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Home My WebLink AboutODELL BREWERY PARKING LOT EXPANSION - PDP - PDP120032 - SUBMITTAL DOCUMENTS - ROUND 1 - RECOMMENDATION/REPORT (3)GGeoteechniical E Ode Engin ell Brewin neer ng Co. Br 800 F Terra O Terr ring R rew Hous 0 East Lin Fort Colli O acon Projec dell Brew Fort Coll racon Con Fort Coll Repo se Expans ncoln Ave ns, Color October 9, 2 ct No. 20125 Prepared wing Comp ins, Color Prepared nsultants, ins, Color ort sion enue rado 2012 5035 d for: pany rado d by: Inc. rado TABLE OF CONTENTS EXECUTIVE SUMMARY ............................................................................................................... i 1.0 INTRODUCTION ............................................................................................................... 1 2.0 PROJECT INFORMATION ............................................................................................... 2 2.1 Project Description ................................................................................................ 2 2.2 Site Location and Description ................................................................................ 3 3.0 SUBSURFACE CONDITIONS .......................................................................................... 3 3.1 Typical Subsurface Profile ..................................................................................... 3 3.2 Laboratory Testing ................................................................................................ 4 3.3 Groundwater ......................................................................................................... 4 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ....................................... 5 4.1 Geotechnical Considerations................................................................................. 5 4.1.1 Existing Fill ................................................................................................. 5 4.1.2 Shallow Groundwater ................................................................................ 5 4.1.3 Detention Pond Considerations ................................................................. 6 4.1.4 Structural Considerations .......................................................................... 6 4.2 Earthwork .............................................................................................................. 7 4.2.1 Site Preparation .......................................................................................... 7 4.2.2 Excavation .................................................................................................. 8 4.2.3 Subgrade Preparation ................................................................................. 9 4.2.4 Fill Materials and Placement ....................................................................... 9 4.2.5 Compaction Requirements ....................................................................... 10 4.2.6 Utility Trench Backfill ................................................................................. 11 4.2.7 Grading and Drainage .............................................................................. 11 4.2.8 Exterior Slab Design and Construction ...................................................... 12 4.2.9 Corrosion Protection ................................................................................. 12 4.3 Foundations ......................................................................................................... 13 4.3.1 Design Recommendations – Spread Footings and Reinforced Mats .... 13 4.3.2 Design Recommendations – Drilled Piers ............................................. 14 4.4 Floor Systems ......................................................................................................... 15 4.5 Seismic Considerations .......................................................................................... 16 4.6 Pavements .............................................................................................................. 17 4.6.1 Compliance ........................................................................................... 18 4.6.2 Pavement Performance ......................................................................... 18 4.6.3 Construction Considerations ................................................................. 19 5.0 GENERAL COMMENTS ................................................................................................. 19 Appendix A – FIELD EXPLORATION Exhibit A-1 Field Exploration Description Exhibit A-2 Boring Location Diagram Exhibits A-3 to A-13 Boring Logs Appendix B – LABORATORY TESTING Exhibit B-1 Laboratory Testing Description Exhibit B-2 Atterberg Limits Test Results Exhibits B-3 to B-4 Grain-size Distribution Test Results Exhibit B-5 Swell-consolidation Test Results Exhibit B-6 Physical Properties of Soil (Bulk Reporting) Exhibit B-7 R-value Test Results Exhibits B-8 to B-9 Summary of Laboratory Test Results Appendix C – SUPPORTING DOCUMENTS Exhibit C-1 Explanation of Boring Log Information Exhibit C-2 Unified Soil Classification System Exhibit C-3 Description of Rock Properties Exhibit C-4 Laboratory Test Significance and Purpose Exhibits C-5 and C-6 Report Terminology Geotechn Odell Brew October 9 Respons EXECU A geotec construct presented 11, were ground s fermenta lanes. D work. B others. Based on the propo need to b  E fo ex d co b co b  F b th  T o  T b  G in st  S co nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour UTIVE SU chnical inves ted at 800 d herein as E performed t surface. Th tion vessels Detailed reco orings perfo n the informa osed project be considere Existing, und ootprint of th xisting site g esired site g ontents, and elieve the e onstruction a Geotechn Odell Brew October 9 Respons  A co re  O u fil p a  A e th  T w d p  T si  C a This sum should b report m herein. T report lim nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour A slab-on-gra onstructed ecompacted On-site soils se as engin lls. Importe roposed ferm re presented Assuming pro stimated to he total estim The amount o wetting of un iscussed in t otential mov The 2009 Inte ite is C. Close monito chieving the mmary shou e recognize ust be read The section mitations. ering Report w House Exp racon Project rceful ■ Relia Responsive ■ Resourceful ■ Reliable 1 GEOTECHNICAL ENGINEERING REPORT Odell Brewing Co. Brew House Expansion 800 East Lincoln Avenue Fort Collins, Colorado Terracon Project No. 20125035 October 9, 2012 1.0 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the proposed Brew House Expansion to be located at 800 East Lincoln Avenue in Fort Collins, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:  Subsurface soil and bedrock conditions  Foundation design and construction  Groundwater conditions  Floor slab design and construction  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 eleven (11) test borings to depths ranging from approximately 10.5 to 34.3 feet below existing site grades, laboratory testing for soil engineering properties and engineering analyses to provide foundation, floor systems, and pavement design and construction recommendations. Logs of the borings along with a Boring Location Diagram (Exhibit A-2) are included in Appendix A of this report. 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 of this report. Previously, Terracon performed a geotechnical study at the project site, as presented in Report No. 20945015 dated February 9, 1994. The recommendations provided in our previous report were reviewed and taken into consideration during the development of the recommendations provided herein. Geotechn Odell Brew October 9 Respons 2.0 P 2.1 P Site layo Propose Building Finished Maximu Grading Below-g nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour PROJECT Project Des Item out ed construct g constructio d floor elevat m loads g in building grade areas ering Report w House Exp racon Project rceful ■ Relia T INFORM scription tion on tion area t pansion ■ Fort No. 2012503 able MATION Refer to the We unders eight ferme building as liquid waste expansion access driv new paved The propos place conc concrete de to the east two-story b will be sup footing foun We anticipa near curren the existing Geotechn Odell Brew October 9 Respons Estimate 2.2 S Location Existing Current Existing 3.0 S 3.1 T Specific logs inclu the appro be gradu be gener M Topsoi N Asphal (Bori Fill mate clay with gravel (Boring Clayey nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour Item ed traffic loa Site Locatio Item n g improveme ground cove g topography SUBSURF Typical Sub conditions e uded in Appe oximate loca ual. Based o ralized as fo Material descr l / vegetative l os. 1, 2, 8, 9 a t / Aggregate ng Nos. 3, 4, 5 erials consistin h varying amou , and poorly g g Nos. 2, 3, 4, sand, sandy s and silty cl ering Report w House Exp racon Project Geotechn Odell Brew October 9 Respons M Sand graded w Silts in 3.2 L Laborato compres potential exhibited indices r this repo 3.3 G The bore groundwa The grou summariz Borin nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour Material descr and gravel, po with varying a and cobb tone bedrock nterbedded cla Laboratory ory test resu sion when w or non-exp d low to mod anging from rt. Groundwat eholes were ater. In add undwater leve zed below: ng Number 1 2 3 4 5 6 7 8 9 10 11 ering Report w House Exp racon Project rceful ■ Relia Geotechn Odell Brew October 9 Respons These ob may not to fluctua Groundw and othe levels du than the should be Fluctuatio monitorin measure 4.0 R 4.1 G Based o proposed design a identified structure 4.1.1 E As previo in the bo was plac The reco existing f grades in values, in to suppo suitable condition engineer 4.1.2 S As previ existing s nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour bservations be indicative ate with vary water level fl er factors no uring constru levels indic e considered ons in groun ng plan. Suc ment of grou RECOMM Geotechnic n subsurfac d constructio and constru d geotechnic es, pavemen Existing Fil Geotechn Odell Brew October 9 Respons and stab Recomm 4.1.3 D Boring N Soils enc well grad encounte exploratio are outsi by others 4.1.4 S The ferm reduce th soft com concrete the top o drilled pie If a sprea excavatio area. Th below the a depth o the over (TensarT excavatio course o should b bottom o backfill s and com D698. The brew soils or o proposed provide a soils, inc used as f nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour bilization me mendations fo Detention P No. 8 was dr countered w ded sand a ered underly on of 10½ f de of our sc s. Structural C mentation ves he risk for fo mpressible fo mat foundat Geotechn Odell Brew October 9 Respons A slab-on construct site soils The yeas minimum Site pav moisture report. P pavemen pavemen Design a and othe report. 4.2 E The follo and plac observed include preparati exposed 4.2.1 S Prior to p of over-e The base each foot Stripped or used operation uniform c Prior to t receive fi nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour n-grade floo ted on a mi , or on newly st liquid wast m of two (2) fe ements ma conditioned Pavements nt subgrade nt section co and construc er earth rela Earthwork wing presen cement of e d and evalua observation ion, subgrad during the c Site Prepara placing any f Geotechn Odell Brew October 9 Respons 4.2.2 E It is ant conventio and/or sa levels. P facilitate difficult e The soils The soil explorato proposed construct necessar Although during th unexpect the excav Any over beyond a footing b accordan Any exist the new f to determ stress in engineer to 1(v) sl zone of e the existi system a Dependin groundwa sumps m significan The subg of the so nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour Excavation icipated tha onal earthm aturated soils Pier hole exca rock break-u xcavation in s to be pene classificatio ory test borin d area of ex tion, the actu ry to maintai evidence o he site reco ted fills or un Geotechn Odell Brew October 9 Respons flatter tha be made maintain shored in excavatio a depth o designed As a saf lateral dis slope fac 4.2.3 S Prior to exposed 95 perce foundatio After the the found be place report. The stab other fac drying. may be surface s geotextile recomme construct pumping 4.2.4 F On-site s vessels, engineer be noted compact fermenta concrete material nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour an the OSHA responsible stability of b n the interes on and trenc of more than d by a profes fety measure stance from ce should be Subgrade P the placeme ground surf ent of the ma on or pavem Geotechn Odell Brew October 9 Respons Maxi 1. M o All fill ma inches in be used a It is not appropria based on 4.2.5 C Engineer procedur Scarifica placeme Fill lift th nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour Grad 3 No. 4 No. 200 Soil Pro Liquid Plastic mum Expan Measured on a optimum water aterials shou n size. Pea as fill or back ed that if c ate to specif n relative de Compaction red fill shou res that will p Item ation depth p ent hickness ering Report w House Exp racon Project rceful ■ Relia dation 3” Sieve 0 Sieve operties d Limit c Limit sive Potentia sample compa content. The s Geotechn Odell Brew October 9 Respons Compac Moisture 4.2.6 U All trenc including All under couplings in founda that utility trenches 18 inche surface w Utility tre penetrate through t effective The plug optimum compacte It is stron observati 4.2.7 G All grade structure Infiltratio Landsca permitted construct nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour Item ction e content Utility Trenc h excavatio backfill plac rground pipi s, so minor d ation walls s y trenches b are backfille es of cohesiv water through enches are a e beneath th the trenches clay “trench g material sh water conte ed in accord ngly recomm ion and com Grading and es must be a Geotechn Odell Brew October 9 Respons report. A relied up the fill an Exposed beyond t and/or ar of the str free of al of the pr grading b Flatwork practical addition, of flatwo structure infiltration Planters spray he should d through t the roof other app 4.2.8 E Exterior s the site s Potential  M  C  U a  P 4.2.9 C Results o Type I o Foundati provision nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour As a result, on if positive nd/or subgra ground (if a the perimete rea drains m ructures. Ba ll constructio roposed stru be performed and pavem should be allowances rk, particula es, care shou n of surface Geotechn Odell Brew October 9 Respons 4.3 F The ferm foundatio house ad site soils spread fo fill. Desi elements 4.3.1 Structur Bearing Maximu Lateral e Sliding c Moist so Minimum Total es Estimate 1. The bear seism 2. The inclu Foundati on the b constant Footings caused b nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour Foundation mentation ve on system, ddition may or on newly ooting found gn recomme s are presen Design Re re material m allowable earth pressu coefficient oil unit weigh m embedmen stimated sett ed differentia design beari ring pressure mic conditions lateral earth ude any factor ons should Geotechn Odell Brew October 9 Respons Exterior protectio of 12 inc foundatio 4.3.1.1 Spread f foundatio moisture should be Foundati encounte recomme The engi excavatio moisture 4.3.2 Minimu Minimu Maximu Skin fric 1. 4.3.2.1 Drilling to majority o layers. I drilling sl Groundw should b be place bottom-d concrete raveling, nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour foundations n. Interior fo ches below f ons and floo Constru footing or re on moveme conditioned e maintained on excavatio ered differ endations wi neered fill sh on. The so content and Design Re m pier length m bedrock e um allowable ction (for po Geotechn Odell Brew October 9 Respons The casi concrete concrete through a We reco bearing s bearing geotechn All piers The follo drilled pie T Ang Un Stati Notes: Piers sho pier diam diameter capacity Capacity action an 4.4 Flo A slab-on on a min moveme nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour ng should b to prevent . Pier concr a tremie. Pie ommend the strata. This s surfaces m nical enginee should be re wing table p er lateral des Param Layer Descrip Material Ty Total Unit Weig le of Internal F drained Shear c Soil Modulus Strain, E 1. Materia 2. The de ould be con meters. A rs should be of individua y reduction is Geotechn Odell Brew October 9 Respons Interior f Floor sla Sub bas Modulus Some dif of the su should be Additiona  P fo  C A re  In w  F  If g  O S 4.5 S 20 1. In ge 2. The dept requ max cond deep Alter site c nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour Descript floor system ab support se s of subgrad fferential mo ubgrade soil e prepared a al floor slab d Positive sepa oundations, c Control joints ACI Design ecommende nterior utility with the recom loor slabs sh f moisture se iven to the u Other design Section 302.1 Geotechn Odell Brew October 9 Respons 4.6 Pav Design o outlined Pavemen soils, or report, pr The follo  D  E  R  M (E  M We shou actual tra Traf Standard Standard Main traf Main traf Each alt economic at the lo radius. Aggregat specifica Transpor base cou percent o Asphalt c and app designs nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour vements of privately m by the Amer nts may be s on newly pl rovided a sta wing design Design life = Equivalent sin R-value = 21 Maximum he ESAL) Maximum sta uld be conta affic volumes ffic area d duty d duty ffic corridors ffic corridors Geotechn Odell Brew October 9 Respons recomme meet par is recom verify the of the the Where rig with the f Modulus Compre Entraine Concret Longitud expansio final pave should be prevent e 4.6.1 Recomm with reco should be 4.6.2 The perfo reach th minimum  S  W  C p  S m  P  P co  P nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour ended mixin rticular grada mended for eir adequacy eoretical ma gid pavemen following min Prop s of rupture essive Streng ed air conten te aggregate inal and tra on/contractio ement geom e a minimum entry of forei Complian Geotechn Odell Brew October 9 Respons Preventa managem maintena the pave Preventa patching the first p highest r 4.6.3 Site gra construct traffic, de pavemen evaluated disturban and prop We reco grading a disturbed condition compacte the recom The plac without a traffic va modify th 5.0 G Terracon can be m in the de testing s construct The anal from the nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour ative mainte ment progra ance activitie ment investm ative mainte ) and globa priority when return on inv Construc ading is ge tion proceed esiccation, o nt constructio d at the time nce has occu perly compac ommend the and paving. Geotechn Odell Brew October 9 Respons this repo site, or d variations should b can be p The scop environm preventio potential This repo project d engineer safety, ex event tha planned, valid unle report in nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour ort. This rep due to the m s may not b be immediate rovided. pe of service mental or bio on of polluta for such con ort has been discussed an ring practice xcavation su at changes in the conclus ess Terracon writing. ering Report w House Exp racon Project rceful ■ Relia port does no modifying effe become evid ely notified es for this p logical (e.g. nts, hazardo ntamination n prepared f nd has been es. No warr upport, and n the nature sions and re APPENDIX A FIELD EXPLORATION Geotechn Odell Brew October 9 Respons Field Ex The loca site plan site featu the temp The bori During th Relativel diameter Disturbed were rec driving th 30 inche inches fo is record indicated are not c A CME a this site. conventio the SPT This high the pene method. and analy The stan type mat since the addition, particula Groundw completio backfill a nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour xploration ations of bor . The borin ures. The g orary bench ngs were d he drilling op y undisturbe r split-spoon d bulk samp corded in a m he sampler i es. The num or standard s ded as a sta d on the bor considered N automatic SP A greater 0’ 15’ 30’ APPROXIMATE SCALE Scale: 1901 Sharp Point Dr., Ste. C Fort Collins, Colorado PH. (970) 484-0359 FAX. (970) 484-0454 EDB BCJ JRM EDB Project Manager: Drawn by: Checked by: Approved by: BORING LOCATION DIAGRAM Odell Brewing Co. Brew House Expansion 800 East Lincoln Avenue Fort Collins, Colorado A-2 20125035Exhibit 10/1/2012 1=30’ Project No. File Name: Date: DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES LEGEND Approximate Location of Temporary Benchmark (Survey Landmark– Elevation 4943.5’) 2 Approximate Boring Location for Current Study Approximate Boring Location for Previous Terracon Study (Project No.20945015; report dated February 9, 1994) 1 7 8 9 2 3 5 6 4 6 5 4 3 2 1 1 10 11 1.0 3.5 7.0 16.0 24.2 GRASS and TOPSOIL CLAYEY SAND loose, moist, brown SANDY SILT medium stiff, moist, brown WELL-GRADED SAND with GRAVEL AND COBBLES dense to very dense, wet, brown SILTSTONE BEDROCK trace interbedded claystone, very hard, slightly moist, gray Boring Terminated at 24.2 Feet 4944.5 4942 4938.5 4929.5 4921.5 19 18 6 11 14 2-4-4 N=8 3-5 12-18-21 N=39 23-50/2" N=73/8" 50/2" 110 NP See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling 9/25/12 WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 1 2.0 5.5 17.0 34.3 TOPSOIL and GRASS FILL lean clay with varying amounts of gravel and silt, stiff to very stiff, moist, dark brown POORLY GRADED SAND trace gravel, loose to dense, wet, brown, red, white SILTSTONE BEDROCK trace interbedded claystone, very hard, slightly moist, gray Boring Terminated at 34.3 Feet 4944.5 4941 4929.5 4912 23 17 15 6 18 17 17 5-8 4-5-19 N=24 6-9 9-18-20 N=38 50/5" N=50/5" 50/5" N=50/5" 50/4" N=50/4" 107 NP See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling 9/25/12 WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: 0.3 0.5 3.0 6.0 14.0 24.4 ASPHALT - 4 inches AGGREGATE BASE COURSE - 2 inches FILL silty clay, very stiff, moist, dark brown SILTY CLAY medium stiff, very moist, rusty brown WELL-GRADED SAND with GRAVEL and COBBLES dense to very dense, wet, brown, red, white SILTSTONE BEDROCK trace interbedded claystone, very hard, slightly moist, gray, buff, olive Color change to solid gray at 19 feet. Boring Terminated at 24.4 Feet 4944 4943.5 4941 4938 4930 4920 17 20 10 17 16 8-12 2-3-3 N=6 13-15-22 N=37 8-20-50/5" N=70/11" 22-50/5" N=72/11" 50/5" N=50/5" 106 34-22-12 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: 0.4 0.7 1.5 5.0 15.0 24.0 ASPHALT - 5 inches AGGREGATE BASE COURSE - 3 inches FILL poorly-graded sand with gravel, moist, brown SANDY SILTY CLAY stiff, very moist, brown WELL-GRADED SAND with GRAVEL medium dense to dense, moist to wet, brown, red, white Cobbles from a depth of about 7 to 14 feet. SILTSTONE BEDROCK trace interbedded claystone, very hard, slightly moist, gray Boring Terminated at 24 Feet 4943 4942.5 4941.5 4938 4928 4919 24 0.0 15 11 4-7 4-5-5 N=10 19-13-10 N=23 13-26-15 N=41 24-50/5" N=74/11" 97 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings and asphalt patch. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 0.3 0.5 2.0 4.5 6.0 14.5 24.3 ASPHALT - 3 inches AGGREGATE BASE COURSE - 3 inches FILL silty clay with gravel, moist, black SILTY CLAY stiff, moist, brown SILTY SAND loose, very moist, brown WELL-GRADED SAND with GRAVEL medium dense, wet, brown, red, white Cobbles from a depth of about 7 to 14 feet. SILTSTONE BEDROCK trace interbedded claystone, hard to very hard, slightly moist, gray, buff, olive Boring Terminated at 24.3 Feet 4943.5 4943.5 4942 4939.5 4938 4929.5 4919.5 22 21 9 16 17 17 4-7 2-4-4 N=8 8-12-7 N=19 17-25-42 N=67 21-50/5" N=71/11" 50/4" N=50/4" 33-22-11 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew 0.3 0.5 2.0 4.0 7.0 17.0 29.4 ASPHALT - 3 inches AGGREGATE BASE COURSE - 3 inches FILL poorly-graded sand with gravel, moist, brown SILTY CLAY medium stiff, moist to very moist, brown SILTY SAND loose, very moist to wet,rusty brown WELL-GRADED SAND with GRAVEL loose to medium dense, wet, brown, red, white Cobbles from a depth of about 13 to 17 feet. SILTSTONE BEDROCK trace interbedded claystone, very hard, slightly moist, gray Boring Terminated at 29.4 Feet 4943 4942.5 4941 4939 4936 4926 4914 23 21 19 14 14 15 4-4 2-2-3 N=5 1-2-3 N=5 3-4-25 N=29 50/3" N=50/3" 50/5" N=50/5" 96 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion 0.3 0.5 4.0 10.5 ASPHALT - 3 inches AGGREGATE BASE COURSE - 3 inches SILTY SAND loose, moist, brown WELL-GRADED SAND with GRAVEL loose to dense, wet, brown, rust Cobbles from a depth of about 9 to 10.5 feet. Boring Terminated at 10.5 Feet 4943 4943 4939.5 4933 21 24 8 4-7 3-4-4 N=8 24-21-23 N=44 NP See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings and asphalt patch. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 7 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures 0.4 3.0 9.0 10.5 VEGETATIVE LAYER - 5 inches SILTY CLAY very stiff, moist to wet, brown, dark gray WELL-GRADED SAND with GRAVEL medium dense, wet, brown, buff, gray Cobbles from a depth of about 5 to 9 feet. SILTSTONE BEDROCK medium hard, slightly moist, gray, buff, olive Boring Terminated at 10.5 Feet 4938.5 4936 4930 4928.5 37 12 19 8-14 8-11-13 N=24 8-14-17 N=31 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 8 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures 0.5 3.0 7.0 10.5 VEGETATIVE LAYER - 6 inches SILTY CLAY medium stiff, moist, brown SILTY SAND medium dense, wet, rusty brown POORLY GRADED GRAVEL with SAND medium dense, wet, brown, gray, pink Boring Terminated at 10.5 Feet 4941.5 4939 4935 4931.5 21 13 9 3-4 3-5-7 N=12 11-15-6 N=21 107 NP See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 9 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field 2.5 5.0 10.5 FILL silty clay with varying amounts of gravel, stiff, slightly moist to moist, brown SILTY CLAY very stiff, moist, brown WELL-GRADED SAND with GRAVEL dense, slightly moist, brown, rust Cobbles from a depth of about 6 to 10.5 feet. Boring Terminated at 10.5 Feet 4944.5 4942 4936.5 11 8 3 5-6 5-8-11 N=19 11-17-21 N=38 109 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: No free water observed WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 10 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. 0.5 7.0 10.5 VEGETATIVE LAYER - 6 Iinches CLAYEY SAND loose, slightly moist, brown WELL-GRADED SAND with GRAVEL dense, wet, brown Cobbles from a depth of about 8 to 10.5 feet. Boring Terminated at 10.5 Feet 4944.5 4938 4934.5 14 16 10 5-6 3-2-3 N=5 11-21-21 N=42 35-18-17 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TERRACON SMART LOG-NO WELL 20125035.GPJ ODOT TEST.GPJ 10/4/12 800 East Lincoln Avenue Fort Collins, Colorado SITE: While Drilling Backfilled WATER LEVEL OBSERVATIONS PROJECT: O'Dell Brewing Co. Brew House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 11 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-13 APPENDIX B LABORATORY TESTING Geotechn Odell Brew October 9 Respons Laborat The soil laborator descriptio determin Laborato tests are analyses tests we samples described descriptio nical Enginee wing Co. Brew 9, 2012 ■ Terr ive ■ Resour tory Testin and bedro ry for obse ons were re e engineerin ory tests wer presented i s, and the de re performe were class d in Append on of rock pr  Wate  Grai  Cons ering Report w House Exp racon Project rceful ■ Relia ng Descript ock samples rvation by eviewed and ng properties re conducte in Appendix evelopment ed in genera sified in gen dix C. Rock roperties pre er content n-size distrib solidation/sw t pansion ■ For No. 2012503 able tion s retrieved 0 10 20 30 40 50 60 0 20 40 60 80 100 CL or OL CH or OH ML or OL MH or OH PL PI ATTERBERG LIMITS RESULTS ASTM D4318 4.0 9.0 19.0 14.0 2.0 9.0 4.0 Boring ID Depth Description SANDY SILT POORLY GRADED SAND SANDY LEAN CLAY SILTY SAND POORLY GRADED GRAVEL with SAND CLAYEY SAND ML SP CL SM GP SC Fines P L A S T I C I T Y I N D E X LIQUID LIMIT "U" Line "A" Line NP NP 34 33 NP NP 35 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 100 10 1 0.1 0.01 0.001 % FINES % CLAY USCS 1 2 5 0.0 2.4 96.6 DEPTH 0.64 1.191 0.82 GRAIN SIZE DISTRIBUTION ASTM D422 ML SP CL 4 - 5 9 - 10 14 - 15.5 GRAIN SIZE SANDY SILT(ML) POORLY GRADED SAND(SP) SANDY LEAN CLAY(CL) 16 20 100 90 80 70 60 50 40 30 20 10 0 REMARKS COBBLES SILT OR CLAY GRAVEL SAND medium 52.9 1.0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 100 10 1 0.1 0.01 0.001 % FINES % CLAY USCS 7 9 11 0.0 50.7 45.8 DEPTH 0.79 11.005 0.25 GRAIN SIZE DISTRIBUTION ASTM D422 SM GP SC 2 - 3 9 - 10.5 4 - 5.5 GRAIN SIZE SILTY SAND(SM) POORLY GRADED GRAVEL with SAND(GP) CLAYEY SAND(SC) 16 20 100 90 80 70 60 50 40 30 20 10 0 REMARKS COBBLES SILT OR CLAY GRAVEL SAND medium 34.3 -10 -8 -6 -4 -2 0 2 4 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Water added at 500 psf. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20125035 EXHIBIT: B-5 PROJECT: O'Dell Brewing Co. Brew House Expansion SITE: 800 East Lincoln Avenue Fort Collins, Colorado CLIENT: O'Dell Brewing Company Fort Collins, Colorado Specimen Identification 2.0 ft Classification , pcf 4 97 24 WC, % SANDY SILTY CLAY (CL-ML) LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20125035.GPJ TERRACON2012.GDT 10/4/12 Physical Properties of Soil Client Name: O'Dell Brewing Company Project No.: Address: 800 East Lincoln Avenue Soil Source: Composite Bulk Sample No. 1 from Boring Nos. Fort Collins, Colorado 80524 7, 9 and 11 from depths of about 0 to 5 feet. Project Name: Brew House Expansion USCS: SILTY CLAY (CL-ML) Location: 800 East Lincoln Avenue Fort Collins, Colorado 80524 Sampled By: Bryce C. Johnson, E.I.T. Date: 9/24/2012 Sieve Analysis, ASTM C136 ASTM Test Standards X Passing Sieve Retained Test Standard Size Fineness Modulus C125 % Accumulative Dry Rodded Unit Wt, pcf C29 6" Lightweight Pieces, % C123 5" Clay Lumps & Friable, % C142 4" Organic Impurities C40 3" Sulfate Content ppm CPL-2103 2-1/2" LA Abrasion, % Grade C535 2" Soundness-Mg ,%loss C88 1-1/2" Soundness-Na, %loss C88 1" Resistance R-Value of Soils D2844 3/4" R-V @ 300 psi exudation D2844 1/2" Resilient Modulus, psi T294 3/8" Liquid Limit D4318 #4 100 Plasticity Index D4318 #8 Laboratory Compaction Characteristics of Soil #10 99 Maximum Dry Unit Weight, pcf D698 #16 Optimum Water Content, % D698 #20 99 Maximum Dry Unit Weight, pcf D1557 #30 Optimum Water Content, % D1557 #40 98 #50 Absorption, % C127 #80 97 Specific Bulk (Dry) C127 #100 94 Gravity Bulk (SSD) C127 #200 72 Apparent C127 37 20125035 Specs Results 23 21 Copy of 20125035 Bulk Property Reporting.xlsx RESISTANCE R-VALUE & EXPANSION PRESSURE OF COMPACTED SOIL CDOT CP-L 3101 CLIENT: O'Dell Brewing Company DATE OF TEST: 25-Sep-12 PROJECT: 20125035 LOCATION: Composite Bulk Sample No.1 from Boring Nos. 7, 9, and 11 TERRACON NO. 20125035 CLASSIFICATION: SILTY CLAY (CL-ML) SAMPLE DATA TEST RESULTS TEST SPECIMEN NO. 1 2 3 COMPACTION PRESSURE (PSI) 100 130 160 DENSITY (PCF) 106.0 107.6 108.7 MOISTURE CONTENT (%) 19.7 19.0 18.0 EXPANSION PRESSURE (PSI) 0.22 0.22 0.59 HORIZONTAL PRESSURE @ 160 PSI 135 125 116 SAMPLE HEIGHT (INCHES) 2.57 2.54 2.54 EXUDATION PRESSURE (PSI) 127.3 248.2 329.0 CORRECTED R-VALUE 11.4 17.5 22.3 UNCORRECTED R-VALUE 11.1 17.5 22.3 R-VALUE @ 300 PSI EXUDATION PRESSURE = 21 0 10 20 30 40 50 60 70 80 90 100 0 100 200 300 400 500 600 700 800 R-VALUE EXUDATION PRESSURE - PSI 1 2 - 3.5 19.4 1 4 - 5 SANDY SILT(ML) NP NP NP 52.9 0.0 0.0 18.3 110.1 1 9 - 10.5 6.4 1 14 - 14.9 11.4 1 24 - 24.2 14.3 2 2 - 3 23.3 107.1 2 4 - 5.5 16.6 2 9 - 10 POORLY GRADED SAND(SP) NP NP NP 1.0 2.4 96.6 14.7 2 14 - 15.5 6.0 2 24 - 24.4 18.0 2 29 - 29.4 16.8 2 34 - 34.3 16.7 3 2 - 3 17.4 105.9 3 4 - 5.5 19.5 3 9 - 10.5 10.0 3 14 - 15.4 16.6 3 19 - 19.9 34 22 12 3 24 - 24.4 16.1 4 2 - 3 SANDY SILTY CLAY (CL-ML) 24.2 97.2 4 4 - 5.5 15.1 4 9 - 10.5 10.7 4 14 - 15.5 4 19 - 19.9 5 2 - 3 21.9 5 4 - 5.5 20.5 5 9 - 10.5 9.3 5 14 - 15.5 SANDY LEAN CLAY(CL) 33 22 11 54.4 0.0 0.0 15.8 5 19 - 19.9 16.9 5 24 - 24.3 16.9 6 2 - 3 23.2 95.7 6 4 - 5.5 21.0 6 9 - 10.5 18.7 6 14 - 15.5 13.9 6 24 - 24.4 14.4 6 29 - 29.4 14.6 7 2 - 3 SILTY SAND(SM) NP NP NP 34.3 0.0 0.0 20.9 7 4 - 5.5 24.2 7 9 - 10.5 7.6 8 2 - 3 36.8 8 4 - 5.5 11.7 8 9 - 10.5 19.1 9 2 - 3 20.9 107.5 Depth USCS Classification and Soil Description Compressive Strength % <#200 Sieve Dry Density (pcf) Water Content (%) BORING ID Liquid Limit Plastic 9 4 - 5.5 13.3 9 9 - 10.5 POORLY GRADED GRAVEL with SAND(GP) NP NP NP 3.5 50.7 45.8 9.3 10 2 - 3 11.1 109.2 10 4 - 5.5 8.4 10 9 - 10.5 2.8 11 2 - 3 14.2 11 4 - 5.5 CLAYEY SAND(SC) 35 18 17 41.4 0.0 0.0 15.7 11 9 - 10.5 9.7 Depth USCS Classification and Soil Description Compressive Strength % <#200 Sieve Dry Density (pcf) Water Content (%) BORING ID Liquid Limit Plastic Limit Plasticity Index % Gravel % Sand % Silt % Clay Sheet 2 of 2 Summary of Laboratory Results EXHIBIT: B-9 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20125035 PROJECT: O'Dell Brewing Co. Brew House Expansion SITE: 800 East Lincoln Avenue Fort Collins, Colorado CLIENT: O'Dell Brewing Company Fort Collins, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. LAB SUMMARY: USCS-NO ASSIGNMENT 20125035.GPJ TERRACON2012.GDT 10/5/12 APPENDIX C SUPPORTING DOCUMENTS Soft 10 - 29 19 - 58 59 - 98 Stiff less than 500 500 to 1,000 1,000 to 2,000 Macro Core 2,000 to 4,000 > 99 4,000 to 8,000 LOCATION AND ELEVATION NOTES SAMPLING FIELD TESTS DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Descriptive Term (Density) Non-plastic Low Medium High Boulders Cobbles Gravel Sand Silt or Clay 10 - 18 > 50 15 - 30 19 - 42 > 30 > 42 _ CONSISTENCY OF FINE-GRAINED SOILS Hand Penetrometer Torvane Standard Penetration Test (blows per foot) N value Photo-Ionization Detector Organic Vapor Analyzer (HP) (T) (b/f) N (PID) (OVA) Trace With Modifier Water Level After a Specified Period of Time RELATIVETERMINOLOGY PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE Trace With Modifier Standard Penetration or N-Value Blows/Ft. Descriptive Term (Consistency) Loose Very Stiff Exhibit C-1 UNIFIED SOIL CLASSIFICATION SYSTEM Exhibit C-2 Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu  6 and 1  Cc  3 E SW Well-graded sand I Cu  6 and/or 1  Cc  3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI  7 and plots on or above “A” line J CL Lean clay K,L,M PI  4 or plots below “A” line J ML Silt K,L,M Organic: Liquid limit - oven dried  0.75 OL Organic clay K,L,M,N Liquid limit - not dried Organic silt K,L,M,O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M Organic: Liquid limit - oven dried  0.75 OH Organic clay K,L,M,P Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. DESCRIPTION OF ROCK PROPERTIES Exhibit C-3 WEATHERING Fresh Rock fresh, crystals bright, few joints may show slight staining. Rock rings under hammer if crystalline. Very slight Rock generally fresh, joints stained, some joints may show thin clay coatings, crystals in broken face show bright. Rock rings under hammer if crystalline. Slight Rock generally fresh, joints stained, and discoloration extends into rock up to 1 in. Joints may contain clay. In granitoid rocks some occasional feldspar crystals are dull and discolored. Crystalline rocks ring under hammer. Moderate Significant portions of rock show discoloration and weathering effects. In granitoid rocks, most feldspars are dull and discolored; some show clayey. Rock has dull sound under hammer and shows significant loss of strength as compared with fresh rock. Moderately severe All rock except quartz discolored or stained. In granitoid rocks, all feldspars dull and discolored and majority show kaolinization. Rock shows severe loss of strength and can be excavated with geologist’s pick. Severe All rock except quartz discolored or stained. Rock “fabric” clear and evident, but reduced in strength to strong soil. In granitoid rocks, all feldspars kaolinized to some extent. Some fragments of strong rock usually left. Very severe All rock except quartz discolored or stained. Rock “fabric” discernible, but mass effectively reduced to “soil” with only fragments of strong rock remaining. Complete Rock reduced to ”soil”. Rock “fabric” not discernible or discernible only in small, scattered locations. Quartz may be present as dikes or stringers. HARDNESS (for engineering description of rock – not to be confused with Moh’s scale for minerals) Very hard Cannot be scratched with knife or sharp pick. Breaking of hand specimens requires several hard blows of geologist’s pick. Hard Can be scratched with knife or pick only with difficulty. Hard blow of hammer required to detach hand specimen. Moderately hard Can be scratched with knife or pick. Gouges or grooves to ¼ in. deep can be excavated by hard blow of point of a geologist’s pick. Hand specimens can be detached by moderate blow. Medium Can be grooved or gouged 1/16 in. deep by firm pressure on knife or pick point. Can be excavated in small chips to pieces about 1-in. maximum size by hard blows of the point of a geologist’s pick. Soft Can be gouged or grooved readily with knife or pick point. Can be excavated in chips to pieces several inches in size by moderate blows of a pick point. Small thin pieces can be broken by finger pressure. Very soft Can be carved with knife. Can be excavated readily with point of pick. Pieces 1-in. or more in thickness can be broken with finger pressure. Can be scratched readily by fingernail. Joint, Bedding, and Foliation Spacing in Rock a Spacing Joints Bedding/Foliation Less than 2 in. Very close Very thin 2 in. – 1 ft. Close Thin 1 ft. – 3 ft. Moderately close Medium 3 ft. – 10 ft. Wide Thick More than 10 ft. Very wide Very thick a. Spacing refers to the distance normal to the planes, of the described feature, which are parallel to each other or nearly so. Rock Quality Designator (RQD) a Joint Openness Descriptors RQD, as a percentage Diagnostic description Openness Descriptor Exceeding 90 Excellent No Visible Separation Tight 90 – 75 Good Less than 1/32 in. Slightly Open 75 – 50 Fair 1/32 to 1/8 in. Moderately Open 50 – 25 Poor 1/8 to 3/8 in. Open Less than 25 Very poor 3/8 in. to 0.1 ft. Moderately Wide a. RQD (given as a percentage) = length of core in pieces Greater than 0.1 ft. Wide 4 in. and longer/length of run. References: American Society of Civil Engineers. Manuals and Reports on Engineering Practice - No. 56. Subsurface Investigation for Design and Construction of Foundations of Buildings. New York: American Society of Civil Engineers, 1976. U.S. Department of the Interior, Bureau of Reclamation, Engineering Geology Field Manual. Exhibit C-4 LABORATORY TEST SIGNIFICANCE AND PURPOSE Test Significance Purpose California Bearing Ratio Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Consolidation Used to develop an estimate of both the rate and amount of both differential and total settlement of a structure. Foundation Design Direct Shear Used to determine the consolidated drained shear strength of soil or rock. Bearing Capacity, Foundation Design, and Slope Stability Dry Density Used to determine the in-place density of natural, inorganic, fine-grained soils. Index Property Soil Behavior Expansion Used to measure the expansive potential of fine-grained soil and to provide a basis for swell potential classification. Foundation and Slab Design Gradation Used for the quantitative determination of the distribution of particle sizes in soil. Soil Classification Liquid & Plastic Limit, Plasticity Index Used as an integral part of engineering classification systems to characterize the fine-grained fraction of soils, and to specify the fine-grained fraction of construction materials. Soil Classification Permeability Used to determine the capacity of soil or rock to conduct a liquid or gas. Groundwater Flow Analysis pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion Potential Resistivity Used to indicate the relative ability of a soil medium to carry electrical currents. Corrosion Potential R-Value Used to evaluate the potential strength of subgrade soil, subbase, and base course material, including recycled materials for use in road and airfield pavements. Pavement Thickness Design Soluble Sulfate Used to determine the quantitative amount of soluble sulfates within a soil mass. Corrosion Potential Exhibit C-5 REPORT TERMINOLOGY (Based on ASTM D653) Allowable Soil Bearing Capacity The recommended maximum contact stress developed at the interface of the foundation element and the supporting material. Alluvium Soil, the constituents of which have been transported in suspension by flowing water and subsequently deposited by sedimentation. Aggregate Base Course A layer of specified material placed on a subgrade or subbase usually beneath slabs or pavements. Backfill A specified material placed and compacted in a confined area. Bedrock A natural aggregate of mineral grains connected by strong and permanent cohesive forces. Usually requires drilling, wedging, blasting or other methods of extraordinary force for excavation. Bench A horizontal surface in a sloped deposit. Caisson (Drilled Pier or Shaft) A concrete foundation element cast in a circular excavation which may have an enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft. Coefficient of Friction A constant proportionality factor relating normal stress and the corresponding shear stress at which sliding starts between the two surfaces. Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as at the foot of a slope or cliff. Compaction The densification of a soil by means of mechanical manipulation Concrete Slab-on- Grade A concrete surface layer cast directly upon a base, subbase or subgrade, and typically used as a floor system. Differential Movement Unequal settlement or heave between, or within foundation elements of structure. Earth Pressure The pressure exerted by soil on any boundary such as a foundation wall. ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform standard, (18,000 pound axle loads). Engineered Fill Specified material placed and compacted to specified density and/or moisture conditions under observations of a representative of a geotechnical engineer. Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure against a lateral support presumed to be equivalent to that produced by the actual soil. This simplified approach is valid only when deformation conditions are such that the pressure increases linearly with depth and the wall friction is neglected. Existing Fill (or Man-Made Fill) Materials deposited throughout the action of man prior to exploration of the site. Existing Grade The ground surface at the time of field exploration. Exhibit C-6 REPORT TERMINOLOGY (Based on ASTM D653) Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of moisture. Finished Grade The final grade created as a part of the project. Footing A portion of the foundation of a structure that transmits loads directly to the soil. Foundation The lower part of a structure that transmits the loads to the soil or bedrock. Frost Depth The depth at which the ground becomes frozen during the winter season. Grade Beam A foundation element or wall, typically constructed of reinforced concrete, used to span between other foundation elements such as drilled piers. Groundwater Subsurface water found in the zone of saturation of soils or within fractures in bedrock. Heave Upward movement. Lithologic The characteristics which describe the composition and texture of soil and rock by observation. Native Grade The naturally occurring ground surface. Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil. Optimum Moisture Content The water content at which a soil can be compacted to a maximum dry unit weight by a given compactive effort. Perched Water Groundwater, usually of limited area maintained above a normal water elevation by the presence of an intervening relatively impervious continuous stratum. Scarify To mechanically loosen soil or break down existing soil structure. Settlement Downward movement. Skin Friction (Side Shear) The frictional resistance developed between soil and an element of the structure such as a drilled pier. Soil (Earth) Sediments or other unconsolidated accumulations of solid particles produced by the physical and chemical disintegration of rocks, and which may or may not contain organic matter. Strain The change in length per unit of length in a given direction. Stress The force per unit area acting within a soil mass. Strip To remove from present location. Subbase A layer of specified material in a pavement system between the subgrade and base course. Subgrade The soil prepared and compacted to support a structure, slab or pavement system. Unconfined Compression To obtain the approximate compressive strength of soils that possess sufficient cohesion to permit testing in the unconfined state. Bearing Capacity Analysis for Foundations Water Content Used to determine the quantitative amount of water in a soil mass. Index Property Soil Behavior C 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. D 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 E Cu = D60/D10 Cc = 10 60 2 30 D x D (D ) F If soil contains  15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains  15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains  30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI  4 and plots on or above “A” line. O PI  4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line. Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Ring Sampler Blows/Ft. Medium Dense Dense Very Dense 0 - 1 < 3 4 - 9 2 - 4 3 - 4 Medium-Stiff 5 - 9 30 - 50 WATER LEVEL Auger Shelby Tube Split Spoon Rock Core 8 - 15 PLASTICITY DESCRIPTION Term < 15 15 - 29 > 30 Descriptive Term(s) of other constituents Water Initially Encountered Water Level After a Specified Period of Time Major Component of Sample Percent of Dry Weight (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Includes gravels, sands and silts. Hard Very Loose 0 - 3 0 - 6 Very Soft 7 - 18 (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance DESCRIPTIVE SOIL CLASSIFICATION > 8,000 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 +/- 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. 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. Plasticity Index 0 1 - 10 11 - 30 > 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Percent of Dry Weight < 5 5 - 12 > 12 RELATIVE DENSITY OF COARSE-GRAINED SOILS Particle Size Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm) STRENGTH TERMS Unconfined Compressive Strength, Qu, psf 4 - 8 GENERAL NOTES Grab Sample No Recovery Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. Modified California Ring Sampler Modified Dames & Moore Ring Sampler Limit Plasticity Index % Gravel % Sand % Silt % Clay Sheet 1 of 2 Summary of Laboratory Results EXHIBIT: B-8 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20125035 PROJECT: O'Dell Brewing Co. Brew House Expansion SITE: 800 East Lincoln Avenue Fort Collins, Colorado CLIENT: O'Dell Brewing Company Fort Collins, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. LAB SUMMARY: USCS-NO ASSIGNMENT 20125035.GPJ TERRACON2012.GDT 10/5/12 3.5 41.4 0.224 GRAIN SIZE IN MILLIMETERS PERCENT FINER 3/4 1/2 3/8 SIEVE (size) D60 30 40 3 60 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER 4 4 6 100 3 2 fine coarse SOIL DESCRIPTION CU 49.11 BORING ID 10 14 6 50 1.5 8 200 1 140 coarse fine COEFFICIENTS % COBBLES % GRAVEL % SAND D30 D10 CC PERCENT FINER BY WEIGHT PERCENT COARSER BY WEIGHT % SILT 1 1/2" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 34.27 100.0 75.07 61.53 58.24 49.33 41.83 31.63 16.17 6.13 3.51 41.43 EXHIBIT: B-4 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20125035 PROJECT: O'Dell Brewing Co. Brew House Expansion SITE: 800 East Lincoln Avenue Fort Collins, Colorado CLIENT: O'Dell Brewing Company Fort Collins, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS 1 20125035.GPJ TERRACON2012.GDT 10/4/12 54.4 0.421 GRAIN SIZE IN MILLIMETERS PERCENT FINER 3/4 1/2 3/8 SIEVE (size) D60 30 40 3 60 U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER 4 4 6 100 3 2 fine coarse SOIL DESCRIPTION CU 2.83 BORING ID 10 14 6 50 1.5 8 200 1 140 coarse fine COEFFICIENTS % COBBLES % GRAVEL % SAND D30 D10 CC PERCENT FINER BY WEIGHT PERCENT COARSER BY WEIGHT % SILT 1 1/2" 1" 3/4" 1/2" 3/8" #4 #10 #20 #40 #60 #100 #200 52.92 100.0 99.64 97.61 84.79 43.86 10.07 2.07 1.03 54.4 EXHIBIT: B-3 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20125035 PROJECT: O'Dell Brewing Co. Brew House Expansion SITE: 800 East Lincoln Avenue Fort Collins, Colorado CLIENT: O'Dell Brewing Company Fort Collins, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS 1 20125035.GPJ TERRACON2012.GDT 10/4/12 NP NP 22 22 NP NP 18 NP NP 12 11 NP NP 17 53 1 54 34 4 41 LL USCS 1 2 3 5 7 9 11 EXHIBIT: B-2 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20125035 PROJECT: O'Dell Brewing Co. Brew House Expansion SITE: 800 East Lincoln Avenue Fort Collins, Colorado CLIENT: O'Dell Brewing Company Fort Collins, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20125035.GPJ TERRACON2012.GDT 10/4/12 CL-ML the project d an applica s of the subs d on selecte B. The test of foundatio al accordanc neral accord samples we sented in Ap bution well rt Collins, Col 35 during the t geotechnic able laborat surface mate ed soil and t results wer on and earth ce with appl dance with ere visually c ppendix C.    lorado field explor cal enginee tory testing erials. bedrock sam re used for t hwork recom icable local the Unified classified in  Plasti  Dry d  R-val ration were er. At that program wa mples. The the geotech mmendations ly accepted d Soil Class general acc icity index density ue Exhib returned to t time, the as formulate e results of t nical engine s. The labor standards. sification Sy cordance wit bit B-1 o the field ed to these eering ratory Soil ystem th the Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4945.1 (Ft.) DEPTH (Ft.) 5 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI A-12 Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4946.8 (Ft.) DEPTH (Ft.) 5 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI procedures Exhibit Driller: Drilling Engineers, Inc. A-11 Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4941.8 (Ft.) DEPTH (Ft.) 5 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Exhibit Driller: Drilling Engineers, Inc. A-10 Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4939.0 (Ft.) DEPTH (Ft.) 5 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Exhibit Driller: Drilling Engineers, Inc. A-9 Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4943.3 (Ft.) DEPTH (Ft.) 5 10 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings and asphalt patch. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 6 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-8 Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4943.2 (Ft.) DEPTH (Ft.) 5 10 15 20 25 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI House Expansion Page 1 of 1 Advancement Method: 4" soild-stem flight augers. Abandonment Method: Borings backfilled with soil cuttings and asphalt patch. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/25/2012 BORING LOG NO. 5 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-7 Boring Completed: 9/25/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4943.8 (Ft.) DEPTH (Ft.) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Drill Rig: CME-55 Boring Started: 9/25/2012 BORING LOG NO. 4 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-6 Boring Completed: 9/25/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4943.2 (Ft.) DEPTH (Ft.) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Borings backfilled with soil cuttings and asphalt patch. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/25/2012 BORING LOG NO. 3 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-5 Boring Completed: 9/25/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4944.2 (Ft.) DEPTH (Ft.) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Project No.: 20125035 Drill Rig: CME-55 Boring Started: 9/24/2012 BORING LOG NO. 2 O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-4 Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4946.4 (Ft.) DEPTH (Ft.) 5 10 15 20 25 30 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI O'Dell Brewing Company See Appendix C for explanation of symbols and abbreviations. CLIENT: Fort Collins, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-3 Boring Completed: 9/24/2012 ELEVATION (Ft.) SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 4945.6 (Ft.) DEPTH (Ft.) 5 10 15 20 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI onal safety h values and her efficiency etration per The effect o ysis of the su ndard penetr terials, but o e blow coun considerab rly where the water measu on of drilling nd/or patch ering Report w House Exp racon Project rceful ■ Relia Descriptio rings were b ngs were loc ground surfa hmark shown drilled with C perations, a ed samples n sampler (S ples (BS) we manner simi nto the grou mber of blow split-spoon s andard pene ring logs at N-values. PT hammer efficiency is hammer ope soil properti y affects the hammer blo of the automa ubsurface inf ration test pr only provide nt in these s ble care sho e size of the rements we g, the boring may occur a t pansion ■ For No. 2012503 able on based upon cated in the ace elevation n on Exhibit CME-55 tru lithologic log were obtai SS) and a ere obtained ilar to the st und with a 1 ws required samplers, fin etration resis the respecti was used to typically ac erated with a es are base standard pe ow over wh atic hammer formation for rovides a re es an indica soils may b ould be exer e gravel parti ere obtained gs were bac and should b rt Collins, Col 35 the propose field by mea n was surve A-2 using an ck-mounted g of the borin ned at sele 3-inch outs d from auger tandard pen 40-pound ha to advance nal 12 inche stance value ve sample d o advance th hieved with a cathead an ed on the low enetration re at would be r's efficiency r this report. asonable in ation of the e affected b rcised in inte icle exceeds in the borin ckfilled with a be repaired a lorado ed developm asuring from eyed at each n engineer’s rotary drill ngs were re ected interva side diamete r cuttings. P etration test ammer free- e the ring-b s are record e (N-value). depths. Ring he samplers the automa nd rope. Pu wer efficienc esistance blo e obtained u has been co dication of t relative stif by the mois erpreting th s the inside d ngs at the tim auger cuttin as soon as p ment shown m property li h boring loc s level. rig with so corded by th als utilizing er ring-barre Penetration r t (SPT). This -falling throu arrel sample ded) or the i The blow c g-barrel sam s in the borin atic hammer ublished corr cy cathead a ow count va using the ca onsidered in the in-place ffness of co sture conten e N-values diameter of t me of site e ngs. Some s possible. Exhib on the prov ines and ex ation refere olid-stem au he field engi a 2-inch ou el sampler resistance va s test consis ugh a distan er 12 inches nterval indic count value mple blow co ngs performe compared t relations betw and rope me lue by incre athead and the interpret density of s ohesive mate nt of the soi in gravelly the sampler exploration. settlement o bit A-1 vided xisting ncing ugers. ineer. utside (RS). alues sts of nce of s (18 cated, s are ounts ed on to the tween ethod. asing rope tation sandy erials il. In soils, . After of the n reviews th t pansion ■ Fort No. 2012503 able ot reflect var ects of cons dent until du so that furth project does , mold, fung ous material or pollution, for the exclu n prepared i ranties, eithe dewatering e, design, or commendat he changes a t Collins, Colo 35 riations that struction or w uring or afte her evaluatio not include i, bacteria) a s or conditio , other studie usive use of n accordanc er express o requirement location of t tions contain and either ve orado may occur weather. Th er constructio on and sup e either spec assessment ons. If the o es should be f our client f ce with gene or implied, a ts are the re the project a ned in this re erifies or mo between bo he nature an on. If variat plemental re cifically or by of the site o owner is con e undertaken for specific a erally accep are intended esponsibility as described eport shall n odifies the co orings, acros nd extent of tions appea ecommenda y implication or identificati cerned abou n. application t pted geotech d or made. of others. I in this repo not be consid onclusions o 20 ss the such ar, we ations n any ion or ut the to the hnical Site In the rt are dered of this d earlier and ns are locate ed fills. All p mmendation cement of a a detailed pa aries from th he pavement GENERAL n should be made regard esign and sp services dur tion phases lysis and rec borings per ering Report w House Exp racon Project rceful ■ Relia enance sho am in orde es are inten ment. enance cons l maintenan n implementi estment for tion Consi enerally acc ds, the subg or rainfall. on and corre e of paveme urred, pavem cted to the re pavement Particular a d to areas w ed should be pavement ar s in this rep partial pavem avement ana he assumptio t thickness r L COMME retained to ing interpret pecifications ring grading of the projec commendati rformed at t t pansion ■ Fort No. 2012503 able ould be pla er to enhan ded to slow sists of bot ce (e.g. sur ing a planne pavements. iderations complished grade may b As a result ective action ent construc ment subgra ecommenda areas be ro attention sho where backf e repaired by reas should ort immedia ment thickne alysis incorp ons outlined recommenda ENTS review the tation and im s. Terracon a , excavation ct. ions present he indicated t Collins, Colo 35 anned and nce future the rate of th localized rface sealing ed pavement early in t be disturbed , the pavem n will be requ ction for sign ade areas sh ations in this ough graded ould be paid illed trenche y removing a be moisture tely prior to ess for use d porating con d above, we ations outlin final design mplementatio also should n, foundatio ted in this re d locations a orado provided pavement pavement d maintenan g). Preventa t maintenanc he constru d due to util ment subgra uired. The s ns of disturb hould be rew report imme d and then to high traff es are locate and replacin e conditioned paving. during cons nstruction tra e should be ed above. n plans and on of our geo be retained on construct eport are ba and from ot for an ong performanc deterioration ce (e.g. cra ative mainte ce program ction phase ity excavatio ade may no subgrade sh ance or exc worked, mois ediately prio thoroughly fic areas tha ed. Areas w ng the mater d and prope truction is n affic. In addi contacted t specificatio otechnical re d to provide tion and oth ased upon th her informat going pave ce. Prevent n and to pres ack sealing enance is us and provide e. However ons, constru ot be suitabl hould be car cessive ruttin sture conditio or to paving. proof rolled t were rutted where unsu rials with pro erly compact ot recomme tion, if the a to confirm a ns so comm ecommenda observation her earth-re he data obta tion discuss 19 ement tative serve g and sually es the r, as uction le for refully ng. If oned, final d and itable operly ted to ended actual and/or ments ations n and elated ained sed in mendations f ommended e performed Pavemen ormance of he subgrade m: Site grading a Water should Compaction avement su Sealing all l moisture mig Placing comp Placing curb, ourse mater Placing shou ering Report w House Exp racon Project rceful ■ Relia ng and plac ations. Mate asphalt con y. Asphalt m ximum dens nts are used nimum prop erties @ 28 days gth nt (%) ansverse join on and isolat metry. Sawed m of 25 perc ign material nce or pavemen material sp d under the o t Performa all pavemen e materials. at a minimum d not be allow of any utilit bgrade; andscaped ration to sub pacted backf , gutter and/ rials; and lder or edge t pansion ■ Fort No. 2012503 able ing tempera erial meeting ncrete. Mix d material shou sity (ASTM D d, the concre erties: nts should b tion. The loc d joints shou ent of slab t and dowele nt design an pecifications observation o ance nts can be e . The follow m 2 percent wed to pond ty trenches areas in o bgrade soils; fill against th /or sidewalk e drains in pa t Collins, Colo 35 atures. Aggr CDOT Grad designs sho uld be compa D 2041). ete should b AST be provided cation and ex uld be cut wi hickness plu ed where nec nd constructi . To asses of the geote enhanced by wing recom grade onto behind curb for landsca or adjacent ; he exterior s k directly on avement are orado regate used ding S or SX uld be subm acted within e obtained f V 60 4,0 6 TM C33 and d as needed xtent of joint thin 24 hour us 1/4 inch. cessary for l ion presente s complianc echnical engi y minimizing mmendations or away from bs; aped areas to paveme ide of curb a subgrade s eas adjacent d in asphalt X specificatio mitted prior t n a range of from an app Value 00 psi 000 psi to 8 CDOT Sectio d in concret ts should be rs of concret All joints sho oad transfer ed depend u ce, observa ineer. g excess mo s should be m the pavem to the sam nts to mini and gutter; soils without t to water so concrete sh ons or equiv to constructi 92 to 96 pe roved mix de on 703 te pavement e based upo te placemen ould be seal r. upon compl ation and te oisture which e considere ments; e criteria as mize or pre t the use of ources. 18 hould valent on to ercent esign ts for on the nt and led to iance esting h can ed at s the event base ternative sh c conditions ocation of du te base co tions for qu rtation (CDO urse should b of the maxim concrete sho proved bitum stating the ering Report w House Exp racon Project rceful ■ Relia maintained rican Associ supported o laced engine able subgrad parameters 20 years ngle axle loa avy duty loa andard duty acted to co s differ from Aggregat course (in 6 4 8 4 hould be in s. A minimum umpsters wh urse should uality and g OT) Class 6 be placed in mum dry unit ould be com minous mate Superpave t pansion ■ Fort No. 2012503 able pavements ation of Stat on 8-inches o eered fill in de can be at s for paveme ading = 18,0 ad (main traf load (autom nfirm and/o the assume te base nches) nvestigated m 6-inch thic here trash t d consist of gradation. U 6 specificati n lifts not exc t weight as d posed of a m erial. The a e properties t Collins, Colo 35 for the proje te Highway a of scarified, accordance ttained. ent thickness 000 pounds ffic corridors obile parking r modify the ed values sh Hot-mix asph (HMA) (inche 4 - 4 - with respec ckness of rig trucks park f a blend o Use of mate ons is reco ceeding 6 inc determined b mixture of ag asphalt conc , optimum orado ect has bee and Transpo moisture co e with the 4. s design we s) = 30,000 g) = 11,000 e recommen own above. halt es) Co (in ct to curre gid concrete and load, a of sand and erials meetin ommended f ches and co by ASTM D6 ggregate, fil crete should asphalt con en based on ortation Offic onditioned, a .2 Earthwor re assumed Equivalent S ESAL ndations co oncrete nches) - 5 - 6 ent material e pavement and in areas d gravel wh ng Colorado for base co ompacted to 698. ler and addi d conform t ntent, job m n the proced cials (AASHT and recompa rk section o for this proj Single Axle ntained her Total (inch 10 9 12 10 availability is recomme s of tight tu hich meets o Departme ourse. Aggre a minimum tives (if requ to approved mix formula 17 dures TO). acted of this ect: Load rein if es) and ended urning strict ent of egate of 95 uired) d mix a and Seismic Co C 09 Internation eneral accord 2009 Interna th of 100 feet uired 100 foot imum depth o ditions exist b per depths co rnatively, a ge class. Howev ering Report w House Exp racon Project rceful ■ Relia tion de reaction ovement of a ls is increas as described design and c arations and columns, or s should be Manual, S ed) to control trench back mmended sp hould not be ensitive floor use of barrie and constr 1R are recom onsideratio ode used nal Building Co dance with the ational Buildin t for seismic s t soil profile d of about 35½ below the max ould be perfor eophysical exp ver, we believe t pansion ■ Fort No. 2012503 able Concret Minimum compac 4-inches 100 pou on exist imported a slab-on-gr sed. To red d in section 4 construction d/or isolation utility lines t provided in Section 30 l the location kfill placed b pecifications e constructed r coverings a rs to minimiz ruction cons mmended. ons ode (IBC) 1 e 2009 Interna ng Code (IBC site classifica determination ½ feet and thi ximum depth rmed to confir ploration coul e a higher sei t Collins, Colo 35 te slab-on-gra m of 8-inches cted on-site so s of granular m unds per cubic ting soils, and d granular fill. rade floor sy duce potenti 4.2 Earthwo n recommend n joints shou to allow inde slabs after c 2.1R-37 8. n and extent beneath slab s given in the d on frozen s are used on ze potential siderations, a ational Buildin C) requires a tion. The cur n. The boring s seismic site of the subsu rm the conditi d be utilized i ismic site clas orado Valu ade of scarified, m oils or newly p material is acc c inch (pci) ma 200 pci may ystem is pos ial slab mov ork of this re dations are uld be provi ependent mo concrete pla 3.12 (toole t of cracking bs should be e 4.2 Earthw subgrade. n interior slab vapor rise th as outlined Site ng Code, Tab site soil prof rrent scope re gs completed e class defini urface explora ions below th in order to atte ss for this site ue moisture cond placed enginee ceptable. ay be used for be used for flo ssible if the vements, the eport. as follows: ided betwee ovement. acement in a ed control . e compacted work section bs, consider hrough the s in the ACI classificatio C 2 ble 1613.5.2. file determina equested doe d for this proje ition consider ation. Additio he current dep empt to justify is unlikely. itioned, and ered fill. r floors suppo oors supporte moisture co e subgrade en slabs and accordance joints are d in accorda n of this repo ration should slab. Design Man on ation extendi es not include ect extended rs that similar onal exploratio pth of explora y a higher sei 16 orted ed on ontent soils d all with not ance ort. d be nual, ng a e the to a r soil on to ation. smic nalyses are n oor System n-grade floo nimum of 1 nt of slab-on ering Report w House Exp racon Project rceful ■ Relia be withdrawn t infiltration rete should h er concrete e sides of e should be a must be clea er should ob einforced ful presents the sign. meter ption (per log) pe (Note 1) ht (pcf) (Note 2 riction, Ф (Deg Strength, cu (p s Parameter, k 50 (in/in) al Types for L-P esign water tabl sidered to w minimum p e maintained al piers mu s a function necessary, c ms r system ma 2 inches of n-grade floor t pansion ■ Fort No. 2012503 able n in a slow of water have a relat with slump i each pier s ccomplished aned prior bserve the be l depth for th recommend 2) gree) psf) (pci) Pile: 3=Stiff Cla le should be co work in grou practical ho d, and adjac st be reduc of pier spac capacity redu ay be utilized f scarified, rs should be t Collins, Colo 35 continuous or caving s ively high flu n the range hould be m d by a rough to concrete earing surfa he applied a ded L-Pile p 0 - 6 Fill Ignore 120 Ignore Ignore Ignore Ignore ay without Free onsidered at de up action if t orizontal spa cent piers sh ced when c ing and the uction factor d for interior moisture co e expected orado manner ma soils or the uidity when p of 5 to 7 inc mechanically hening tooth e placemen ce and shaft axial and late arameter va Dept 6 t Sands a 1 N e Water, 4 = Sa epth of 8 feet. the horizonta acing betwe hould bear considering number of p rs can be pro r floor system onditioned, a intaining a s e creation placed in ca ches is recom roughened h placed on nt. A repre ft configurati eral stresses alues that ca th (feet) to 14 and Gravels 4 125 36 0 60 N/A and al spacing is een piers o at the same the effects piers within a ovided for th ms provided and compac sufficient he of voids in ased pier hol mmended. d in the silts the auger. esentative o on. s imposed. an be used i 14 to Max De Siltstone Bed 3 125 N/A 2,000 2,000 0.004 s less than of at least e elevation. of group a a group. If g he analyses. d it is constru cted soil. S 15 ad of pier les or stone Shaft of the in the epth drock three three The ction. group . ucted Some Drilled piers s loads and pie penetration. Constru o design de of the site; h n addition, urry will be r water should e placed im ed in dry co dump hoppe segregatio foundation ering Report w House Exp racon Project rceful ■ Relia should be oundations w finished gra r subgrade l uction Con einforced m ent can be d and compa d until found ons should b significant ill be require hould extend oils should d compacted ecommend D h embedment 1 e end-bearing rtion of pier should be em er diameters m uction Con pth should b owever, spe caving soils required to p be removed mmediately a onditions, a er, or an ele n will be m concrete qu t pansion ■ Fort No. 2012503 able placed a m within heate ade. Finishe evel for inte nsideration at foundatio tolerated. acted. The m dation constr be observed tly from t ed. d laterally an be replaced . dations – D Description g pressure in bedrock) mbedded into f may dictate e nsideration be possible ecialized drill s and groun properly drill d from each after complet tremie shou ephant's trun minimized, i antities may t Collins, Colo 35 inimum of 3 d areas of th ed grade is t rior footings ns – Spread on construct Subgrade moisture co ruction. d by the geo hose pres n additional d d as engine Drilled Pier firm or harder embedment de ns – Drilled with conven ing equipme dwater indic the piers pr pier hole pri tion of drillin uld be used nk discharg s recomme y exceed cal orado 36 inches be he building c the lowest a s. d Footings tion should soils bene ntent and c otechnical en ented in distance of 8 eered fill, co rs r bedrock ma eeper than th d Piers ntional single ent may be re cate that tem rior to concre ior to concre ng and clean for concret ing near the ended. Due culated geo elow finishe can be supp adjacent gra s and Reinf only be con eath founda ompaction o ngineer. If th this report 8 inches for e onditioned t aterials. Actua he recommen e-flight powe equired for v mporary ste ete placeme ete placeme ning. If pier te placemen e bottom of to potentia metric volum ed grade for ported a mini ade for perim forced Mat nsidered if s tions shoul of subgrade he soil cond t, supplem each foot of to near opti Value 20 feet 5 feet 25,000 psf 2,000 psf al structural ded minimum er augers o very hard bed eel casing a ent. nt. Pier con r concrete ca nt. The use f the hole w al sloughing mes. 14 r frost imum meter ts some d be soils itions mental over- imum m n the drock and/or ncrete annot of a where g and basis of equ dead-load p and founda by differentia ering Report w House Exp racon Project rceful ■ Relia s essel can b or on a dri be supporte y placed eng dation system endations fo ted in the fo ecommend Description bearing pres ure coefficien ht nt depth belo lement al settlement ng pressure may be incre s. pressure an r of safety. Th be proportio ual total se pressure wil ations should al foundation t pansion ■ Fort No. 2012503 able be supported lled pier fou ed on a spr gineered fill. m bearing o or foundation ollowing para dations – S n ssure1 nts2 ow finished g t applies to de eased by one nd sliding coe he foundation oned to redu ettlement is ll also reduc d be reinforc n movement. t Collins, Colo 35 d by a sha undation sys read footing The yeast l on a minimu ns for the pr agraphs. Spread Foo F a F E e p B O Y M grade ead loads plu e-third when c efficients give n designer sh uce different recommend ce differentia ced as neces . orado allow, sprea stem bottom foundation liquid waste um of 2 feet roposed stru otings and Fermentation and yeast liqu Fermentation Engineered fil extending to 7 proposed slab Brew house a On-site soils o Yeast liquid w Minimum of 2 A P A ½ t us design live considering to en above are ould include a tial foundatio ded; howev al movemen ssary to red d footing o ming in bed system bea tank may b of newly pl uctures and d Reinforce Value vessel, brew uid waste tank n vessel: l and two laye 7 feet below th b elevation addition: or newly place waste tank: feet of engin 3,000 psf Active, Ka = 0 Passive, Kp = At-Rest, Ko = 0.5 γ = 115 pc 36 inches Up to 1 inc to ¾ of total s e load conditi otal loads tha e ultimate va appropriate fa on movemen ver, proportio t between a duce the pote r reinforced rock. The aring existing e supported aced engine related struc ed Mats house additio k ers of geogrid he top of ed engineered eered fill f 0.33 = 3.0 = 0.5 cf s ch settlement ons. The de at include win alues and do actors of safe nt. Proportio oning to re adjacent foot ential for dis 13 d mat brew g on- d on a eered ctural on, d d fill esign nd or o not ety. oning lative tings. stress located adja ads should ischarge on the use of s drains disch propriate out Exterior Sla slabs on-gra soils will like movement Minimizing m Controlling m Using design nd adjoining Placing contr Corrosion P of water-solu r II, Portland on concrete ns of the ACI ering Report w House Exp racon Project rceful ■ Relia any estimat e drainage i de. any) should er of the pro may be requi ackfill agains on debris to uctures and d to docume ments will b used for pa in final grad rly if such m uld be taken water. acent to stru be located a pavements splash block harge to sto tfall. ab Design a ade, exterior ely experien could be red oisture incre moisture-dens ns which allo g structural e rol joints on r Protection uble sulfate d cement sh e should be I Design Ma t pansion ■ Fort No. 2012503 able tions of pote s not obtain be sloped a oposed struc red to facilita st footings an reduce the prior to proj ent positive d be subject to ving and fla des should t movement wo n that joints ctures shou a minimum o or be exten ks or downs orm sewers and Constr r architectur ce some mo duced by: eases in the sity during p ow vertical m elements; an relatively clo testing com hould be spe e designed nual, Sectio t Collins, Colo 35 ential movem ed and main at a minimum ctures, wher ate drainage nd exterior w possibility o ject comple drainage, as o post-cons atwork to pre take into co ould be critic are properl ld preferably of 5 feet awa nded away fr pout extens by solid pip ruction al features, ovement due backfill; placement of movement b nd ose centers. pleted durin ecified for a for low su on 318, Chap orado ment descri ntained, and m of 10 perc re possible. e in unpaved walls should of moisture in tion, we rec s described a struction mo event areas onsideration cal. Where ly sealed an y be self-con ay from the rom the stru sions. A pre pe or daylig and utilities e to the vol f the backfill; between the g our previo all project co lfate exposu pter 4. bed in this d water is al cent grade fo The use o d areas arou d be properly nfiltration. A commend ve above, has b ovement. M s where wat post-constru paving or fl nd maintaine ntained. Spr building line uctures a mi eferred alter hted to a d s founded on ume change ; e exterior fea ous study ind oncrete on a ure in acco report cann lowed to infi or at least 10 f swales, ch und the perim y compacted After constru erification of been achiev Maximum gr ter can pond uction move latwork abut ed to preven rinkler mains e(s). Roof d nimum of 10 rnative is to etention pon n, or in back e of the mat atures; dicate that A and below g ordance with 12 ot be iltrate 0 feet hases meter d and uction f final ved. rades d. In ement ts the nt the s and drains 0 feet have nd or kfill or terial. ASTM rade. h the es during co n of water ped irrigatio d to pond tion) can re ering Report w House Exp racon Project rceful ■ Relia ch Backfill ns should b cement and c ng within or deviations in hould be ov e backfilled ed with relati ve fill in non h the trench a common s he buildings s that could h plug” that e hould consis ent. The clay ance with re mended that paction testi d Drainage adjusted to onstruction r into found on adjacent near or adj esult in sign t pansion ■ Fort No. 2012503 able  Found 98% o  Lands 95% o  On-sit 2 perc  On-sit 3 perc  Impor Cond be made w compaction. r near the p alignment d versized to a with relative ively clean g n-pavement backfill. source of wa should be e migrate be extends at le st of clay co fill should be ecommendat t a represen ing of trench e provide pos and mainta dation exca to foundat jacent to th nificantly hig t Collins, Colo 35 dation, slab, a of maximum d scaped and c of maximum d te clay soils a cent below to te sands: cent below to rted granular itioned suffici with sufficien roposed stru do not result accommodate ly clean mat granular mate areas to re ater infiltratio effectively se low the buil east 5 feet o ompacted a e placed to c tions in this r ntative of the backfill with itive drainag ained throug avations mu tions should he perimete gher soil mo orado Descript and pavemen dry density (A common fill ar dry density (A approved by t o 2 percent ab o 1 percent ab fill: ently to achie t working s uctures shou in breakage e differentia terials and is erial, they sh educe the in on and migr ealed to res dings. We out from the t a water co completely s report. e geotechnic hin building a ge away from ghout the lif ust be prev d be minim er of structu ovements th tion nt subgrades: ASTM D698) reas: ASTM D698) the geotechni bove optimum bove optimum eve compactio space to pe uld be desig or distress. l movements s properly ba hould be cap nfiltration an ration. All uti strict water in recommend face of the ontent at or surround the cal engineer and pavemen m the existin fe of the p vented duri mized or elim ures (either han those d ical engineer: m m on ermit constru gned with fle Utility knoc s. It is impe ackfilled. If pped with at d conveyan ility trenches ntrusion and d constructin building ext r above the utility line an r provide ful nt areas. ng and prop proposed pro ng construc minated. W during or discussed in 11 : uction exible kouts rative utility least ce of s that d flow ng an terior. soils nd be l-time posed oject. ction. Water post- n this uld be inorga gravel or oth kfill without t crushed gra fy compactio nsity should n Requirem uld be plac produce reco prior to fill t pansion ■ Fort No. 2012503 able al (%) acted to appro sample is conf anic soils fre her similar n the prior app avel or cert on criteria ba be evaluate ments ced and co ommended  Found Follow excav inche engin  Floor Scarif subgr  Pavem Scarif pavem  Lands Scarif place  Found 8 inch  Lands 12 inc t Collins, Colo 35 Perce ximately 95 pe ined under a 1 ee of vegetat non-cementit proval of the g ain other g ased on a re ed based on mpacted in moisture co dations: wing the remo vation, scarify s of native su eered fill Slab: fy, moisture c rade prior to t ments: fy, moisture c ment section scaped and c fy, condition, ment of engin dation, slab, s hes (loose) scaped and c ches (loose) orado ent finer by w 70 50 1 V 30 15 Non-ex ercent of the AS 00 psf surchar tion, debris, tious, poorly geotechnica granular ma elative dens a project sp horizontal ntents and d Descript oval of the rec y, moisture co ubgrade prior condition, and the placemen condition, and construction common fill ar and compact neered fill sidewalk, and common fill ar weight (ASTM 0-100 0-100 5-50 Value (max) (max) xpansive1 STM D698 max rge and subme and fragme y-graded mat al engineer. terials are sity test. Co pecific basis lifts, using densities thro tion commended d ondition, and c to the placem d compact 12 t of engineere d compact 12 reas: t 8 inches prio d pavement s reas: M C136) ximum dry den rged. ents larger th terials shoul used it ma ompaction cr . equipment oughout the depth of over compact 12 ment of inches of nat ed fill inches prior t or to the ubgrades: 10 nsity at han 4 ld not ay be riteria t and e lift. r- tive to bottom of t dation subgr ed in accord bility of the s ctors. If uns Alternatively used, or cr soil until a st es could als ended to de tion. Light . Fill Material soils, includin are consid red fill benea d that on-sit ion criteria. ation vessels base cours property req ering Report w House Exp racon Project rceful ■ Relia A maximum e for designin both the exc st of safety f h safety stan n 20 feet, it w ssional engin e, it is recom the crest of protected ag Preparation ent of fills o face should aximum dry ent is constr the excavatio rade and pa dance with t subgrade ma stable cond y, over-exca rushed grave table workin so be cons etermine th tweight exc s and Plac ng those rem dered suitab ath the brew te soils will Imported s s should co e. Imported quirements: t pansion ■ Fort No. 2012503 able values may ng and cons cavation side following loc ndards. If an will be neces neer. mmended th f the slope e gainst the el n or the const be scarified unit weight a ructed. on has been avement sub the recomm ay be affect itions develo avation of w el and/or ro ng surface is idered as a e effect of avation equ cement moved durin ble for bac w house add require rew soils for use onsist of CD d soils for ge t Collins, Colo 35 have to be u structing stab es and botto cal, and fede ny excavatio ssary to hav hat all vehicl equal to no le ements. truction of f d, moisture c as determine n compacted bgrade to th endations p ted by preci op, workabi wet zones a ock can be s attained. U a stabilizatio chemical s uipment ma ng over-exca ckfill agains ition, pavem working to a e as over-e DOT Class eneral site us orado used. The in ble, tempora om. All exca eral regulatio n, including ve the side s les and soil ess than the foundations conditioned, ed by ASTM d, engineere e desired g presented in ipitation, rep lity may be nd replacem tracked or Use of lime, on technique stabilization ay also be avation below st foundatio ments, and fo adjust the m excavation b 6 aggregat se (if require ndividual con ry excavatio avations sho ons, includin a utility trenc slopes and/o piles be ke e slope heig the upper and recomp M D698 befo ed fill can be rade. Engin n subsequen petitive cons improved b ment with gr “crowded” i fly ash, kiln e. Laborato on subgrad used to r w the propo ons and wa or general s moisture con backfill belo te base cou ed) should m ntractor(s) s ons as requir ould be slop ng current O ch, is extend or shoring sy ept to a mini ht. The exp 12 inches o pacted to at ore any new e placed to neered fill sh nt section o struction traf by scarifying ranular mate nto the uns n dust, ceme ory evaluati de soils pri educe subg osed ferment alls, for us ite fills. It sh tent to mee ow the prop urse or rec meet the follo 9 hould red to ed or OSHA ded to ystem imum posed of the least fill or bring hould of this ffic or g and erials stable ent or on is or to grade tation e as hould et the posed cycled owing vation thorou r-excavation all edges of ase elevatio nce with the r ting building foundation e mine the nee nfluence zon . The stress lope from th existing foun ng foundatio are beyond th ng upon dep ater may be may be utiliz nt groundwat grade soil co oils determin ering Report w House Exp racon Project rceful ■ Relia at excavatio oving equip s with possib avations (if s up and remo the contract etrated by th ons are ba ngs. The co xcavation. If ual condition n safe condi of undergrou onnaissance, nderground f ughly cleane that extends the footings on. The ove recommenda foundations excavations s ed for any s ne of the ex s influence z he bottom ed ndations can ons. While t he scope of t pth of excav e encountere zed to contr ter flow, or w onditions sho ned at that t t pansion ■ Fort No. 2012503 able ns for the pment. Exc ble caving co selected) ma oval. Consid t documents he proposed ased solely ontractor sho f different su s should be tions. und facilities , such featu facilities are ed prior to ba s below the b s at least 8 r-excavation ations prese s that are ex should be ex horing or un xisting found zone is defin dge of the e result in los he evaluatio this study, w vation and s ed in excava rol water wit where excava ould be evalu time by the t Collins, Colo 35 proposed c avations int onditions, pa ay require the deration sho for the proje d excavation on the ma ould verify th ubsurface co evaluated to s vaults, bas ures could b encountere ackfill placem bottom of fou inches per n should be b ented in this r xposed durin xamined and nderpinning. dations with ed as the ar existing found ss of suppor on of existing we can perfor seasonal con tions on the thin excavat ations penet uated during contractors’ orado construction to the on-sit articularly wh e rock bits to ould be given ect. ns may vary aterials enc hat similar co onditions are o determine sements, an be encounte ed, such feat ment and/or c undation ele foot of over backfilled to report. ng the excav d evaluated Excavation hout prior e rea below a dation. Exc rt, and can c g foundations rm these tas nditions, sur e site. It is a tions. Well rate groundw g the excava ’ Competent can be ac te soils will hen approac o advance th n to obtainin significantly countered in onditions exi e encountere any excavat nd utilities w ered during tures should construction. evation shoul r-excavation the footing vation of the by the geote ns should no evaluation by line projecte cavations wit create settle s and the de sks as a sepa rface water anticipated th points may water to a sig ation process t Person. S ccomplished encounter hing groundw he excavation ng a unit pric y across the n widely sp st throughou ed at the tim tion modifica was not obse construction be removed . ld extend lat depth below base elevat existing fill echnical eng ot extend int y a geotech ed down at a thin the influ ment or failu esign of a sh arate study. infiltration a hat pumping y be require gnificant dep s and the sta Slope inclina 8 with weak water n and ce for e site. paced ut the me of ations erved n. If d and terally w the ion in or for gineer to the hnical a 1(h) uence ure of horing and/or from ed for pth. ability ations excavation, a e of any over t of excavatio materials co to re-vege ns. All expos compaction. the placeme ll, and to pro ering Report w House Exp racon Project rceful ■ Relia or system is nimum of 12 y placed eng te storage ta eet of engine y be suppo d, and recom may also b should be onstruction. ction recom ated phases nts recomme engineered ated by Ter of over-ex de stabilizati construction ation ill, strip and and any oth r-excavation on below the onsisting of v etate landsc sed surfaces ent of fills, th ovide for a re t pansion ■ Fort No. 2012503 able considered 2 inches of gineered fill. ank may be s eered fill. orted on site mpacted in e supported thoroughly mendations s of the pro endations fo fills on the racon on a xcavation o ion, foundat of the proje remove exis her deleterio should also e bottom of t vegetation a caped areas s should be f he site shou elatively unifo t Collins, Colo 35 suitable for scarified, m supported on e soils prov accordance d on newly p proof-rolled for foundat oject are pre r site prepar e project. A full-time bas operations, tion bearing ct. sting vegetat us materials extend later he foundatio and organic m s or expose free of moun uld be grade orm thicknes orado the propose oisture cond n spread foo vided the up e with the 4. placed engi with a fully tion systems esented in ration, excav All earthwork sis. The eva testing of soils and o ion, paveme s from the p rally an addi ons. materials sh ed slopes a nds and dep ed to create ss of fill bene ed brew hou ditioned, and oting foundat pper 12 inc .2 Earthwor neered fill. y loaded wa s, floor syst subsequent vation, subg k on the pr aluation of e engineered other geotec ents, the reco proposed co tional distan hould be was after compl ressions wh e a relatively eath propose use provided d compacte ions bearing ches is scar rk section o Additionally ater truck pr tems, pavem sections o grade prepar roject shoul earthwork sh d fills, subg chnical cond ommended d onstruction a nce of 8 inche sted from the etion of gra ich could pre y level surfa ed structures 7 d it is d on- g on a rified, of this y, the ior to ments f this ration ld be hould grade itions depth areas. es for e site ading event ace to s. f the propos er foundation ad footing or on should be he over-exca e bottom of of at least 1 r-excavation M TriAx® TX on. We reco or recycled be placed wi of the propo hould be pla pacted to at w house add on newly pla d brew hous a relatively u cluding those fill for develo ering Report w House Exp racon Project rceful ■ Relia thods may b or dewaterin Pond Cons rilled in the a within this tes nd gravel e ying the wel eet. Furthe cope of servi Considerat ssels may be oundation se oundation so tions on eng ed slab. As n system bott r reinforced m e performed avation shou the propose 2 inches, m is properly X140 or eng ommend bac concrete ba ithin the com osed founda aced in 6 to t least 98 pe dition may b ced enginee se will be a uniform dept e removed d opment of th t pansion ■ Fort No. 2012503 able be required ng and stabil siderations area of the st boring con extending to l graded san r recommen ces and the tions e supported ettlements ca oils, we reco ineered fill th s an alternativ toming in be mat foundat in a mass o uld extend 8 ed pads. Th oisture cond y prepared, gineered app ckfilling the o ase course t mpacted ba tions. The 8 inch lifts, m ercent of the be supported ered fill. As net import. h of importe during over- he brew hous t Collins, Colo 35 as excavati ization meth s proposed de nsisted of ap o a depth of nd stratum a ndations reg e information on spread f aused by co ommend co hat extends t ve, the ferm drock. ion system i over-excavat inches outs e base of th ditioned and we recomm proved equiv over-excava to the desir se course m aggregate b moisture con e maximum d on spread previously n According ed fill soils be -excavation se addition. orado ions approa hods are pre etention pon pproximately f about 9 fe and extende garding the d n gathered d footing or re omparatively onstructing s to a depth of entation ves is selected b tion below th side of the p he over-exca d compacted mend placin valent) over ation with CD red grades. materials at base course nditioned ne dry unit wei footing fou noted, we un gly, we reco eneath the p below the fe ach the level esented in th nd improvem y 3 feet of si eet. Siltsto ed to the ma design of the uring our stu einforced ma y heavy foun shallow foot f at least sev ssels can be by the projec he entire fou pad envelope avation shou d in-place. O ng a single r the entire b DOT Class 6 A second a depth of e placed as ear optimum ight as dete ndations be nderstand tha ommend gra proposed str fermentation l of groundw his report. ments at the ilty clay ove one bedrock aximum dep e detention udy is to be at foundation ndation loads ing or reinfo ven (7) feet b constructed ct team, the undation and e for every 1 uld be scarifi Once the ba layer of ge base of the 6 aggregate layer of ge 1-foot below s over-excav moisture co rmined by A earing on ex at the area o ading the ar ructures. On vessels, ca 6 water. e site. rlying k was pth of pond used ns. To s and orced below d on a over- d slab 1-foot ied to ase of eogrid over- base eogrid w the vation ontent ASTM xisting of the ea to n-site an be ously noted, orings drilled ced under the ommended o fill in that ar n the area o n-situ dry de ort the impo for the supp ned, and re red fills in ac Shallow Gro ously stated site grades ering Report w House Exp racon Project rceful ■ Relia represent g e of other tim ying seasona uctuations o ot evident at uction or at cated on the d when deve ndwater leve ch a plan wo undwater lev ENDATIO cal Conside ce conditions on from a ction recom cal condition ts, and othe l existing un d at the site. e observatio over-excavat rea. We un of the brew ensities, and orted fill and port of site p compacted ccordance w oundwater d, groundwa in the area o t pansion ■ Fort No. 2012503 able groundwater mes or at ot al and weath occur due to the time the other times e boring log eloping the d els can best ould include vels over a su ONS FOR erations s encounter geotechnica mmendations ns that coul r site improv documented . We do not on of a geote tion of the fe nderstand th house add moisture co d/or lightly lo pavements prior to the ith the recom r ater was m of the propo t Collins, Colo 35 conditions ther location her condition seasonal v e borings w in the life o g. The poss design and c be determin installation o ufficient perio R DESIGN ed in the bo al point of v s described d impact de vements. d fill was enc t possess an echnical eng ermentation at a net imp ition. Base ontents, it is oaded found provided the e constructi mmendation measured at osed fermen orado at the time ns. Groundw ns, and other variations in were perform of the structu sibility of gr construction ned by imple of groundwat od of time. N AND CO orings, the s view provid in this rep esign and c countered to ny informati gineer. vessel foun port will be ed upon the our opinion dations. Ad e upper 12- on of pave s presented depths as tation vesse of the field water levels r factors. the amount med. Therefo ures may be roundwater plans for th ementation o ter piezomet ONSTRUC site appears ded certain port are foll construction o depths up on regarding dation soils required to field penet the existing dditionally, t -inches is sc ements or th d herein. shallow as els. Constru exploration can be expe of rainfall, r ore, groundw e higher or level fluctua e project. of a groundw ters, and pe CTION s suitable fo precautions owed. We of the prop to about 5½ g whether th will eliminat achieve pla tration resist g fill may be he existing carified, moi he placeme s 8½ feet b uction dewat 5 , and ected runoff water lower ations water riodic or the s and have posed ½ feet he fill te the anned tance used fill is isture ent of below tering ription oorly to well amounts of silt le with trace aystone Testing ults indicate wetted. Th pansive. Sa derate plastic m non-plastic ter observed w dition, delaye els observed Depth t while Not e t pansion ■ Fort No. 2012503 able Approxim of t Maximum that the ov e siltstone b amples of s city with liqu c to 17. Lab while drilling ed groundwa d in the bore o groundwat e drilling, ft. 7 9 7 7 7 6 7 2 5 encountered 6 t Collins, Colo 35 mate depth to stratum (feet 14 to 17 feet m depth explor feet) verburden sa bedrock is a ite soils and id limits rang boratory test and after c ater levels w eholes are no ter Depth 1 day orado o bottom t) Co red (34.3 and, silt, an also conside d bedrock s ging from no t results are completion fo were also ob oted on the a to groundwa after drilling 8.5 8.6 - - - - - - - - - onsistency/d Loose to Medium har nd clay soils ered to hav selected for on-plastic to e presented or the prese btained in tw attached bor ater g, ft. gro af density/hardn very dense rd to very hard s exhibited ve low expa plasticity te o 35 and plas in Appendix ence and lev wo of the bo ring logs, an Elevation of undwater 1 d fter drilling, f 4937.1 4937.8 - - - - - - - - - 4 ness d slight nsive esting sticity x B of vel of rings. nd are f day ft. rceful ■ Relia ading on and Des ents er y FACE CO bsurface P encountered endix A of th ation of chan on the resul llows: ription layer (Boring and 11) base course 5 ,6 and 7) ng primarily of unts of silt and graded sand 5, 6, and 10) silt, silty sand, lay t pansion ■ Fort No. 2012503 able Estimated d On-site On-site scription The propos located at 8 The existin property wi to the west located in th The ground currently c landscaping Grading pla from the e towards the ONDITION rofile d at each bo his report. S nges in soil lts of the bo Approxim of 5 i 6 f d 1 t Collins, Colo 35 design equiva e standard du e heavy duty sed expansio 800 East Linc ng Odell Bre th paved acc t of the existi he southeast d surface in covered with g, and natura ans provided existing build e southeast co NS oring locatio Stratification types; in-sit orings, subsu mate depth to stratum (feet nches to 2 fee 6 to 8 inches 1½ to 5½ feet 3 to 7 feet orado Descripti alent single-ax uty pavements pavements (d Descripti n to the Ode coln Avenue in ewing Co. bu cess drive lan ing building. portion of the the area of h asphalt p l grasses and indicate the ding with ov orner of the p n are indica boundaries tu, the trans urface cond o bottom t) Co et M ion xle loads (ES s (parking): drive lanes): on ell Brewing Co n Fort Collins uilding curren nes and parki An existing e property. f the propos avement, co d weeds. site slopes g verall site d property. ated on the on the borin sition betwee itions on the onsistency/d Medium st Medium stiff to to mediu SAL’s): 11,0 30,0 ompany facili , Colorado. ntly occupies ing areas loc detention are sed expansio oncrete flatw gently down a drainage dire individual b ng logs repre en materials e project site density/hardn - - tiff to very stiff o very stiff / lo um dense 3 000 000 ity is s the cated ea is on is work, away ected boring esent s may e can ness f ose Brew house Colum Walls – Slabs – Fermentatio Interio Exterio Yeast liquid Total d We anticipa excavation and cuts on proposed n feet are exp No below-g proposed e t Collins, Colo 35 e Boring Loca stand the pro entation vess well as a bre e tank to the project will ve on the so parking area sed fermenta crete column eck. The pro side of the ex uilding with n pported on 4 ndations. ate the propo nt site grades g building. e addition: mns – 50 kips – 2 klf – 125 psf (as on vessels: r columns – 2 or columns – d waste tank: dead load – 1 ate cuts of up of the ferm n the order o orthern parki pected in the grade basem expansion pro orado Descripti ation Diagram oposed expa sels on the w w house and e east side o also include utheast portio s north of the ation vessels ns and pilas oposed brew xisting buildin no basement steel legs su osed building s and will mat ssumed) 200 kips 150 kips 50 kips p to 7 feet ma mentation ves of 5 feet may ng. Addition area of the p ment areas oject. ion m (Exhibit A-2 nsion will inc western portio tap room add of the existin e construction on of the pro e existing build will be supp sters support house and ta ng will be a si . The yeast upported on g additions w tch finished f ay be required ssels foundat be required nally, fills on t roposed brew are planned in Appendix A clude a grou on of the exis dition and a y ng building. n of new pa operty along ding. ported on cas ting an elev ap room addit ingle-story, pa liquid waste individual sp ill be constru floor elevation d during the o tion construc in the area o the order of 3 w house addit as part of 2 A) up of sting yeast The aved with st-in- vated tions artial tank pread ucted ns of over- ction, f the 3 to 4 tion. f the ade floor sys on a mini on-site soils are conside eered fill be ed granular mentation ve d in this repo oper site pre be on the o mated movem of movemen nderlying sup the 4.2.7 Gr ement. ernational Bu oring of the design subg ld be used d that detai d in its entire titled GENE t pansion ■ Fort No. 2012503 able stem may b mum of 12 , or on newly ered suitable neath the br fills needed essel founda ort. eparation an rder of abou ment. t of foundatio pporting soil rading and D uilding Code, e constructio grade suppo in conjunct ls were not ety for a co ERAL COMM t Collins, Colo 35 be used for 2-inches of y placed eng e for backfil rew house a d to balance ations. Reco d any neces ut 1 inch and ons, floor sla ls. Therefore Drainage se , Table 1613 on operation ort. tion with the included or omprehensiv MENTS sho orado the brew ho f scarified, gineered fill. l against fou addition, pav e the site s ommendatio ssary subgra d differentia abs, paveme e, it is impe ection of this 3.5.2 IBC sei ns discusse e entire rep r fully develo ve understan ould be read ouse additio moisture c undations an vements, an should be u ons for granu ade repair, to l movement ents, etc. will erative the r s report be fo smic site cla ed herein w port for desi oped in this nding of the d for an und ons provided conditioned, nd walls, an d for genera sed beneath ular importe otal moveme t about ½ to l be related t recommenda ollowed to re assification fo will be critic ign purpose section, an items conta erstanding o i d it is and nd for al site h the ed fills ent is ¾ of to the ations educe or this cal in es. It d the ained of the eneath propo ermentation earing on en he proposed The brew hou n existing on The yeast liq earing on a m Groundwater n the area tabilization m Site pavemen onditioned, a ering Report w House Exp racon Project rceful ■ Relia UMMARY tigation has East Linco Exhibits A-3 to depths of his report s , brew house ommendation ormed in the ation obtaine . However, d: ocumented he proposed grades. We grades. Bas d in-situ dry xisting fill is areas should osed structu vessels ma ngineered fill slab, or on a use addition n-site soils or quid waste s minimum of t was encoun of the ferm may be requi nts may be and recompa t pansion ■ Fort No. 2012503 able been perfor oln Avenue through A-1 approximate specifically a e addition, y ns for the sto ese areas ar ed from our s the following fill was enc d additions t understand sed upon the densities m acceptable d be graded res. ay be suppor that extends a drilled pier may be sup r on newly pl storage tank two (2) feet o ntered at dep mentation ve red to compl constructed acted on-site t Collins, Colo 35 rmed for the in Fort Co 3 and design ely 10.5 to 34 addresses t yeast liquid w orm water re re for inform subsurface e g geotechnic countered in to depths ra that the pro e field penet easured on for support to create a rted on spre s to a depth foundations ported on sh aced engine k may be s of engineere pths as shall essels. Ac lete the over d on a minim soils, or on orado proposed B ollins, Colora nated as Bo 4.3 feet belo the recomm waste tank, n etention feat mational purp exploration, t cal considera n our test b anging from oject will req tration resist samples co of the impo relatively un ead footing o of at least s system botto hallow sprea eered fill. supported on ed fill. low as 8½ fe ccordingly, c r-excavation. mum of 12- newly placed Brew House ado. Eleve ring No. 1 th ow the existin mendations f new parking ture are outs poses and w the site can ations were borings perfo about 1½ t quire a net i tance values ollected from orted fill mat niform depth or reinforced even (7) fee oming in bed ad footing fou n spread foo eet below ex construction . -inches of sc d engineered Expansion en (11) bor hrough Borin ng pavemen for the prop areas, and side our sco will be utilize be develope identified an ormed within to 5½ feet b mport to ac s, in-situ mo m our borings erials. Prop of imported d mat founda et below the t drock. undations be oting founda xisting site gr dewatering carified, mo d fill. i to be rings, g No. nt and posed drive ope of ed by ed for nd will n the below chieve isture s, we posed soils ations top of earing ations rades g and isture