25 Ewlenssor Prc4 ,-E — Adclurn.irrs 1 dor. I7�M NO. 201 202 202 2O2 2O2 202 202 202 203 203 203 203 203 203 203 BID SCHEDULE ITEM DESCRIPTION UNIT Clearing and Grubbing Removal of Tree Removal of Ditch Lining Removal of Asphalt Mat Removal of Ground Signs RtYrioJal of Sign Panels Removal of Fence Removal of Double Gate LJnr.hassified Excavritlon (Complete in Puce) Unsuitable Material (Muck) 3-Incl} Minus Rock No. 57 / 67 Rock R-40 Embankment (Complete in Noce) Potholing (Special) Prop -trolling Sweeping Flowfill Structure Extay.3tian BID QUANTITY LS EA LF 5Y EA 1 25 350 42.3 2 EA LF 1 253 20[3 20€ 207 207 206 208 Stockpile Topsail Reclisiribute'Topsoil (fH Thick) Concrete Washout Structure EA CY CY CY CY CY EA Hours Days 2126 1 1928 -Trot?' 3€12 4.74 3244 3825 CY CY CY Vehicle Tracking Pads Sediment Control Logs (8 -inch) (Type 2) (10') Erasion Control Management Temporary [)iit Berms Dust Paltiative Reset Double Gate. 208 208 203 209 210 CY 210 EA EA LF LS I0 30 210 1105 UNIT PRICE i(OLLARS) $L2 TOTAL. PRICE �IJDLLA S} '249.,"34:1()°2 41(e tot' a-- ra8. A9Iv 7-•°- 4- .Dr, 'L�[7t81Q„dp 2e7 4 11 12 .Ot) -4 eD a a 'VS19 a t 2316 1010 2 2 30 1 Z2 10 ae �5 - O r Reset Ground Signs De -watering 211 i.F 3712 GAL EA LA Days 15250 {IfS26 r_p vD 74 X52 I Soc.- Jf,r3 its-¢' 000nl 6.'I l-Arlivr Rajoc15W4'CR 33 6Mm WCF{ 56.5 and' 1 CB 52 iGB-1sl Cens!ruclian4Bid C7ocuinenls2Final Bid UacumerlclAdderrdtins 7 7 -i11 -r95 ard4WC.P 39 Fx.ans.ioo Prnjecl - nddrndnrn i.doc ITEM NO. BID SCHEDULE ITEM DESCRIPTION 625 626 627 627 Constriletiort Surveying Mobilization Pavement Marking (White) Pavement Marking [Yeiloi. Preformed 1 hermoplastic Pavement Marking Survey Monurnentation )Type 4) Survey Mc1I1umeetatian Traffic Control Management Portable VarlaE5le Massage Sign Panels Wetland Restoration 627 62D 629 630 630 UNIT ' DID QUANTITY IS 1 LS 1 GAL GAL 12.86 SF .11.20 172 700 700 700 100 LA EA LS Days Wetland Mitigation [Fire Grading) 5'x8'x1" Steel Plates Minor Contract Revisions FA FA 13 4 1 50 1 1 UNIT PRICE (DOLLARS). 4-14, 5nab _ Z42 _Dr) 74'10 rt-214 -00 (- §.y5D 48.�'t o $18,000 $ 12,000 Ft 1 PA 1 700 Asphalt Pavement duality Incentive/Disincentive 700 Erosion Control 700 Asphalt Pavement Smoothness incentive 700 Paving Spring 2020 700 Filer Optic Lowering (at Main Culvert) (CenturyLink) NOTE: LNCW DE ALL FORCE ACCOUNT ITEMS IN TOTAL BID AMOUNT. $ 30,000 $23111700 TOTAL PRICE (DOLLARS) 23, so37 ,oL0 —314Z-12 - 4a.B, I woo_ 515,004 512,000 $30,000 $x,000 $10,000 $18,000 $lo-a,a0o $10,000 $230,000 $8,000 $30,00c $1.3,000 $100,000 510.000 Total Did (Dollars: NIA-ALINt r'ro.lecEsl'A'CR 313 ELvrn 01CH 511.5 and NCR 52 IGR-.8)lConslructioniBid UocrnrserisiFinal hid C1or:Vrnersts5hddendurn I 1-10-19LNlordL4 ir,i2 39 Eylerrsion ?rcjecr — AQdeirdyry 1 doc Amounts are to be shown in both words and figures In case of discrepancy, the amount shown in words will govern. The above unit prices shall include all labor, materials, bailing, shoring, removal, overhead, profit, insurance, etc., to cover file finished wart, of the several lends called for, Bidder understands that the County reserves the right to reject any or all bids and to waive any informality in the bidding, The Bidder agrees that this bid shall be good and may rot be withdrawn for a period of Thirty (30) calendar clays after the scheduled closing time for receiving bids, Upon receipt of County's written acceptance of this bid, Bidder will execute the formal contract attached within ten (10) calendar days and deliver a Surety Bond or Bonds as required by the AGREEiu1E,NT, The bid security attached is to become the property of the County in the event the contract and bond are not executed within the time above set forth, as liquidated damages for the delay and additional expense to the County caused thereby. Respectively submitted. {SEAL - If bid is by a corporation) Title. SIP, n1T Address, X G 0-0 J A17 (a Z - BID NO. B19COtt4 Page 21 NOTE: The following are items of work to be completed by Weld County: Materials Quality Acceptance Testing Construction Inspection RECEIPT OF ADDENDA The undersigned acknowledges receipt of the following Addenda to the Invitation for Bids, Drawings, Specifications and other Contract Documents. Addendum No. I. Date: 4,44 t € 0)i By: Gf� Addendum No. f2, Date: . ,t L `2l By: Tr_ Addendum No. .3 Date: it e5�aa By: --ce__ Bidder agrees to perform all Work described in the Contract Documents for the unit prices as shown in the Bid Schedule. Payment will be based on the Lump Sum price or the actual quantities furnished, installed or constructed. The undersigned, by his or her signature, hereby acknowledges and represents that: 1. The bid proposed herein meets all the conditions, specifications and special provisions set forth in the request for bid for Request No. 81900110 2. The quotations set forth herein are exclusive of any federal excise taxes and all other state and local taxes. 3. He or she is authorized to bind the below -named bidder for the amount shown on the accompanying proposal sheets. 4. The signed bid submitted, all the documents of the Request for Proposal contained herein (including, but not limited to, product specifications and scope of services), and the formal acceptance of the bid by Weld County, together constitutes a contract, with the contract date being the date of formal acceptance of the bid by Weld County. 5. Weld County reserves the right to reject any and all bids, to waive any informality in the bids, and to accept the bid that, in the opinion of the Board of County Commissioners, is to the best interests of Weld County. The bids) may be awarded to more than one vendor FIRM ►mac A.L.4.0 ( +,P) BUSINESS ADDRESS : t '2`)V, BY BY A4-11-1 } s ' (Please print) DATE 7 CITY, STATE, ZIP CODE TELEPHONE NO i-!I/Ut) FAX tat -L TAX I❑ # g`i• 05/ Li/ 1.SIGNATURE , - Pr2t5'Dou E-MAIL 'B1 D5P, na57I�UcT�� cex, WELD COUNTY IS EXEMPT FROM COLORADO SALES TAXES. THE CERTIFICATE OF EXEMPTION NUMBER IS #98-03551-0000. YOU DO NOT NEED TO SEND BACK PAGES 1-17. BID NO. B1900110 Page 22 BID BOND PROJECT: WCR 39 EXTENSION PROJECT KNOW ALL MEN BY THESE PRESENTS, that DeFalco Construction Company " as Principal, and Employers Mutual Casualty Company_ " as Surety, are hereby held and firmly bound unto Weld County, Colorado (hereinafter called the "Owner") in the penal sum of Five Percent of Amount Bid Dollars ($ 5% ), lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors and assigns, jointly and severally, firmly to these presents. THE CONDITION OF THIS OBLIGATION IS SUCH, that whereas the Principal has submitted the accompanying Bid dated July 17th , 2019 for the WCR 39 EXTENSION PROJECT as set out in the accompanying Bid, WHEREAS, the Owner has required as a condition for receiving said Bid that the principal deposit with the Owner either a certified check equivalent to not less than five percent (5%) of the amount of said Bid or in lieu thereof furnish a Bid Bond for said amount conditioned such that in the event of failure to execute the proposed Contract for such construction if the Contract is to be awarded to him, that said sum be paid immediately to the Owner as liquidated damages and not as a penalty for the principal's failure to perform. NOW THEREFORE, if the principal shall, within the period specified therefore: A. On the attached prescribed forms presented to him for signature, enter into a written Contract with the Owner in accordance with his Bid as accepted, and give a Performance Bond with good and sufficient sureties, as may be required upon the forms prescribed by the Owner for the faithful performance and the proper fulfillment of said Contract, or B. Withdraw said Bid within the time specified, or C, Pay to the Owner the sum determined upon herein as liquidated damages, and not as a penalty, then this obligation shall be void and of no effect, otherwise to remain in full force and effect. IN WITNESS WHEREOF, the above parties have executed this instrument under their several seals this day 10th of July . ,2019 the name and corporate seal of each corporate party being hereto affixed, and these presents duly signed by its undersigned representative pursuant to authority of its governing board. Principal IJeFalco Construction Company Address N.O. Box 820, Longmont, CO 80502 ATTEST: 4 (1:41 2d/ci 6,�{,A, rV & By: BY: By: L3 t 'e` : ! t`%��7�°` T Florietta Acosta, Attorney -In -Fact Surety Ejployers Mutual Casualty Company Address P.O. Box 712, Des Moines IA 50306 ATTEST: By' mar n, Surety Witness "incorporate n the State of Colorado **Incorporated in the State of Iowa BID NO. r319nn 10 Page 23 NSTRUCTIONS The full firm name and residence of each individual party to the bond must be inserted in the first paragraph. If the principal is a partnership, the full name of all partners must be inserted in the first paragraph which must recite that they are partners composing the partnership (to be named), and all partners must execute the bond as individuals. The state of incorporation of each corporate party to the bond must be inserted in the first paragraph and the bond must be executed under the corporate seal of said party attested by its secretary or other authorized officer. Power of Attorney must accompany this bond when signed by other than en officer of either the principal or surety. A standard printed bend form may be used in lieu of the foregoing form provided that the security stipulations protecting the Owner are not in arty way reduced by use of such standard piloted bond form. BID NO. B1900110 Page 24 /EMC P.O. Box 712 4 Des Moines, Iowa 50306-0712 INSURANCE POWER OF ATTORNEY APPOINTING INDIVIDUAL, ATTORNEY -IN -FACT KNOW ALL MEN BY THESE PRESENTS, that: 1, Employers Mutual Casualty Company, an Iowa Corporation 2. EMCASCO Insurance Company, an Iowa Corporation 3. Union Insurance Company of Providence, an Iowa Corporation 4. Illinois EMCASCO Insurance Company, an Iowa Corporation 5. Dakota Fire Insurance Company, a North Dakota Corporation 6. EMC Property & Casualty Company, an Iowa Corporation 7. Hamilton Mutual Insurance Company, an Iowa Corporation hereinafter referred to severally as "Company" and collectively as "Companies", each does, by these presents, make, constitute and appoint: TODD BENGFORD, DONALD E. APPLEBY, MARK SWEIGART, SARAH BROWN, fLORIETTA ACOSTA, SUSAN J. LATTARULO. LEEANNE MEAUX its true and lawful attorney -in -tact, with Lull power and authority conferred to sign, seal, and execute the Surety Bond: ANY AND ALL BONDS and to bind each Company !hereby as fully and to the same extent as if such instruments were signed by the duly authorized officers of each such Company, and all of the acts of said attorney pursuant to the authority hereby given are hereby ratified and confirmed. The authority hereby granted shall expire April 1, 2021, unless sooner revoked, AUTHORITY FOR POWER OF ATTORNEY This Power -of -Attorney is made and executed pursuant to and by the authority of the following resolution of the Boards of Directors of each of the Companies at the first regularly scheduled meeting of each company duly called and held in 1999: RESOLVED: The President and Chief Executive Officer, any Vice President, the Treasurer and the Secretary of Employers Mutual Casualty Company shall have power and authority to (1) appoint attorneys -in -fact and authorize them to execute on behalf el each Company and attach the seal of the Company thereto, bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof; and (2} to remove any such attorney -in -fact at any time and revoke the power and authority given to him or her. Attorneys -in -fact shall have power and authority, subject to the terms and limitations of the power -of -attorney issued to them, to execute and deliver on behalf of the Company, and to attach the seal of the Company thereto, bonds and undertakings, recognizances, contracts of indemnity and other writings obligatory in the nature thereof, and any such instrument executed by any such attorney -in -fact shall be fully and in all respects binding upon the Company. Certification as to the validity of any power -of -attorney authorized herein made by an officer of Employers Mutual Casualty Company shall he fully and in all respects binding upon this Company. The facsimile or mechanically reproduced signature of such officer, whether made heretofore or hereafter, wherever appearing upon a certified copy of any power -of -attorney of the Company, shall be valid and binding upon the Company with the same force and effect as though manually affixed. IN WITNESS THEREOF, the Companies have caused these presents to be signed for each by their officers as shown, and the Corporate seals to be hereto affixed This 2a'hday of March, 2018, Seals ,,`Cq'NS(/Aq'r, `,,•k �OMAq '',, , ,S Y,g,'C ''. i uC'o-•L�RP 6knF- �'�'�-=ae�.�q NP�H�, rOfi: -mod `$4FM7"'V,gr,•- sLYNANcF'., A 'v SEAL =. _= SEAL =Y= yv ❑WM1 7f{ OA9. PrME9 SEAL �KATHY LOVERIIDGE F Cornri missloffumber780769 My Commission l3pfrss October 10, 2019 Bruce G. Kelley, chairman of Companies 2, 3, 4, 5 & 6; President of Company 1; Vice Chairman and CEO of Company 7 Todd Strother Vice President On this 281h day of March, 20th before me a Notary Public in and for the State of Iowa, personally appeared Bruce G. Kelley and Todd Strother, who, being by me duly sworn, did say that they are, and are known to me to loo the Chairman, President, Vice Chairman and CEO, andlor Vice President, respectively, of each of the Companies above, that the seals affixed to this instrument are the seals of said corporations; that said instrument was signed and sealed on behalf of each of the Companies by authority of their respective Boards of Directors; and that the said Bruce G. Kelley and Todd Strother, as such officers, acknowledged the execution of said instrument to be their voluntary act and deed, and the voluntary act and deed of each of the Companies. My Commission Expires October 10, 2019, , - _ Notary Pubin and for the State oIowa CERTIFICATE I, James C. Clough, Vice President of the Companies, do hereby certify that the foregoing resolution of the Boards et Directors by each of the Companies, and this Power of Attorney issued pursuant thereto on 28L°day of March, 2018, are true and correct and are still in full force and effect. In Testimony Whereof I have subscribed my name and affixed the facsimile seal of each Company this 1 oth day of July 2019 , Vice President 7838 (4-17) "For verification of the authenticity of the Power of Attorney you may call (5151345-2689." Forms -9 itnv. „,:tol]cr 2ttlirt) tkoarlmaill of the Treasury Inlrrn�rl itevrirnr:Scrvicc Request for Taxpayer Identification Number and Certification P Go to www,irs.geu/ForrnW9 for instructions and the latest information. Give Form to the requester. Do not send to the IRS. t Name (as shnest nn your incurnr:, lax return). thin e is required on this line; do sot leave Ibis lkee blank. DeFalco Construction 2 13usinasa nnmcldlsre.yarded artily nnina, If different prom above 3 Check apprapriatc box forfedaral lax classiflcatlnn of the persen whose, mine is entered on line 1. C',henk only one of ri,e following glevon facxrs, I� l I Individuatsnleproprietor or 1i C Ci rpnrnainn [21 SCorporatirrn 111harinCr5lrip 1 17rvsVcslarc sin9lo-member l.l.C 1 I imitacl liability company. Enter ll,e tax clessilicitinn fC:-P t,rrrlrnratinn, S=S rurpnratioei, I'=-I'artrwnnluf,l ► _ Note: Check the apprnleLde hnk in II I11* atsnve li i liar: lax rl,rssificelinn o1 !hr: single-memher owner, Do rat cinch I I C if the I_I C is classified es aslifir-member LLC Thal is r{isragarded lrnrn 11ze ovfner unions [FM.ownerOw. 1_I e in another I I C 'hell is not disregarded from the owner tor U.S, federal tax purposes. ththerwise, a single -member LI.P than is disregarded 110x11 the owner should chock the appropriate box tor the tax clossill lion of its owner. I I Clbar (see I4strncticv, :) r. P ddrrrss (niamhcr, street, and apt. el suite no See inslrucliocs PO Box 820 6 City. state, end 21P coda Lome mont, CO 80542 7 Lint necnunt numberfa hci'r, (oplicnalj '1 Exemptions (codes appplynnly to certain erditirs, not individuals; see lnsInrdinrin on ri ltle 3}: kxanrpt payer, arts (Italy) f'xeml.itien from I"/TCA r0 portirx€ 1:O(119 (if aryl I;agcratnr's n;rme ; nil ,rddrrs:; (uptirrrral) WOO Taxpayer Identification Number (TIN) Enter your TIN in the appropriate box. The TIN provided must match tile name giver, on line 1 to avoid backup withholding For Individuals, this is generally you; social secuiii y number(s551 . However, for a resident alien, sole proprietor, or disregarded entity, see the instructions for Part I, later. For other enilfies, it is your employer identification number (FIN). If you do not have to number, sou How hO pet a TIN, later. Note: If the account is in more than One name, see the instructions for line I. Also see What Name and Number To Give the Requester far guidelines on whose number to enter. [ochal security number Qr rEmplayer identification number L 4 0 4 8 6 4 3 6 Certification Under penalties of perjury, I certify that: 1. Tho number shown on this term is my conicl taxpayer identification number (or I am waiting for at number to be issued 10 me); and 2- I am not subject to backup withholding because: (a} I am exempt from backup withholding, or (b) I have not been notified by the Internal Revenue Service (IRS) that I an subject to backup withholding as a result of a failure to report all interest or dividends. or (c) the IRS has notified me that I am no longer subject to backup withholding; and 3. I am a U.S. citizen or other U.S. person (defined below); cod 4. I he I -A i CA code(s) entered on this form (if any) indicating that I am exempt from FATCA raporiing is correct. Certification instructions. You must cross out item 2 above if you have been irolified by the IRS inch you are currently subject to backup withholding because you have failed to report all interest and dividends on your tax return. For real estate transactions, item 2 does not apply. For mnrtgage interest paid, acquisition or abandonment of secured property, cancellation of debt, contributions to an individual retirement arrangement (IRA), and generally, payments other than interest and dividends, you are not required tcs sign the certification, but you must provide your correct [IN. See the instructions for Part II, later. Sign Signature of Here u.s. person ►1fj1. General Instructions Section references are to the Internal Revenue Code unless otherwise noted. Future developments. For the latest inhnrrnation about developments related to Form W-9 and its instructions, such as legislation enacted after they were published, go to www irs.gov/1 ormW9 Purpose of Form An individual or entity (Form W-9 requester) who is required to tile an information return with the IRS must obtain your correct taxpayer identification number (TIN) which may he your social security number (SSN), individual taxpayer identification number (ITIN), adoption taxpayer identification number (ATIN), or employer identification number (EN), to report on en information return the amount paid to you. or other amount reportable an an information return. Examples of information returns inr;lude, but are riot firmited to, the following. • Form 1099-INT (interest earned or paid) Dore ■ { / 7.- / !/ • Form i 1-199-1)IV (dividends, including those from stocks or mutual funds) • Form 1099-rMISC (various typos of income, prizes, awards, or gross proceeds) • Form 1 C7f39.13 (stack or mutual fund sales and certain other transactions by brokers) • Form I 055-S (proceeds from real estate transactions) • Form 1099-1f (rnerohant card and third party network transactions} • Form 1398 (home mortgage interest), 1098-E (stµdent loan interest), 1698 'ff (tuition) • Form 10U9 -C (canceled debt) - Form 1699-A (acquisition or ahancianmeot of secured property) Use Form W-9 only ii you are a U.S. person (including a resident alien), in provide your correct TIN, If you do not return Farm W-9 to the requester with a TIN, you might be subject to backup wiihbolding, See What is backup withholding, later. Cat. No. 10231 K t on,r W-9 purr. Io-ants) COLORADO DEPARTMENT OF TRANSPORTATION ANTI -COLLUSION AFFIDAVIT 1,;(.,./E.1: I NO r^ul,7n ;a 'info. Lx.re tsi3ONJ I hereby attest that I am the person responsible within my firm for the final decision es to the price(a) arid amount of this bid or, it not, that I have wrh#en authorization, enclosed herewith, from that person to make the statements set out below on his or her behalf and on behalf of my firm. I luither attest trial, 1. The prfce{sj and amount of this bid have been arrived at independently, without consultatten, communication or agreement for the purpose or with the effect of restricting competition with any other firm or person who is a bidder or potential prime bidder. 2A. Neither the price(s) nor the amount of this bid Matte beer} drSCtoSed to any olherfirm or person who is a bidder or potential prime bidder on this project, and will not be so disclosed prior to bid opening. 28. Neither the prices nor the amount of the bid of any other firm or person who is a bidder or ltentral prime bidder on this project have been disclosed 10 me or my firm. SA. No attempt has been made to Solicit, cause or induce any firm or person who is a bidder or potential prime bidder to refrain from bidding on this project, Or to submit a bid higher than the bid el this firm, or any lrllentionafly high or non- competitive bid or other term of complementary bid. 30, Na agreement has been promised or solicited far any other firm or person who Is a bidder or potential prime bidder on this project to submit an intentionally high. noncompetitive or other form of complementary bid on this project, 4. The bid 01 my firm is made in good faith and riot pursuant to any consultation, communication, agreement or discussion with, or inducement or solicitation by or from any firm or person to submit any intentionally high, noncom- petitive or other form of complementary bid. 5. My firm has not offered or entered into a subcontract or agreement regarding the purchase or sale of materials or services from any firm or person. or °tiered. promised or paid cash ar anything of value to any firm or person, whether in connection with (his or any other project, in COnsideratieil for an agreement or promise by any firm or person to refrain from bldding or to submit any intentionally high, noncompetitive or other form of complementary hid or agreeing or promising to do soon this project B. My firm has not accepted or been promised any subcontract or agreement regarding the safe of materials or services to any firm or person, and has not been promised or paid cash or anything o1 value by any firm or person, whether in connection with this or any other project, in consideration for my firm's submitting any intentionally high, noncompetitive of other form of complementary bid, or agreeing or promising to do so, on this project, 7. I have mode a diligent inquiry of ail members, officers, employees, and agents of my firm with responsibilities relating to the preparation, approval or submission of my firm's bid on this project and hove been advised by each of them that he or she has not participated in any communication, consultation, discussion, agreement, collusion, or other conduct inconsistent with any of the statements and representations made in this affidavit. 6. 1 Understand and my firm understands that any misstatement in this affidavit is and shall be treated as a fraudulent conc-ealmenl from Ihra Colorado Lapartment of Transportation, of tha true facts relating to submission of bids for this contract, I DECLARE UNDER PENALTY CF PEHJURY IN THE SECOND DEGREE, AND ANY OTHER APPLICAOLL STATE OR FEDERAL LAWS, THAT THE STATEMENTS MADE ON THIS DOCUMENT ARE TRIPE AND COMPI.ETE TO THE BEST OF MY KNOWLEDGE. conTaclar: iiimiir :ampa-q round 3y he,:,- i,Il rrnlrn[Inr-e limn or i'rnrfr-,,ng { 11 juli,..,,y 0 ) ❑y r.e,n 71114 Sworn to before me This 1 7 clay of, 1 f'7 }`f/ 20 'AO Tact-cL rl,is ( ieiIA ti '" ± 1[: TARP PUSILIC S STATE OF COLORADO s NOTARY ID 200840])4196 .a...rr+r"la 4 rureorg. etbOe Ya IV ,i arrO i n.,ir.:r4 'I �) 2 1 f 2_ _ _ NOTE: This document must be signed in ink. GD9i Fm rR9Ua 1 P RID NO R1900f 10 Page 26 NON -COLLUSION AFFIDAVIT OF PRIME BIDDER WCR 39 EXTENSION PROJECT State of CoLc" 4D) } County of r.] ) ss. A +Titr�n�v (1) He is 'F l rT being first duly sworn, deposes and says that: of iper4 Crra*TRC/C 7io1 Cc - , the Bidder that has submitted the attached Bid; (2) He is fully informed respecting the preparation and contents of the attached Bid and of all pertinent circumstances respecting such Bid; (3) Such Bid is genuine and is not a collusive or sham Bid; (4) Neither the said Bidder nor any of its officers, partners, owners, agents, representatives, employees or parties in interest, including this affined, has in any way colluded, conspired, connived or agreed, directly or indirectly with another Bidder, firm or person to submit a collusive or sham Did in connection with the Contract for which the attached Bid has been submitted or to refrain from bidding in connection with such Contract, or has in any manner, directly or indirectly, sought by agreement or collusion or communication or conference with any other Bidder, firm or person to fix the price or prices in the attached Bid or of any other Bidder, or to fix an overhead, profit or cost element of the Bid price of any other Bidder, or to secure through any collusion, conspiracy, connivance or unlawful agreement any advantage against the (Local Public Agency) or any person interested in the proposed Contract; and (5) The price or prices quoted in the attached Bid are fair and proper and are not tainted by any collusion, conspiracy, connivance or unlawful agreement on the part of the Bidder or any of its agents, representatives, owners, employees, or parties in interest, including is affined. (Signed) ' f J-- A Title 7 ID) 7 Subscribed and sworn to me this /7 day of Ju j k1 By: (377Li.14-ku,4. 1 Notary Public My Commission expires: 2. 2 ` ) , 2019 BENJAMIN HANSON NOTARY PUBLIC STATE OF COLORADO NOTARY ID 20084404196 MY COMMISSION EXPIRES FEBRUARY 21, 2020 BID NQ_ B190QIlC Page 27 BID TABULATION 7-17-19 WCR 39 EXTENSION PROJECT B1900110 ITEM NUMBER CONTRACT ITEM UNIT ESTIMATED QUANTITY UNIT PRICE TOTAL Engineer's Engineer's UNIT PRICE TOTAL DeFalco Const. Co. DeFalco Const. Co. UNIT PRICE TOTAL American Civil American Civil 201 Clearing and Grubbing LS 1 $18,000.00 $18,000.00 $313,900.00 $313,900.00 $24,500.00 $24,500.00 202 Removal of Tree EACH 25 $500.00 $12,500.00 $812.00 $20.300.00 $385.00 $9,625.00 202 Removal of Ditch Lining LF 390 $10.00 $3900.00 $12.00 $4,680.00 $14.00 $5,460.00 202 Removal of Asphalt Mat SY 42.3 $30.00 $1,269.00 $21.00 $888.30 $30.00 $1,269.00 202 Removal of Ground Signs EACH 2 $200.00 $400.00 $90.00 $180.00 $135.00 $270.00 202 Removal of Sign Panels EACH 1 $50.00 $50.00 $36.00 $36.00 $55.00 $55.00 202 Removal of Fence LF 2126 $2.00 $4,252.00 $3.00 $6378.00 $5.00 $10,630.00 202 Removal of Double Gate EACH 1 $1,500.00 $1,500.00 $300.00 $300.00 $450.00 $450.00 203 Unclassified Excavation (Complete in Place) CY 1928 $20.00 $38,560.00 $7.00 $13.496.00 $6.50 $12,532.00 203 Unsuitable Material (Muck) CY 3611 $20.00 $72,220.00 $14.00 $50.554.00 $27.00 $97,497.00 203 3 -inch Minus Rock CY 4474 $60.00 $268.440.00 $65.00 $290,810.00 $81.00 $362394.00 203 No. 57167 Rock CY 3244 $60.00 $194,640.00 $63.00 $204,372.00 $82.00 $266,008.00 203 R-40 Embankment (Complete in Place) CY 3825 $25.00 $95,625.00 $35.00 $133,875.00 $52.00 $198900.00 203 Potholing (Special) EACH 10 $250.00 $2,500.00 $245.00 $2,450.00 $1.070.00 $10,700.00 203 Proofrolling HOUR 30 $120.00 $3.600.00 $176.00 $5,280.00 $167.00 $5,010.00 203 Sweeping DAY 30 $200.00 $6,000.00 $267.00 $8,010.00 $1.765.00 $52950.00 206 Flowfill CY 210 $200.00 $42,000.00 $270.00 $56.700.00 $922.00 $191620.00 206 Structure Excavation CY 1105 $75.00 $82,875.00 $10.00 $11.050.00 $32.00 $35360.00 207 Stockpile Topsoil CY 2316 $12.00 $27,792.00 $22.00 $50.952.00 $23.00 $53,268.00 207 Redistribute Topsoil (6" Thick) CY 1010 $35.00 $35350.00 $10.00 $10.100.00 $10.00 $10,100.00 208 Concrete Washout Structure EACH 2 $2,000.00 $4.000.00 $752.00 $1,504.00 $2.800.00 $5.600.00 208 Vehicle Tracking Pads EACH 2 $2,700.00 $5,400.00 $1,490.00 $2980.00 $2.600.00 $5,200.00 208 Sediment Control Logs (8 -inch) (Type 2) (10') LF 30 $4.00 $120.00 $5.00 $150.00 $16.00 $480.00 208 Erosion Control Management LS 1 $30.000.00 $30,000.00 $12,525.00 $12.525.00 $16,000.00 $16,000.00 208 Temporary Dirt Berms LF 3712 $8.00 $29,696.00 $3.00 $11,136.00 $2.50 $9,280.00 209 Dust Palliative GAL 15250 $1.50 $22,875.00 $2.00 $30.500.00 $2.60 $39.650.00 210 Reset Double Gate EACH 1 $1,500.00 $1,500.00 $545.00 $545.00 $869.00 $869.00 210 Reset Ground Signs EACH 2 $100.00 $200.00 $152.00 $304.00 $222.00 $444.00 211 Dewatering DAY 74 $1,000.00 $74,000.00 $1,500.00 $111,000.00 $1,000.00 $74,000.00 212 Seeding (Native) (Sterile Wheat) ACRE 5.42 $1300.00 $7,046.00 $4,300.00 $23,306.00 $2,650.00 $14,363.00 213 Mulching (Crimped Straw) ACRE 5.42 $3325.00 $18,021.50 $1,150.00 $6,233.00 $1900.00 $10,298.00 216 Soil Retention Blanket (S -C) (BioD CL 2) SY 2184 $3.50 $7,644.00 $3.00 $6,552.00 $6.00 $13,104.00 216 Turf Reinforcement Mat (Class 3) SY 2034 $5.50 $11,187.00 $20.00 $40.680.00 $9.00 $18306.00 304 Aggregate Base Course (Class 6) (135Lbs/CF) TON 3271 $38.00 $124,298.00 $29.00 $94.859.00 $47.00 $153,737.00 403 HMA (Grading 5) (75) (PG 64-22) (Bottom Lift 3" (u! 147Lbs/CF) TON 1272.9 $88.00 $112,015.20 $93.00 $118.379.70 $140.00 $178,206.00 403 HMA (Grading SX) (75) (PG 64-22) (Top Lift 2" p 147Lbs/CF) TON 849.3 $110.00 $91423.00 $100.00 $84.930.00 $150.00 $127395.00 420 Geotextile Separator (Class 1) Mirafi RS580i SY 29800 $5.13 5152,874.00 $6.18 $184,164.00 $12.20 $363,560.00 420 Geotextile Separator Mirafi H2Ri SY 6236 $7.22 $45,023.92 $10.00 $62.360.00 $20.00 $124,720.00 420 Geogrid Tensar TriAX 160 SY 8604 $9.00 $77,436.00 $5.00 $43,020.00 $11.50 $98946.00 501 Steel Sheet Piling (Type I) (Cofferdam) SF 10560 $26.00 $274,560.00 $34.00 $359,040.00 $39.50 $417,120.00 506 Soil Riprap Type H D5o 18" CY 113 $58.00 $6,554.00 $138.00 $15,594.00 $131.00 $14,803.00 506 Riprap Type M D50 12" CY 4 $130.00 $520.00 $492.00 $L968.00 $175.00 $700.00 601 Concrete (Class D) CY 105 $1,100.00 $115,500.00 $1,335.00 $140,175.00 $1.300.00 $136,500.00 602 Reinforcing Steel (Epoxy Coated) LBS 9718 $2.00 $19,436.00 $2.00 $19,436.00 $ 1.50 $14,577.00 603 43" x 6W' HE RCP - Strength Class III (Complete in Place) LF 337 $250.00 $84,250.00 $324.00 $109.188.00 $526.00 $177,262.00 603 23" x 14" HE RCP - Strength Class IV (Complete in Place) LF 63 $130.00 $8,190.00 $156.00 $9,828.00 $169.00 $10,647.00 603 23" x 14" HE RCP End Sections EACH 2 $1,000.00 $2,000.00 51,980.00 $3,960.00 $1,670.00 $3,340.00 603 12" Circular RCP - Strength Class IV (Complete in Place) LF 84 $100.00 $8.400.00 $100.00 $8A00.00 $129.00 $10,836.00 603 12" Circular RCP End Sections EACH 2 $1,000.00 $2.000.00 $1.245.00 $2A90.00 $1.350.00 $2.700.00 607 Temp. 5 -Stand Barbed Wire Fence LF 393 $8.00 $3.144.00 $5.00 $1965.00 $7.00 $2,751.00 607 Construction Fence (Plastic) LF 1916 $1.00 $1916.00 $4.00 $7,664.00 $4.50 $8,622.00 607 Barbed Wire Fencing(5-Strand) LF 3061 $6.00 $18,366.00 $7.00 $21.427.00 $10.00 $30,610.00 612 Delineators (Type III) EACH 10 $175.00 $1,750.00 $55.00 $550.00 $53.00 $530.00 614 Sign Panels (Class 1) SF 221.5 $25.00 $5.537.50 $22.00 $4,873.00 $33.00 $7.309.50 614 Steel Sign Post (2.25x2.25 Inch Square Post) LF 301.25 $13.28 $4.000.60 $23.00 $6928.75 $30.00 $9.037.50 614 Tapco Blinker Stop Signs EACH 2 $ L,500.00 $3,000.00 $3,150.00 $6,300.00 $4,700.00 $9,400.00 614 Barricade (Type 3) (F -A) EACH 3 $500.00 $L500.00 $350.00 $1,050.00 $1.000.00 $3,000.00 620 Field Office EACH 1 $20.000.00 $20.000.00 $17.550.00 $17.550.00 $18.000.00 $18.000.00 625 Construction Surveying LS 1 $15.000.00 $15,000.00 $23,500.00 $23,500.00 $35,500.00 $35,500.00 626 Mobilization LS 1 $20,000.00 $20,000.00 $444,560.00 $444,560.00 $440,000.00 $440,000.00 627 Pavement Marking (White) GAL 12.86 $45.00 $578.70 $242.00 $1112.12 $300.00 $3.858.00 627 Pavement Marking (Yellow) GAL 11.2 $45.00 $504.00 $242.00 $2,710.40 $300.00 $3,360.00 627 Preformed Thermoplastic Pavement Marking SF 172 $12.00 $2,064.00 $24.00 $4,128.00 $35.00 $6,020.00 629 Survey Monumentation (Type 4) EACH 13 $500.00 $6.500.00 $61.00 $793.00 $1.000.00 $13.000.00 629 Survey Monumentation EACH 4 $500.00 $2.000.00 $121.00 $484.00 $1,000.00 $4,000.00 630 Traffic Control Management LS 1 $25.700.00 $25,700.00 $48325.00 $48.325.00 $87,000.00 $87.000.00 630 Portable Variable Message Sign Panels DAY 50 $200.00 $10,000.00 $242.00 $12.100.00 $100.00 $5,000.00 700 Wetland Restoration FA 1 $18,000.00 $18,000.00 $18,000.00 $18,000.00 $18,000.00 $18,000.00 700 Wetland Mitigation (Fine Grading) FA 1 $12.000.00 $12,000.00 $12,000.00 $12,000.00 $12,000.00 $12,000.00 700 5'x8'x1" Steel Plates FA 1 $30.000.00 $30,000.00 $30,000.00 $30.000.00 $30,000.00 $30,000.00 700 Minor Contract Revisions FA 1 $230,000.00 $230,000.00 $230,000.00 $230,000.00 $230,000.00 $230,000.00 700 Asphalt Pavement Quality Incentive/Disincentive FA 1 $8.000.00 $8,000.00 $8,000.00 $8.000.00 $8.000.00 $8.000.00 700 Erosion Control FA 1 $30.000.00 $30,000.00 $30,000.00 $30.000.00 $30,000.00 $30,000.00 700 Asphalt Pavement Smoothness Incentive FA 1 $18,000.00 $18,000.00 $18,000.00 $18,000.00 $18,000.00 $18,000.00 700 Paving Spring 2020 FA 1 $100.000.00 $100,000.00 $100,000.00 $100.000.00 $100,000.00 $100,000.00 700 Fiber Optic Lowering (at Main Culvert) (CenturyLink) FA 1 $10.000.00 $10,000.00 $10,000.00 $10.000.00 $10,000.00 $10,000.00 TOTAL $2,847,203.42 TOTAL $3,753,538.27 TOTAL $4,536,239.00 N/A No Errors No Errors Hello