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HomeMy WebLinkAboutHARMONY VILLAGE PUD HOME2SUITES - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT -Geotechnical EngineeringReport Home2 Suites at Harmony Village Lot 11A, Harmony Village P.U.D. Replat No. 1 Southwest of East Harmony Road and South Timberline Road Fort Collins, Colorado ti December 11, 2015 JJ Terracon Project No. 20155061 44 t _ may M Ir,- ,-._F Prepared for: East Avenue Development, LLC Ceder Park, Texas Prepared by: Terracon Consultants, Inc. Fort Collins, Colorado immor Offices Nationwide teEstablishedrraconc in 1965 rem rrac onEmployee-Owned om Geotechnical Environmental Construction Materials Facilities 11 lierracon December 11, 2015 East Avenue Development, LLC 1001 Cypress Creek Road. #203 Ceder Park, Texas 76613 Attn: Mr. Justin Mabey P: (512)825-3434 11 E: justin@eastavenue.com Re: Geotechnical Engineering Report Home2 Suites at Harmony Village Lot 11A, Harmony Village P.U.D. Replat No. 1 4/ Southwest of East Harmony Road and South Timberline Road Fort Collins, Colorado Terracon Project No. 20155061 Dear Mr. Mabey: Terracon Consultants, Inc. (Terracon) has completed the geotechnical engineering services for the project referenced above. These services were performed in general accordance with our Proposal No. P20150223 and signed Agreement for Services dated November 24, 2015. This geotechnical engineering report presents the results of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations. floor systems, and pavements for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, w`„ Terracon Consultants, Inc. Maia J. Griswold, E.I. Eric D. Bernhardt, P.E. Geotechnical Engineer Geotechnical Department Manager Enclosures 1 1 Copies to: Addressee (via e-mail) I re p Tenatea C. ,; .,.,tapir Inc 1901 Sharp Point Drive Suite C. Fort Co r,s Colorado 80525 P 19701 484 0359 F (9701 484 0454 terracon corn Environmental 5 Facilities !Ab Geotechnical • Materials c1! cA) TABLE OF CONTENTS tell,G EXECUTIVE SUMMARY i 1.0 INTRODUCTION 1 2.0 PROJECT INFORMATION 1 C 2.1 Project Description 1 2.2 Site Location and Description 2 cgfl 3.0 SUBSURFACE CONDITIONS 3 3.1 Typical Subsurface Profile 3411/ 3.2 Laboratory Testing 3 3.3 Corrosion Protection (Water-Soluble Sulfates) 3 3.4 Groundwater 3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4 4.1 Geotechnical Considerations 4 Ve 4.1.1 Shallow Groundwater 4 4.1.2 Expansive Soils 5 4.1.3 Foundation and Floor Slab Recommendations 5 Va 4.2 Earthwork 5 4.2.1 Site Preparation 5 4.2.2 Excavation 6 41. 4.2.3 Subgrade Preparation 6 4.2.4 Fill Materials and Placement 7 4.2.5 Compaction Requirements 8 4.2.6 Utility Trench Backfill 8 4.2.7 Grading and Drainage 9 4.3 Foundations 10 Iii, 4.3.1 Drilled Piers Bottomed in Bedrock - Design Recommendations 10 4.3.2 Drilled Piers Bottomed in Bedrock - Construction Considerations 11 4.4 Seismic Considerations 12 4.5 Floor Systems 12 4.5.1 Floor System - Design Recommendations 12 4.5.2 Floor Systems - Construction Considerations 13 i 4.6 Swimming Pool Recommendations 13 4.7 Lateral Earth Pressures 14 4.8 Elevator Pit 16 4.8.1 Elevator Pit Design Recommendations 16 4.8.2 Elevator Pit Construction Considerations 17 4.9 Pavements 17 4.9.1 Pavements—Subgrade Preparation 17 4st',`: 4.9.2 Pavements— Design Recommendations 18 4.9.3 Pavements—Construction Considerations 20 4.9.4 Pavements—Maintenance 20 5.0 GENERAL COMMENTS 21 r, f 1 i r TABLE OF CONTENTS (continued) a Appendix A— FIELD EXPLORATION Exhibit A-1 Site Location Map Exhibit A-2 Exploration Plan Exhibit A-3 Field Exploration Description Exhibits A-4 to A-8 Boring Logs Appendix B — LABORATORY TESTING Exhibit B-1 Laboratory Testing Description Exhibit B-2 Atterberg Limits Test Results Exhibits B-3 and B-4 Grain-size Distribution Test Results Exhibits B-5 to B-8 Swell-consolidation Test Results 3 Appendix C —SUPPORTING DOCUMENTS 4 Exhibit C-1 General Notes 3 Exhibit C-2 Unified Soil Classification System 3 Exhibit C-3 Description of Rock Properties Exhibit C-4 Laboratory Test Significance and Purpose Exhibits C-5 and C-6 Report Terminology 6-3 3 t<.,3 3 3 5r 3 E Geotechnical Engineering Report 1 err conHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 EXECUTIVE SUMMARY I A geotechnical investigation has been performed for the proposed Home2 Suites at Harmony Village to be constructed at Lot 11A, Harmony Village P.U.D. Replat No. 1 located southwest of East Harmony Road and South Timberline Road in Fort Collins, Colorado. Five (5) borings, presented as Exhibits A-4 through A-8 and designated as Boring No. 1 through Boring No. 5, were performed to depths of approximately 5% to 35'/ feet below existing site grades. This report specifically addresses the recommendations for the proposed 4-story hotel building. Borings performed in these areas are for informational purposes and will be utilized by others. Based on the information obtained from our subsurface exploration, the site can be developed for the proposed project. However, the following geotechnical considerations were identified and will need to be considered: Subsurface conditions encountered in the test borings generally consisted of about 3 to 8 feet of stiff lean clay with varying amounts of sand over about 4 to 11 feet of medium stiff lean clay. Silty clayey sand with gravel was encountered below the clays and these materials extended to the underlying sedimentary bedrock. Claystone bedrock was encountered below the silty clayey sands at depths of about 23 to 25 feet below the existing grade and extended to the maximum depths explored. Groundwater was measured in the test borings at depths of about 11% to 12% feet below the existing ground surface when check 1 day after completion of drilling. Groundwater levels can and should be expected to fluctuate with varying seasonal and weather condition and irrigation demands on or adjacent to the site. We recommend constructing the proposed building on a drilled pier foundation system bottomed in bedrock. A slab-on-grade floor system is recommended for the proposed building provided the floor slabs are constructed on at least 1 foot of Colorado Department of Transportation (CDOT) Class 1 structure backfill. C.=1 The amount of movement of foundations, floor slabs, pavements, etc. will be related to the wetting of underlying supporting soils. Therefore, it is imperative the recommendations discussed in the 4.2.7 Grading and Drainage section of this report be followed to reduce potential movement. Design pavement thickness alternatives include 3% inches of asphalt over 6 inches of aggregate base course in automobile parking areas and 4% inches of asphalt over 6 inches of aggregate base course in drive lanes/truck access areas. Additional pavement section t alternatives and discussion are presented in the report. Responsive Resourceful Reliable: r- 3 3 Geotechnical Engineering Report 1 r rr con 3 Home2 Suites at Harmony Village Fort Collins, Colorado December 11, 2015 Terracon Project No. 20155061 3 The 2012 International Building Code, Table 1613.5.2 IBC seismic site classification for this site is D. Cc-1 Close monitoring of the construction operations discussed herein will be critical in achieving the design subgrade support. We therefore recommend that Terracon be retained to monitor this portion of the work. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must 3 be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. ta 11 Lr-3 3 3 3 tad 3 tc~'3 Responsive NI Resourceful so Reliable ii 3 GEOTECHNICAL ENGINEERING REPORT Home2 Suites at Harmony Village Lot 11 A, Harmony Village P.U.D. Replat No. 1 Er3 Southwest of East Harmony Road and South Timberline Road Fort Collins, Colorado l Terracon Project No. 20155061 December 11, 2015 Cc-3 1.0 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the proposed Home2 Suites at Harmony Village to be constructed at Lot 11A, Harmony Village P.U.D. Replat No. 1 located southwest of the intersection of East Harmony Road and South Timberline Road in Fort Collins, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: Cia r= subsurface soil and bedrock conditions foundation design and construction groundwater conditions floor slab design and construction C3 grading and drainage pavement construction lateral earth pressures earthwork seismic considerations Our geotechnical engineering scope of work for this project included the initial site visit, the advancement of five test borings to depths ranging from approximately 5'% to 35'/z feet below existing site grades, laboratory testing for soil engineering properties and engineering analyses C. I1 to provide foundation, floor system and pavement design and construction recommendations. Logs of the borings along with an Exploration Plan (Exhibit A-2) are included in Appendix A. The results of the laboratory testing performed on soil and bedrock samples obtained from the site during the field exploration are included in Appendix B. 2.0 PROJECT INFORMATION 2.1 Project Description Item Description Site layout Refer to the Exploration Plan (Exhibit A-2 in Appendix A) c 1 Responsive Resourceful Reliable r t 3 Geotechnical Engineering Report lierracon 3 Home2 Suites at Harmony Village Fort Collins, Colorado December 11, 2015 Terracon Project No. 20155061 tom.-3 t- Item Description Preliminary plans indicate the project will include a new,4-story hotel building with a building footprint of about 64,863 square feet. An 3 indoor pool is shown in the southeastern portion of the building. New Structures t--3 pavements and concrete flatwork will be constructed on all sides of 3 the new building, tying into the existing facilities. Permeable pavers are shown at several locations around the building. We anticipate the building will be wood-framed with some masonry tr Building construction constructed on a cast-in-place concrete foundation with a slab-on- t-3 grade floor system. Structural loading conditions were not available at the time of this report. However, based on the size and type of construction, we c anticipate relatively light to moderate foundation loads. For purposes Foundation/floor slab loads of this report, we assume the following loads: cc-a Column/Point Loads: 50 to 100 kips (assumed) Wall/Line Loads: 3 to 4 klf(assumed) Slab-On-Grade Floors: 150 to 200 psf max (assumed) The finished floor elevation was not known at the time of this report. However, considering the relatively flat existing site topography we Finished floor elevation assume the ground floor will be constructed slightly above the 3 existing ground surface. We anticipate minor cuts and fills on the order of 3 feet or less will be required for the majority of the construction. Deeper cuts may be Grading necessary for the indoor swimming pool and possibly for utility installation. Below-grade areas No below-grade areas are planned except for the indoor swimming Cc pool and the assumed elevator pit. We anticipate light-duty pavements for parking areas with some Traffic loading drive lanes accommodating refuse disposal vehicles and truck traffic. 2.2 Site Location and Description Item Description The project site is located southwest of the intersection of East Location Harmony Road and South Timberline Road on Lot 11A, Harmony Village P.U.D. Replat No. 1 in Fort Collins, Colorado. Existing site features The lot is currently vacant. There is currently a Texas Roadhouse restaurant to north and a Surrounding developments Cinemark Theater to the south. Paved parking is located to the east with a paved access drive to the west. Current ground cover Native grasses and weeds. Existing topography The site is relatively flat. Responsive 7. Resourceful r.. Reiiabk 2 s Geotechnical Engineering Report lierraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 3.0 SUBSURFACE CONDITIONS 3.1 Typical Subsurface Profile Specific conditions encountered at each boring location are indicated on the individual boring logs ira included in Appendix A. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Based on the results of the borings, subsurface conditions on the project site can be generalized as follows: Approximate Depth to e Material Description Bottom of Stratum(feet) Consistency/Density/Hardness Lean clay with varying amounts of About 3 to 8 feet below existing ' Stiff a sand site grades. About 11 to 15 feet below Lean clay Medium stiff to stif a existing site grades. a Silty clayey sand with gravel About 23 to 25 feet below Medium dense existing site grades. 0 To the maximum depth of Claystone bedrock Hard exploration of about 35%feet. tie 3.2 Laboratory Testing Representative soil samples were selected for swell-consolidation testing and exhibited -1.1 to 0.1 percent swell when wetted. Samples of site soils and bedrock selected for plasticity testing exhibited low to high plasticity with liquid limits ranging from 22 to 58 and plasticity indices ranging from 6 to 34. Laboratory test results are presented in Appendix B. 3.3 Corrosion Protection (Water-Soluble Sulfates) At the time this report was prepared, the laboratory testing for water-soluble sulfates had not been completed. We will submit a supplemental letter with the testing results and recommendations once the testing has been completed. 3.4 Groundwater 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: 4- Responsive Resourceful el Reliable 3 4 0 Geotechnical Engineering Report lrerraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 Boring Number Depth to groundwater while I Depth to groundwater 1 day drilling,ft. after drilling,ft. 1 14.5 11.6 2 12 12.4 3 12.5 13.1 P-1 Not encountered Backfilled after drilling P-2 Not encountered Backfilled after drilling These observations represent groundwater conditions at the time of the field exploration, and may cr.3 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, amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels tr3 during construction or at other times in the life of the building 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. cry 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations 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. We have identified geotechnical conditions that could impact design and construction of the proposed 4-story hotel building, pavements, and other site improvements. 4.1.1 Shallow Groundwater As previously stated, groundwater was measured at depths ranging from about 12 to 14.5 feet below existing site grades. Terracon recommends maintaining a separation of at least 3 feet between the bottom of proposed below-grade foundations and measured groundwater levels. We do not anticipate groundwater will significantly impact the proposed building. However, k groundwater will be encountered during drilled pier construction. Responsive za Resourceful v Reliable 4 c c 3 Geotechnical Engineering Report lrerraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 4.1.2 Expansive Soils Laboratory testing indicates the native clay soils exhibited low expansive potential at the samples in-situ moisture content. However, it is our opinion these materials will exhibit a higher expansive potential if the clays undergo a significant loss of moisture. G3 This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and cracking in the structures, pavements, and flatwork should be anticipated. The severity of cracking and other C" damage such as uneven floor slabs will probably increase if any modification of the site results in excessive wetting or drying of the expansive clays. Eliminating the risk of movement and distress is generally not feasible, but it may be possible to further reduce the risk of movement if significantly more expensive measures are used during construction. It is imperative the recommendations described in section 4.2.7 Grading and Drainage of this report be followed to reduce movement. 4.1.3 Foundation and Floor Slab Recommendations The proposed building may be supported on a drilled pier foundation system bottomed in bedrock. We recommend a slab-on-grade for the interior floor system of the proposed 4-story hotel provided the floor slabs are constructed on at least 1 foot of CDOT Class 1 structure backfill. Recommendations for the subgrade preparation prior to floor slab construction are presented in Cr) the subsequent sections of this report. Even when bearing on properly prepared soils, movement Cr '1 of the slab-on-grade floor system is possible should the subgrade soils undergo an increase in moisture content. We estimate movement of about 1 inch is possible. If the owner cannot accept the risk of slab movement, a structural floor should be used. 4.2 Earthwork The following presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. All earthwork on the project should be observed and evaluated by Terracon on a full-time basis. The evaluation of earthwork should include observation of over-excavation operations, testing of engineered fills, subgrade preparation, subgrade stabilization, and other geotechnical conditions exposed during the construction of the project. Cr.) 4.2.1 Site Preparation Prior to placing any fill, strip and remove existing vegetation, and any other deleterious materials from the proposed construction area. Stripped organic materials should be wasted from the site or used to re-vegetate landscaped areas 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. Cra Responsive al Resourceful Reliable 5 r :a te.3 Geotechnical Engineering Report lrerraconHome2SuitesatHarmonyVillageFortCollins, Colorado C-3 December 11, 2015 Terracon Project No. 20155061 4.2.2 Excavation It is anticipated that excavations for the proposed construction can be accomplished with conventional earthmoving equipment. Excavations into the on-site soils may encounter weak and/or nearly 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 C_ 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. Although evidence of fills or underground facilities such as septic tanks, vaults, basements, and utilities was not observed during the site reconnaissance, such features could be encountered during construction. If unexpected fills or underground facilities are encountered, such features should be removed and the excavation thoroughly cleaned prior to backfill placement and/or construction. w4 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. 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 viL 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 q' ti 4.2.3 Subgrade Preparation The top 8 inches of the exposed ground surface below stripped areas and at the base of the recommended over-excavation below floor slabs should be scarified, moisture conditioned, and recompacted to at least 95 percent of the maximum dry unit weight as determined by ASTM D698 before any new fill, concrete floor slab or pavement is placed. After the bottom of the excavation has been compacted, engineered fill can be placed to bring the concrete floor slab and pavement subgrade to the desired grade. Engineered fill should be placed in accordance with the recommendations presented in subsequent sections of this report. Responsive 3v Resourceful Reliable 6 Geotechnical Engineering Report lierraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 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 fly ash, lime or geotextiles could also be considered as a stabilization technique. Lightweight excavation equipment may also be used to reduce subgrade pumping. 4.2.4 Fill Materials and Placement The on-site soils or approved granular and low plasticity cohesive imported materials may be used as fill material. CDOT Class 1 structure backfill should be used as the upper 1 foot of fill below proposed floor slabs. The soil removed from this site that is free of organic or objectionable materials, as defined by a field technician who is qualified in soil material identification and compaction procedures, can be re-used as fill for the building pad and pavement subgrade. It should be noted that the lean clay will require reworking to adjust the moisture content to meet J the compaction criteria. j CDOT Class 1 structure backfill should meet the following material property requirements: Gradation Percent finer by weight(ASTM C136) 2" 100 No. 4 Sieve 30-100 No.50 Sieve 10-60 No. 200 Sieve 5-20 Soil Properties Value Liquid Limit 35 (max.) v Plastic Limit 6 (max.) CBS Imported soils (if required) should meet the following material property requirements: c;11 Gradation Percent finer by weight(ASTM C136) 4" 100 3" 70-100 No.4 Sieve 50-100 GIO No. 200 Sieve 15-50 GI Responsive go Resourceful Ix Reliable 7 k. ? c Geotechnical Engineering Report l rr conHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 IY- .M e. ; Soil Properties Value t 0 Liquid Limit 30 (max.) Plastic Limit 15 (max.) Maximum Expansive Potential (%) Non-expansive' 1. Measured on a sample compacted to approximately 95 percent of the maximum dry unit weight as r. determined by ASTM D698 at optimum moisture content. The sample is confined under a 100 psf surcharge and submerged. t 4.2.5 Compaction Requirements Engineered fill should be placed and compacted in horizontal lifts, using equipment and t:, procedures that will produce recommended moisture contents and densities throughout the lift. C Itl l; t ' Item Description if Fill lift thickness 9 inches or less in loose thickness when heavy, self- propelled compaction equipment is used Minimum compaction requirements 95 percent of the maximum dry unit weight as t. determined by ASTM D698 C Moisture content cohesive soil (clay) -1 to +3 % of the optimum moisture content Moisture content cohesionless soil 3 to +2 % of the optimum moisture content 41P0'sand) 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 C ` until the specified moisture and compaction requirements are achieved. t 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. 4.2.6 Utility Trench Backfill All trench excavations should be made with sufficient working space to permit construction including vot 1; i backfill placement and compaction. All underground piping within or near the proposed structure should be designed with flexible couplings, so minor deviations in alignment do not result in breakage or distress. Utility knockouts i in foundation walls should be oversized to accommodate differential movements. It is imperative that utility trenches be properly backfilled with relatively clean materials. If utility trenches are ti+- 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. Responsive - Resourceful Rai Reliable 8 c ) C.. I Geotechnical Engineering Report lierraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 C. Utility trenches are a common source of water infiltration and migration. All utility trenches that penetrate beneath the building should be effectively sealed to restrict water intrusion and flow t ) through the trenches that could migrate below the building. We recommend constructing an C effective clay"trench plug"that extends at least 5 feet out from the face of the building exterior. The t plug material should consist of clay compacted at a water content at or above the soil's optimum water content. The clay fill should be placed to completely surround the utility line and be compacted in accordance with recommendations in this report. lit -4 It is strongly recommended that a representative of Terracon provide full-time observation and 4 compaction testing of trench backfill within building and pavement areas. C 4 4.2.7 Grading and Drainaget. All grades must be adjusted to provide effective drainage away from the proposed building and existing buildings during construction and maintained throughout the life of the proposed project. i 3 Infiltration of water into foundation excavations must be prevented during construction. lit 4 Landscape irrigation adjacent to foundations should be minimized or eliminated. Water permitted to pond near or adjacent to the perimeter of the structure (either during or post-construction) can result in significantly higher soil movements than those discussed in this report. As a result, any estimations of potential movement described in this report cannot be relied upon if positive drainage is not obtained and maintained, and water is allowed to infiltrate the fill and/or subgrade. 4 Exposed ground (if any) should be sloped at a minimum of 10 percent grade for at least 10 feet beyond the perimeter of the proposed building,where possible. The use of swales, chases and/or area drains may be required to facilitate drainage in unpaved areas around the perimeter of the building. Backfill against exterior walls should be properly compacted and free of all construction debris to reduce the possibility of moisture infiltration. After construction of the proposed building and prior to project completion, we recommend verification of final grading be performed to document positive drainage, as described above, has been achieved. Flatwork and pavements will be subject to post-construction movement. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post-construction movement IMC of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts the it 4 structure, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to structure should preferably be self-contained. Sprinkler mains and spray heads should be located a minimum of 5 feet away from the building line(s). Low-volume, At , drip style landscaped irrigation should not be used near the building. Roof drains should discharge on to pavements or be extended away from the structure a minimum of 10 feet through the use of splash blocks or downspout extensions. A preferred alternative is to have the roof drains discharge by solid pipe to storm sewers or to a detention pond or other appropriate outfall. Responsive w Resourceful go Reliable 9 q(' t. t ; Geotechnical Engineering Report IL 1 Home2 Suites at Harmony Village Fort Collins, Colorado i i ..r aclr December 11, 2015 Terracon Project No. 20155061 t 4.3 Foundations C " Terracon recommends constructing the proposed 4-story hotel on a drilled pier foundation system t bottomed in bedrock. Design recommendations for foundations for the proposed structures and t,related structural elements are presented in the following sections. t Y 4.3.1 Drilled Piers Bottomed in Bedrock - Design Recommendations t Y Description Value C. , C Minimum pier length 20 feet Minimum pier diameter 18 inches C Minimum bedrock embedment' 8 feet C . Maximum allowable end-bearing pressure 25,000 psfidtAllowableskinfriction (for portion of pier embedded into bedrock) 2,000 psf Uplift force (tension due to soil uplift, kips) 6 x Pier diameter ft. p p P ) Z rt Void thickness (beneath grade beams, between piers) 4 inches t.. 1. Drilled piers should be embedded into hard or very hard bedrock materials. Actual structural loads and pier diameters may dictate embedment deeper than the recommended minimum penetration. 2. Required pier penetration should be balanced against uplift forces for the portion of the pier in it, firm or harder bedrock below a depth of 16 feet to resist axial loads and uplift forces. lit Piers should be considered to work in group action if the horizontal spacing is less than three pier diameters. A minimum practical horizontal clear spacing between piers of at least three diameters should be maintained, and adjacent piers should bear at the same elevation. The capacity of individual piers must be reduced when considering the effects of group action. Capacity reduction C ` is a function of pier spacing and the number of piers within a group. If group action analyses are necessary, capacity reduction factors can be provided for the analyses. y To satisfy forces in the horizontal direction using LPILE, piers may be designed for the following lateral load criteria: t Silty Clayey Claystone it Parameters Lean Clay sand with Gravel Bedrock Stiff clay Sand Stiff clay LPILE soil type' without free without free water submerged) water Unit weight(pcf) 120 125 130 t Average undrained shear strength (psf)500 N/A 9,000 C Average angle of internal friction, b (degrees) N/A 40 N/A tlf Responsive Resourceful,.;, Reliable 10 4 Geotechnical Engineering Report r rra conHome2SuitesatHarmonyVillageFortCollins, Colorado c. December 11, 2015 Terracon Project No. 20155061 kr 4 c 7 Silty Clayey Claystone Parameters Lean Clay sand with c.4 Gravel Bedrock G4 500 - static 2,000-static Coefficient of subgrade reaction, k (pci)* 60 200 - cyclic 800—cyclic c 4 Strain, 650(%) 0.007 N/A 0.004 c-. 1. For purposes of LPILE analysis, assume a groundwater depth of about 7 feet below existing c-4 ground surface(approximately Elev. 4735 feet). 4.3.2 Drilled Piers Bottomed in Bedrock - Construction Considerations c4 Drilling to design depth should be possible with conventional single-flight power augers on the majority of the site; however, specialized drilling equipment may be required for very hard bedrock c- layers. In addition, caving soils and groundwater indicate that temporary steel casing will be required to properly drill the piers prior to concrete placement. Groundwater should be removed from each pier hole prior to concrete placement. Pier concrete should be placed immediately after completion of drilling and cleaning. If pier concrete cannot be 4 placed in dry conditions, a tremie should be-used for concrete placement. Free-fall concrete 1 placement in piers will only be acceptable if provisions are taken to avoid striking the concrete on 4 the sides of the hole or reinforcing steel. The use of a bottom-dump hopper, or an elephant's trunk discharging near the bottom of the hole where concrete segregation will be minimized, is recommended. Due to potential sloughing and raveling, foundation concrete quantities may c 4 exceed calculated geometric volumes. Casing should be withdrawn in a slow continuous manner maintaining a sufficient head of concrete to prevent infiltration of water or caving soils or the creation of voids in pier concrete. Pier concrete should have a relatively high fluidity when placed in cased pier holes or through a tremie. Pier concrete with slump in the range of 5 to 7 inches is recommended. 1 We recommend the sides of each pier should be mechanically roughened in the claystone bearing Grp strata. This should be accomplished by a roughening tooth placed on the auger. Shaft bearing surfaces must be cleaned prior to concrete placement. A representative of Terracon should observe the bearing surface and shaft configuration. c i C -3 c 3 Responsive , . Resourceful : Reliable 11 t Geotechnical Engineering Report lierraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 t -4 4.4 Seismic Considerations t - Code Used Site Classification 2012 International Building Code (IBC) 1 D 2 t 1. In general accordance with the 2012 International Building Code, Table 1613.5.2. t 2. The 2012 International Building Code (IBC) requires a site soil profile determination extending a T., . depth of 100 feet for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. The borings completed for this project extended to a maximum depth of about 251/2 feet and this seismic site class definition considers that similar soil and t bedrock conditions exist below the maximum depth of the subsurface exploration. Additional t exploration to deeper depths could be performed to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a more favorable seismic site class. However, we believe a higher seismic site class for this site is t .3 unlikely. t 4 t ,3 4.5 Floor Systems A slab-on-grade may be utilized for the interior floor system for the proposed 4-story hotel C. 3provided the floor slabs are constructed on at least 1 foot of CDOT Class 1 structure backfill. t -3 Subgrade soils at the base of the over-excavation recommended below the proposed floor slab 3 for the CDOT Class 1 structure backfill should be properly scarified, moisture conditioned and t ..3 compacted prior to floor slab construction. If the estimated movement cannot be tolerated, a t structurally-supported floor system, supported independent of the subgrade materials, is recommended. it =1 Subgrade soils beneath interior slabs and at the base of the over-excavation for removal of t $ existing fill should be scarified to a depth of at least 8 inches, moisture conditioned and t 3 compacted. The moisture content and compaction of subgrade soils should be maintained until slab construction. t 4.5.1 Floor System - Design Recommendations t Even when bearing on properly prepared soils, movement of the slab-on-grade floor system is possible should the subgrade soils undergo an increase in moisture content. We estimate t :; movement of about 1 inch is possible. If the owner cannot accept the risk of slab movement, a structural floor should be used. If conventional slab-on-grade is utilized,the subgrade soils should be prepared as presented in the 4.2 Earthwork section of this report. t 7,3 For structural design of concrete slabs-on-grade subjected to point loadings, a modulus of It 4 subgrade reaction of 200 pounds per cubic inch (pci) may be used for floors supported on at least t 1 foot of non-expansive, imported granular fill. t t t 1 Responsive a Resourceful vi Reliable 12 t F L t Geotechnical Engineering Report 11 rrC7conHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 L Additional floor slab design and construction recommendations are as follows: L } t. Positive separations and/or isolation joints should be provided between slabs and all 3 foundations, columns, or utility lines to allow independent movement. L 3 t. 3 Control joints should be saw-cut in slabs in accordance with ACI Design Manual, Section 302.1 R-37 8.3.12 (tooled control joints are not recommended)to control the location and L extent of cracking. t, 3 t 4 Interior utility trench backfill placed beneath slabs should be compacted in accordance L 3 with the recommendations presented in the 4.2 Earthwork section of this report. L L 3 Floor slabs should not be constructed on frozen subgrade. t 5 A minimum 1%-inch void space should be constructed above or below non-bearing partition walls placed on the floor slab. Special framing details should be provided at t doorjambs and frames withirhpartition walls to avoid potential distortion. Partition walls should be isolated from suspended ceilings. The use of a vapor retarder should be considered beneath concrete slabs that will be L %covered with wood, tile, carpet or other moisture sensitive or impervious floor coverings, L 3 or when the slab will support equipment sensitive to moisture. When conditions warrant L the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 for procedures and cautions regarding the use and placement of a vapor retarder. t. Other design and construction considerations, as outlined in the ACI Design Manual, L =Section 302.1R are recommended. t 4.5.2 Floor Systems - Construction Considerations Movements of slabs-on-grade using the recommendations discussed in previous sections of this report will likely be reduced and tend to be more uniform. The estimates discussed above assume L '' that the other recommendations in this report are followed. Additional movement could occur should the subsurface soils become wetted to significant depths, which could result in potential L excessive movement causing uneven floor slabs and severe cracking. This could be due to over L watering of landscaping, poor drainage, improperly functioning drain systems, and/or broken utility lines. Therefore, it is imperative that the recommendations presented in this report be followed. L L 3 4.6 Swimming Pool Recommendations t. Z We understand an indoor swimming pool is conceptually planned near the southeast corner of the building. Furthermore, we assume the maximum pool depth to be about 5 to 6 feet deep. L Excavation of the pool area by conventional rubber-tired equipment may encounter soft or loose L 4 C 1 L Responsive n Resourceful Reliable 13 3 Geotechnical Engineering Report 1 r rraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 soils. It may be necessary to excavate the deep portion of the pool with a backhoe or power shovel. t Groundwater was encountered in the test boring closest to the proposed pool at a depth of about tC 11'/z feet below the existing grade at the time of our field exploration. Groundwater conditions are t not anticipated to significantly impact design, construction and performance of the shallow pool. A drainage system should be provided around and beneath the pool. The drain should consist of a minimum 6-inch layer of clean gravel (minimum 3/4-inch size) beneath and along the sides of the pool. The top of the drain layer should be sealed with 18 inches of relatively impermeable soil at the surface. The gravel layer beneath the pool should be sloped so that it will drain into tiles or perforated drainpipe. The layout of the perforated pipe should include at least one pipe running down the center of the pool lengthwise. Cross-connecting pipes, spanning with the pool, should be placed at 6-foot centers. The cross-connecting pipes should be joined to the center pipe with solid "tees" or "cross" connections. The center pipes should be sloped to a positive gravity outlet or sloped to a sump located in the equipment room, permitting pump discharge. The bottom of the excavation beneath the gravel layer and the pipe should be lined with an impervious membrane (polyethylene film or equal) to reduce potential moisture fluctuations in the subgrade soils. Pressure relief valves should be provided in the base of the pool to prevent excessive uplift pressures from developing in the event of drain system failure. The soils that will support deck slabs around the pool could expand with increasing moisture content. To reduce possible damage that could be caused by expansive soils, we recommend: Deck slabs be supported on fill with no, or very low, expansion potential; Strict moisture-density control during placement of subgrade fill; Placement of effective control joints on relatively close centers and isolation joints between slabs and other structural elements; Provision for adequate drainage in areas adjoining the slabs; and Use of designs which allow vertical movement between the deck slabs and adjoining structural elements. Fill, backfill, and surface drainage in the pool area should be place in accordance with the recommendations presented in the 4.2 Earthwork section of this report. Grading should be provided for diversion of deck surface runoff away from the pool area. In no case should water be allowed to pond around the slab perimeter. 11111. 4.7 Lateral Earth Pressures Reinforced concrete walls with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to those indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction a Responsive si Resourceful 4g1 Reliable 14 Geotechnical Engineering Report 1 rr conHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 and/or compaction and the strength of the materials being restrained. Two wall restraint conditions are shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall movement. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls. For active pressure movementS = Surcharge j1---(0.002 H to 0.004 H) S For at-rest pressure No Movement Assumed Horizontal Finished Grade H Horizontal Finished Grade p2 114 p,-1 Retaining Wall 4 art EARTH PRESSURE COEFFICIENTS Earth Pressure Coefficient for Equivalent Fluid Surcharge Earth Conditions Backfill Type Density(pcf) Pressure, Pressure, p+(psf) pz(psf) Imported Fill - 0.27 35 0.27)S 35)HActive (Ka) Lean Clay-0.41 49 0.41)S 49)H Imo: Imported Fill 0.43 56 0.43)S 56)H At-Rest(Ko) Lean Clay-0.58 70 0.58)S 70)H Passive (Kp) Imported Fill -3.69 480 Lean Clay- 2.46 295 Applicable conditions to the above include: For active earth pressure, wall must rotate about base, with top lateral movements of about 0.002 H to 0.004 H, where H is wall height; For passive earth pressure to develop, wall must move horizontally to mobilize resistance; is Uniform surcharge, where S is surcharge pressure; In-situ soil backfill weight a maximum of 120 pcf; Horizontal backfill, compacted between 95 and 98 percent of maximum dry unit weight as determined by ASTM D698; Responsive w Resourceful rd Reliable 15 Ifs' Geotechnical Engineering Report lierraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 Loading from heavy compaction equipment not included; No hydrostatic pressures acting on wall; No dynamic loading; No safety factor included in soil parameters; and Ignore passive pressure in frost zone. To control hydrostatic pressure behind the wall we recommend that a drain be installed at the foundation wall with a collection pipe leading to a reliable discharge. If this is not possible, then combined hydrostatic and lateral earth pressures should be calculated for lean clay backfill using an equivalent fluid weighing 90 and 100 pcf for active and at-rest conditions, respectively. For granular backfill, an equivalent fluid weighing 85 and 90 pcf should be used for active and at-rest, respectively. These pressures do not include the influence of surcharge, equipment or floor loading, which should be added. Heavy equipment should not operate within a distance closer than the exposed height of retaining walls to prevent lateral pressures more than those provided. 111. 4.8 Elevator Pit We assume an elevator pit will be included in the interior of the building. The elevator pit will likely consist of reinforced concrete walls with a concrete base slab. Based on our experience with this type of structure, we anticipate the base slabs will be about 5 feet below the level of the finished floor slab. 4.8.1 Elevator Pit Design Recommendations q Subsurface conditions in elevator pit excavations are generally anticipated to consist of native clays and/or sands/gravels. Groundwater was encountered at depths of about 11'/ to 141 feet below existing site grades at the time of our field exploration. However, groundwater levels can and Kt should be expected to fluctuate over time. III Depending upon final site grades and elevator pit elevations, groundwater could impact the performance of the pit base slab. If the pit slab is constructed at or within about 4 feet of the level of groundwater, the pit/slab should be designed and constructed to resist hydrostatic pressures and uplift due to the effects of buoyancy or it should be protected by an underdrain system for permanent dewatering. "Water-proofing" of the pit will also be needed if permanent dewatering is not used. Terracon should evaluate the groundwater level within each elevator pit area prior to or during construction. The elevator pit walls should be designed for the lateral earth pressures imposed by the soil backfill. Earth pressures will primarily be influenced by structural design of the walls, conditions 1111 of wall restraint and type, compaction and drainage of the backfill. For purposes of design, we have assumed approximately 5 feet of fill will be retained by the pit walls and backfill will consist of the on-site lean clays. If taller walls are planned, or if different type of backfill is used, we should11111 be contacted to review our data and confirm or modify the design criteria presented below. s Responsive Resourceful 16 Geotechnical Engineering Report@r.r,ConHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 Active earth pressure is commonly used for design of walls (such as free-standing cantilever retaining walls) and assumes some wall rotation and deflection. For walls that can deflect and rotate about the base, with top lateral movements of about % to 1/2 percent or more of the wall height, lower"active" earth pressures could be considered for design. Use of the"active" condition assumes deflection and thus cracking of walls could occur. For rigid walls where negligible or very little rotation and deflection will occur, "at-rest" lateral earth pressures should be used in the design. Reinforced concrete pit walls should be designed for lateral earth pressures and/or combined hydrostatic and lateral earth pressures at least equal to those indicated in the following table. Earth Pressure Backfill Soil Equivalent Fluid Density Equivalent Fluid Density Conditions Type above water, pcf) below water, pcf) l Active (Ka) 1 On-site lean clay 49 90 At-Rest(K.)On-site lean clay 70 100 The lateral earth pressures presentedabove do not include a factor of safety. As such, appropriate factors of safety should be applied to these values. Furthermore, the lateral earth pressures do not include the influence of surcharge, equipment or floor loading, which should be added. 4.8.2 Elevator Pit Construction Considerations Depending on groundwater conditions at the time of construction and the final depth of the pits, some method of temporary dewatering may be needed during construction. Dewatering should continue through the excavation, foundation construction and backfilling operations to ensure proper construction. The elevator pit excavations should be observed by the geotechnical engineer to confirm that the subsurface conditions are consistent with those encountered in our test borings. If the soil conditions encountered differ from those presented in this report, supplemental recommendations will be required. Where expansive clays, low strength soils or otherwise unsuitable bearing materials are encountered in the excavation, these materials should be over-excavated to the minimum depth determined by the geotechnical engineer and replaced with approved engineered fill. Terracon should be contacted to evaluate bearing conditions in the elevator pit excavations well in advance of forming foundations. 4.9 Pavements 4.9.1 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. As a result, the pavement subgrade may not be suitable for pavement Responsive Resourceful ix Reliable 17 Geotechnical Engineering Report lierraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 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. 4.9.2 Pavements — Design Recommendations Design of new privately-maintained pavements for the project has been based on the procedures described by the National Asphalt Pavement Associations (NAPA) and the American Concrete Institute (ACI). ap viz We assumed the following design parameters for NAPA flexible pavement thickness design: Automobile Parking Areas Class I - Parking stalls and parking lots for cars and pick-up trucks, with 9 Equivalent Single Axle Load (ESAL) up to 7,000 over 20 years Main Traffic Corridors Class II — Parking lots with a maximum of 10 trucks per day with Equivalent Single Axle Load (ESAL) up to 27,000 over 20 years (Including trash trucks) Subgrade Soil Characteristics USCS Classification —CL, classified by NAPA as poor We assumed the following design parameters for ACI rigid pavement thickness design based upon the average daily truck traffic (ADTT): Automobile Parking Areas ACI Category A: Automobile parking with an ADTT of 1 over 20 years Main Traffic Corridors ACI Category A: Automobile parking area and service lanes with an ADTT of up to 10 over 20 years Subgrade Soil Characteristics USCS Classification — CL Concrete modulus of rupture value of 600 psi 111 111 We should be contacted to confirm and/or modify the recommendations contained herein if actual traffic volumes differ from the assumed values shown above. IS Recommended alternatives for flexible and rigid pavements are summarized for each traffic area as follows: 0 Responsive Resourceful w Reliable 18 Geotechnical Engineering Report irrrraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 a, Recommended Pavement Thickness (Inches) Traffic Area Asphaltic Aggregate Portland a; Concrete Base Cement Total Surface Course Concrete Automobile Parking A 3'/z 6 9% li NAPA Class I and ACI Category A) 5% Service Lanes A 4% 6 10% NAPA Class II and ACI Category A) g 6 6 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 ASTM D698. 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. Material meeting CDOT Grading S or SX specifications or equivalent is recommended for asphalt concrete. 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 (ASTM D2041). Where rigid pavements are used, the concrete should be produced from an approved mix design with the following minimum properties: Properties Value Compressive strength 4,000 psi Cement type Type I or II portland cement Entrained air content(%) 5 to 8 Concrete aggregate 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. Responsive mi Resourceful :.s Reliable 19 rM': Geotechnical Engineering Report lierraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 Although not required for structural support, a minimum 4-inch thick aggregate base course layer is recommended for the PCC pavements to help reduce the potential for slab curl, shrinkage cracking, and subgrade "pumping" through joints. 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. For areas subject to concentrated and repetitive loading conditions (if any) such as dumpster pads, truck delivery docks and ingress/egress aprons, we recommend using a portland cement concrete pavement with a thickness of at least 6 inches underlain by at least 4 inches of granular base. Prior to placement of the granular base, the areas should be thoroughly proofrolled. For dumpster pads, the concrete pavement area should be large enough to support the container and tipping axle of the refuse truck. 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. lir 4.9.3 Pavements — Construction Considerations III 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 1111P raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design 3 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. lir fr 4.9.4 Pavements — Maintenance Preventative maintenance should be planned and provided for an ongoing pavement ilir management program in order to enhance future pavement performance. Preventive maintenance consists of both localized maintenance (e.g. crack and joint sealing and patching) IIIIF and global maintenance (e.g. surface sealing). Preventative maintenance is usually the first Iir illt I Responsive Resourceful A Reliably.20 Geotechnical Engineering Report 1 rerraconHome2SuitesatHarmonyVillageFortCollins, Colorado December 11, 2015 Terracon Project No. 20155061 priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, 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. If variations appear, we should be immediately notified so that further-evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological e. mold, fungi, and bacteria) assessment of the site or identification9 9 , 9 , 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. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as described in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. 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