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Home My WebLink AboutTHE SUMMIT ON COLLEGE PARKING GARAGE - MJA/FDP - FDP130056 - SUBMITTAL DOCUMENTS - ROUND 1 - GEOTECHNICAL (SOILS) REPORTGGeoteechniical E Par Engin rking Gar Capsto neer rage at Th 1721 F Terra one Deve Terr ring R he Summ 1 Choice Fort Colli O acon Projec lopment P Birmingh racon Con Fort Coll Repo mit on Coll Center D ns, Color ctober 29, 2 ct No. 20135 Prepared Partners, am, Alaba Prepared nsultants, ins, Color ort lege Drive rado 2013 5039 d for: LLC ama d by: Inc. rado TABLE OF CONTENTS Page EXECUTIVE SUMMARY ............................................................................................................... i 1.0 INTRODUCTION ............................................................................................................... 1 2.0 PROJECT INFORMATION ............................................................................................... 2 2.1 Project Description ................................................................................................ 2 2.2 Site Location and Description ................................................................................ 2 3.0 SUBSURFACE CONDITIONS .......................................................................................... 2 3.1 Typical Subsurface Profile ..................................................................................... 2 3.2 Laboratory Testing ................................................................................................ 3 3.3 Groundwater .......................................................................................................... 3 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ....................................... 4 4.1 Geotechnical Considerations................................................................................. 4 4.1.1 Existing Fill ................................................................................................. 4 4.1.2 Shallow Groundwater ................................................................................ 4 4.1.3 Expansive Soils ......................................................................................... 5 4.2 Earthwork .............................................................................................................. 5 4.2.1 Site Preparation .......................................................................................... 5 4.2.2 Demolition .................................................................................................. 6 4.2.3 Excavation .................................................................................................. 6 4.2.4 Subgrade Preparation ................................................................................. 7 4.2.5 Fill Materials and Placement ....................................................................... 7 4.2.6 Compaction Requirements ......................................................................... 8 4.2.7 Utility Trench Backfill ................................................................................... 8 4.2.8 Grading and Drainage ................................................................................ 9 4.2.9 Exterior Slab Design and Construction ...................................................... 10 4.3 Foundations ......................................................................................................... 10 4.3.1 Drilled Piers Bottomed in Bedrock - Design Recommendations .............. 10 4.3.2 Drilled Piers Bottomed in Bedrock - Construction Considerations ........... 11 4.4 Seismic Considerations ....................................................................................... 12 4.5 Floor Systems ..................................................................................................... 12 4.5.1 Floor System - Design Recommendations .............................................. 12 4.5.2 Floor Systems - Construction Considerations .......................................... 13 4.6 Pavements .......................................................................................................... 13 4.6.1 Pavements – Subgrade Preparation ........................................................ 14 4.6.2 Pavements – Thickness Recommendations ............................................ 14 4.6.3 Pavements – Construction Considerations .............................................. 15 4.6.4 Pavements – Maintenance ...................................................................... 15 5.0 GENERAL COMMENTS ................................................................................................. 16 TABLE OF CONTENTS (continued) Appendix A – FIELD EXPLORATION Exhibit A-1 Site Location Map Exhibit A-2 Boring Location Plan Exhibit A-3 Field Exploration Description Exhibits A-4 to A-6 Boring Logs Appendix B – LABORATORY TESTING Exhibit B-1 Laboratory Testing Description Exhibit B-2 Atterberg Limits Test Results Exhibit B-3 Grain-size Distribution Test Results Exhibit B-4 Unconfined Compressive Strength Test Results Exhibit B-5 Water-soluble Sulfate Test Results Appendix C – SUPPORTING DOCUMENTS Exhibit C-1 General Notes 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 Parking G October 2 Respons EXECU A geotec on Colleg borings, 3, were specifical in these a Based on the propo need to b  E a te p th co  W sy d  W fu re p p  T la co  T si  C a re This sum should b nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour UTIVE SU chnical invest ge to be con presented as performed to lly addresses areas are for n the informa osed project be considere Existing fill wa bout 1 to 4 f esting during arking lot oc he field dens ontent were We recomme ystem botto Geotechn Parking G October 2 Respons report m herein. T report lim nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour ust be read The section mitations. ering Report e Summit on C rracon Projec rceful ■ Relia d in its entire titled GENE t College ■ For ct No. 201350 able ety for a co ERAL COMM rt Collins, Colo 039 omprehensiv MENTS sho orado ve understan ould be read nding of the d for an und items conta erstanding o ii ained of the Responsive ■ Resourceful ■ Reliable 1 GEOTECHNICAL ENGINEERING REPORT Parking Garage at The Summit on College 1721 Choice Center Drive Fort Collins, Colorado Terracon Project No. 20135039 October 29, 2013 1.0 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the proposed parking garage at The Summit on College to be located at 1721 Choice Center Drive in Fort Collins, Colorado. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:  subsurface soil and bedrock conditions  seismic considerations  groundwater conditions  pavement construction  grading and drainage  earthwork  foundation design and construction Our geotechnical engineering scope of work for this project included the initial site visit, the advancement of three (3) test borings to depths of approximately 30 feet below existing site grades, laboratory testing for soil engineering properties and engineering analyses to provide geotechnical design and construction recommendations for foundations, garage pavements, and other parking garage site development elements. Logs of the borings along with a Boring Location Plan (Exhibit A-2) are included in Appendix A. The results of the laboratory testing performed on soil and bedrock samples obtained from the site during the field exploration are included in Appendix B. Previously, Terracon prepared a Geotechnical Engineering Report (Project No. 200850913; report dated March 14, 2008) for the existing student housing/retail development currently occupying the site. Our previous geotechnical study included completion of several borings in the area of the existing parking lot. The borings completed as part of this study were performed to supplement the previous data and geotechnical information from this previous study. Terracon also provided construction materials testing and observation services (Project No. 20111062) during site development and construction of the existing student housing/retail development. Geotechn Parking G October 2 Respons 2.0 P 2.1 P Site layo Structur Building Maximu Grading Below-g 2.2 S Location Existing Current Existing 3.0 S 3.1 T Specific logs incl nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour PROJECT Project Des Item out res g constructio m loads g grade areas Site Locatio Item n g improveme ground cove g topography SUBSUR Typical Sub conditions e luded in Ap ering Report e Summit on C rracon Projec rceful ■ Relia T INFORM scription on on and Des ents er y RFACE C bsurface P encountered ppendix A. t Geotechn Parking G October 2 Respons approxim gradual. generaliz M L Fill mate with v Sa S 3.2 L Geotech expansiv compres selected ranging f Results o be speci designed Section 3 3.3 G The bore groundwa observed Borin nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour mate location Based on t zed as follow Material Desc Landscaping erials consistin varying amoun Lean to fat c and with silt an Sandstone be Laboratory nical data f ve at in-situ m sive strengt for plasticity from 37 to 55 of water-solu ified for all d for low sulf 318, Chapte Groundwat eholes were ater. In add d in the boreh ng Number 1 2 3 Geotechn Parking G October 2 Respons These ob may not to fluctua Groundw Spring C were per of the pa possibilit and cons Fluctuatio monitorin measure 4.0 R 4.1 G Based o proposed design a identified parking g 4.1.1 E As previo drilled at and cons parking g indicate t If the foo lot, the ne typically elements footprint compacti 4.1.2 S As previo below ex nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour bservations be indicative ate with vary water level fl Creek, amou rformed. Th arking garag y of groundw struction plan ons in groun ng plan. Suc ment of grou RECOMM Geotechnic n subsurfac d constructio and constru d geotechnic Geotechn Parking G October 2 Respons our prev services least 3 fe levels. I levels in 4.1.3 E Laborato clayey fil opinion t loss of m This rep expansio the struc other dam the site moveme risk of m imperativ report be 4.2 E The follo and plac observed include preparati construct 4.2.1 S Prior to p from the lot. We preparati Stripped areas or site shou relatively nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour vious study provided du eet between t is also pos the Spring C Expansive S ory testing d l materials a hese materi moisture. port provides on. Howeve ctures, pave mage such a results in ex nt and distre movement if Geotechn Parking G October 2 Respons 4.2.2 D Demolitio garage fo construct pavemen Consider uniformly size of 2- 4.2.3 E Following accompli The soils solely on should ve subsurfac evaluated Although was not construct removed Dependin groundwa sumps m The subg of the so flatter tha be made maintain shored in excavatio As a safe distance protected nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour Demolition on of the exi oundation el tion area. nts should be ration could y blended wi -inches and b Excavation g demolition shed with co s to be excav n the materia erify that sim ce conditions d to determin evidence of observed d tion. If une Geotechn Parking G October 2 Respons 4.2.4 S After com islands, condition determin If pocket excavatio establish fill. After the the pave with the r The stab other fac drying. may be surface s also be u 4.2.5 F The on-s as fill ma as define procedur noted th compact Imported nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour Subgrade P mpletion of the top 8 ned, and re ed by ASTM s of soft, loo ons below hed by over- bottom of t ement subgr recommenda bility of the s ctors. If uns Alternatively used, or cr soil until a s used to redu Fill Material ite soils or a aterial. The s ed by a field res, can be r at on-site s ion criteria. d soils (if req Grad Geotechn Parking G October 2 Respons Maxi 1. Mea dete surch 4.2.6 C Engineer procedur Fill lift th Minimum Moisture Moisture (sand) 1. We r Shou have until 2. Spec to be 3. Mois these wetti 4.2.7 U All trenc including All under couplings in founda that utility backfilled nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour Soil Pro Liquid Plastic mum Expan sured on a sa rmined by AS harge and su Compaction red fill shou res that will p Ite hickness m compactio e content co e content co recommend e uld the results e not been me the specified cifically, mois e achieved wi sture conditio e materials c Geotechn Parking G October 2 Respons cohesive through t Utility tre penetrate flow throu effective The plug optimum compacte It is stron compacti 4.2.8 G All grade garage a proposed construct Water pe construct report. A relied up the fill an Exposed beyond t and/or ar of the bu free of al of the pr final gra achieved Flatwork practical addition, of flatwo structure infiltration Planters mains an nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour fill in non-p the trench ba enches are a e beneath th ugh the tren clay “trench g material sh water conte ed in accord ngly recomm ion testing of Grading and es must be and existing d project. I Geotechn Parking G October 2 Respons Low-volu should d feet thro have the appropria 4.2.9 E Exterior s the site s Potential  M  C  U a  P 4.3 F We reco bottomed garage a 4.3.1 D Minimu Minimu Minimu Maximu Allowab Void thi 1. D Piers sho pier diam diameter capacity Capacity action an nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour ume, drip sty ischarge on ugh the use e roof drains ate outfall. Exterior Sla slabs on-gra soils will like movement Minimizing m Controlling m Using design nd adjoining Placing contr Foundation mmend con d in bedroc and related s Drilled Pier m pier length Geotechn Parking G October 2 Respons To satisfy lateral loa LPILE s Unit we Average Average Coeffic Strain,  1. F gr 4.3.2 D Drilling to majority o layers. I required Groundw should b be place bottom-d concrete raveling, Casing s concrete Pier conc tremie. P We reco bearing s bearing s should o Free-fall striking t nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour y forces in th ad criteria: soil type1 eight (pcf) e undrained e angle of in ient of subgr 50 (%) or purposes o round surface Drilled Pier o design de of the site; h In addition, to properly d water should e placed im ed in dry co dump hoppe segregatio foundation Geotechn Parking G October 2 Respons hopper, segregat 4.4 S 20 1. In ge 2. The dept requ max bedr explo explo more unlik 4.5 F A slab-o parking g to a dept compact 4.5.1 F Even wh possible moveme structura should be For struc subgrade compacte at least 1 Additiona  P fo nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour or an elep tion will be m Seismic Co Co 12 Internation eneral accord 2012 Interna th of 100 feet uired 100 foot imum depth o rock condition oration to dee oration. Alter e favorable se kely. Floor Syste n-grade (if garage build th of at least ion of subgra Geotechn Parking G October 2 Respons  C S lo  In w  F  A p fr is  T co co co s of  O S 4.5.2 F Moveme report w assume t occur sh potential due to o and/or b this repo 4.6 P Construc the exist landscap pavemen nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour Control joints Section 302. ocation and e nterior utility with the recom loor slabs sh A minimum 2 laced on the rames within solated from The use of a overed with overings, or onditions wa hould refer t f a vapor ret Other design Section 302.1 Floor Syste nts of slabs- Geotechn Parking G October 2 Respons 4.6.1 P On most Fills are this proje subgrade rainfall/sn construct at the tim pavemen repairs a condition paving. 4.6.2 P In areas of adjace for differe directly b existing p Where r approved Concrete from the followed. Longitud expansio based up material Aggregat specifica Transpor nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour Pavements project sites typically pla ect will be e may be d now melt. tion and cor me of pavem nt subgrade around parki ned and prop Pavements where new ent concrete ential movem below new p pavement an rigid paveme d mix design Prop Compressi Cemen Geotechn Parking G October 2 Respons concrete should b maximum Pavemen maintena and layo  Site g  The s surfa  Cons  Instal  Instal  Seal subg  Placi 4.6.3 P Openings surround subgrade islands w civil desi collect a connecte barriers p pavemen We antic with new scarifying fill in the pavemen 4.6.4 P Preventa managem maintena and glob priority w return on nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour meeting the be placed in m dry unit we nt performa ance, the civ ut of paveme grades shou subgrade an ce drainage; sider appropr ll pavement ll joint sealan all landsca rade soils; a ng compacte Geotechn Parking G October 2 Respons 5.0 G Terracon can be m in the de testing s construct The anal from the 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 Garage at The 29, 2013 ■ Te ive ■ Resour GENERAL n should be made regard esign and sp services dur tion phases lysis and rec borings per 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 e Summit on C APPENDIX A FIELD EXPLORATION SITE LOCATION MAP A-1 20135039 10/25/2013 EDB EDB JCG EDB Not to scale Project Manager: Drawn by: Checked by: Approved by: Project No. Scale: File Name: Date: Exhibit Project Site Parking Garage at The Summit on College 1721 Choice Center Drive 1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525 Fort Collins, Colorado PH. (970) 484-0359 FAX. (970) 484-0454 BORING LOCATION PLAN 1901 Sharp Point Drive, Suite C Fort Collins, Colorado 80525 A-2 PH. (970) 484-0359 FAX. (970) 484-0454 20135039 10/25/2013 EDB EDB JCG EDB 1” = 60’ Project Manager: Drawn by: Checked by: Approved by: Project No. Scale: File Name: Date: DIAGRAM IS FOR GENERAL LOCATION Exhibit ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES 0’ 30’ 60’ APPROXIMATE SCALE Approximate Boring Location 1 Parking Garage at The Summit on College 1721 Choice Center Drive Fort Collins, Colorado Approximate Location of Temporary Benchmark (Top of Finished Concrete for Transformer Pad – Assumed Elevation 100.0’) LEGEND 3 2 1 4 5 6 1 3 2 Geotechn Parking G October 2 Respons Field Ex The loca site plan ground s benchma The bori hollow-st by the fie outside Disturbed recorded the samp inches. T for stand recorded 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 several d borings w settleme nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour xploration ations of bor . The borin surface elev ark shown on ngs were d tem augers. eld engineer diameter sp d bulk samp d in a manne pler into the The number dard split-sp d as a stand d on the bor considered N automatic SP 0.3 2.0 14.0 19.0 29.3 LANDSCAPE MULCH - 3 inches FILL - LEAN CLAY, dark brown SANDY LEAN CLAY (CL), dark brown to brown, very soft to stiff WELL GRADED SAND WITH SILT AND GRAVEL, brown, medium dense SEDIMENTARY BEDROCK - SANDSTONE, olive to light brown, very hard Boring Terminated at 29.3 Feet .06 98.5 96.5 84.5 79.5 69.5 16 60 19 20 23 19 23 4-8 7-6 2-2 8-6-9 N=15 13-32-50/5" N=82/11" 50/6" N=50/6" 50/3" N=50/3" 105 37-20-17 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION DEPTH Latitude: 40.563519° Longitude: -105.078622° GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20135039.GPJ TERRACON2012.GDT 10/17/13 1721 Choice Center Drive Fort Collins, Colorado SITE: While drilling. 24-hour measurement. WATER LEVEL OBSERVATIONS PROJECT: Parking Garage at The Summit on College Page 1 of 1 Advancement Method: 4-inch hollow-stem augers Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado 0.7 4.0 5.0 8.0 12.0 17.0 29.3 VEGETATIVE LAYER - 8 inches FILL - LEAN CLAY, brown, medium stiff SANDY LEAN CLAY, brown, medium stiff POORLY GRADED SAND, brown SANDY FAT CLAY (CH), brown, stiff WELL GRADED SAND WITH SILT AND GRAVEL, brown, medium dense SEDIMENTARY BEDROCK - SANDSTONE, olive to light brown, hard to very hard Boring Terminated at 29.3 Feet 95 91.5 90.5 87.5 83.5 78.5 66.5 59 21 21 21 12 20 18 20 3-4 3-4 5-9 2-4-9 N=13 22-50/5" N=72/11" 50/6" N=50/6" 50/4" N=50/4" 104 102 101 55-25-30 See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION DEPTH Latitude: 40.563001° Longitude: -105.078673° GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20135039.GPJ TERRACON2012.GDT 10/17/13 1721 Choice Center Drive Fort Collins, Colorado SITE: While drilling. 24-hour measurement. WATER LEVEL OBSERVATIONS PROJECT: Parking Garage at The Summit 0.3 1.0 14.0 17.0 29.4 LANDSCAPE MULCH - 3 inches FILL - LEAN CLAY, dark brown SANDY LEAN CLAY, dark brown, medium stiff to stiff WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM), brown, medium dense SEDIMENTARY BEDROCK - SANDSTONE, olive rust to light brown, hard to very hard Boring Terminated at 29.4 Feet 97 96.5 83.5 80.5 68 10 18 18 25 12 22 20 23 5-6 5-6 4-5 11-12-8 N=20 12-28-41 N=69 44-50/2" N=94/8" 50/5" N=50/5" 107 104 98 NP See Exhibit A-2 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION DEPTH Latitude: 40.56293° Longitude: -105.078081° GRAPHIC LOG THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 20135039.GPJ TERRACON2012.GDT 10/17/13 1721 Choice Center Drive Fort Collins, Colorado SITE: While drilling. 24-hour measurement. WATER LEVEL OBSERVATIONS PROJECT: Parking Garage at The Summit on College Page 1 of 1 Advancement Method: 4-inch hollow-stem augers Abandonment Method: APPENDIX B LABORATORY TESTING Geotechn Parking G October 2 Respons Laborat The soil laborator descriptio determin Laborato tests are geotechn recomme locally ac Soil Clas general a nical Enginee Garage at The 29, 2013 ■ Te ive ■ Resour tory Testin and bedro ry for obse ons were re e engineerin ory tests wer presented o nical engine endations. T ccepted stan ssification S accordance w  Wate  Grai  Com ering Report e Summit on C rracon Projec rceful ■ Relia ng Descript ock samples rvation by eviewed and ng properties re conducte on the borin eering anal The laborato ndards. Soil ystem desc with the desc er content n-size distrib mpressive str t College ■ For ct No. 201350 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 2.0 9.0 14.0 Boring ID Depth Description SANDY LEAN CLAY SANDY FAT CLAY WELL-GRADED SAND with SILT and GRAVEL CL CH SW-SM Fines P L A S T I C I T Y I N D E X LIQUID LIMIT "U" Line "A" Line 37 55 NP 20 25 NP 17 30 NP 60 59 10 LL USCS 1 2 3 ATTERBERG LIMITS RESULTS ASTM D4318 1901 Sharp Point Drive, Suite C 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 6 16 20 30 40 50 1.5 6 200 810 34.4 10.5 14 LL PL PI %Silt %Clay 1 4 3/4 1/2 60 fine U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER NP NP 1.53 D100 Cc Cu SILT OR CLAY 4 D30 D10 %Gravel %Sand 3 WELL-GRADED SAND with SILT and GRAVEL(SW-SM) NP 3 37.5 3.631 0.622 14.0 52.07 GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine 3/8 3 100 3 2 140 COBBLES GRAVEL SAND USCS Classification 55.1 D60 coarse medium 14.0 Boring ID Depth Boring ID Depth GRAIN SIZE DISTRIBUTION UNCONFINED COMPRESSION STRENGTH OF COHESIVE SOIL ASTM D2166 NOTE: CONTROLLED STRAIN MACHINE ID / LOAD CELL ID WATER CONTENT, % 27.8 STRAIN AT FAILURE, % 15.0 DRY DENSITY, pcf 97.1 TIME TO FAILURE, minutes 7.5 VOID RATIO 0.74 RATE OF LOADING, %/min 2.0 SATURATION, % 102 SHEAR STRENGTH, psf 630 INITIAL DIAMETER, inch 2.36 INITIAL LENGTH, inch 5.21 LENGTH TO DIAMETER RATIO 2.20 SAMPLE TYPE UNDISTURBED SAMPLE DESCRIPTION BORING NO. 1 SAMPLE NO. DEPTH, feet 9.0 rms V01 12/20/08 Exhibit B-4 N:\Projects\2013\20135039\Working Files\Laboratory-Field Data-Boring Logs\[20135039 UC 1@9.xlsm]Report 20135039 10/11/2013 Sandy lean clay (CL) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX SPECIFIC GRAV. GeoJack1972 / 235166 COMPRESSIVE STRENGTH, psf 1260 2.70 ASSUMED 0 200 400 600 800 1000 1200 1400 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 UNCONFINED COMPRESSIVE STRENGTH, psf AXIAL STRAIN, % Exhibit B-5 APPENDIX C SUPPORTING DOCUMENTS Exhibit: C-1 Unconfined Compressive Strength Qu, (tsf) 0.25 to 0.50 1.00 to 2.00 > 4.00 less than 0.25 0.50 to 1.00 2.00 to 4.00 Non-plastic Low Medium High DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Hand Penetrometer Torvane Dynamic Cone Penetrometer Photo-Ionization Detector Organic Vapor Analyzer SAMPLING WATER LEVEL FIELD TESTS (HP) (T) (DCP) (PID) (OVA) GENERAL NOTES 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) Particle Size < 5 5 - 12 > 12 Percent of Dry Weight Descriptive Term(s) of other constituents RELATIVE PROPORTIONS OF FINES 0 1 - 10 11 - 30 > 30 Plasticity Index Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Percent of Dry Weight Major Component of Sample 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. Trace With Modifier RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Trace With Modifier DESCRIPTIVE SOIL CLASSIFICATION Boulders Cobbles Gravel Sand Silt or Clay Descriptive Term(s) of other constituents < 15 15 - 29 > 30 Term PLASTICITY DESCRIPTION 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. Water Level After a Specified Period of Time Water Level After a Specified Period of Time Water Initially Encountered Modified Dames & Moore Ring Sampler Standard Penetration Test 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. STRENGTH TERMS BEDROCK Loose Medium Dense Dense 0 - 3 4 - 9 10 - 29 30 - 50 7 - 18 19 - 58 Very Soft Soft Medium-Stiff Stiff Very Stiff Standard Penetration or N-Value Blows/Ft. 2 - 4 4 - 8 8 - 15 < 3 5 - 9 19 - 42 > 42 30 - 49 50 - 89 20 - 29 Medium Hard Very Dense RELATIVE DENSITY OF COARSE-GRAINED SOILS Descriptive Term (Density) Very Loose > 50 Ring Sampler Blows/Ft. 0 - 6 59 - 98 > 99 Descriptive Term (Consistency) Hard 0 - 1 Ring Sampler Blows/Ft. 3 - 4 10 - 18 Ring Sampler Blows/Ft. < 30 90 - 119 Standard Penetration or N-Value Blows/Ft. Descriptive Term (Consistency) Weathered Firm Very Hard CONSISTENCY OF FINE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance Standard Penetration or N-Value Blows/Ft. _ 15 - 30 > 30 > 119 < 20 30 - 49 50 - 79 >79 Hard ASTM D422 1901 Sharp Point Drive, Suite C Fort Collins, Colorado PROJECT NUMBER: 20135039 PROJECT: Parking Garage at The Summit on College SITE: 1721 Choice Center Drive Fort Collins, Colorado CLIENT: Capstone Development Partners, LLC Birmingham, Alabama EXHIBIT: B-3 LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20135039.GPJ TERRACON2012.GDT 10/17/13 Fort Collins, Colorado PROJECT NUMBER: 20135039 PROJECT: Parking Garage at The Summit on College SITE: 1721 Choice Center Drive Fort Collins, Colorado CLIENT: Capstone Development Partners, LLC Birmingham, Alabama EXHIBIT: B-2 LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20135039.GPJ TERRACON2012.GDT 10/17/13 CL-ML the project d an applica s of the subs d on selecte ng logs and yses, and ory tests we l samples we ribed in App cription of ro bution rength rt Collins, Colo 039 during the t geotechnic able laborat surface mate ed soil and in this appe the develo re performe ere classifie pendix C. R ck properties    orado field explor cal enginee tory testing erials. bedrock sam ndix. The te opment of ed in genera ed in general Rock sample s presented  Plasti  Dry d  Wate ration were er. At that program wa mples. The est results w foundation l accordanc l accordance es were visu in Appendix icity index density er-soluble sul Exhib returned to t time, the as formulate e results of t were used fo and earth ce with applic e with the U ually classifi x C. lfate content bit B-1 o the field ed to these or the hwork cable nified ied in t Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20135039 Drill Rig: CME-55 Boring Started: 10/3/2013 BORING LOG NO. 3 CLIENT: Capstone Development Partners, LLC Birmingham, Alabama Driller: Terracon Consultants, Inc Boring Completed: 10/3/2013 Exhibit: A-6 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. SULFATES (%) ELEVATION (Ft.) PERCENT FINES WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 97.4 (Ft.) DEPTH (Ft.) 5 10 15 20 25 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI on College Page 1 of 1 Advancement Method: 4-inch hollow-stem augers Abandonment Method: Borings backfilled with soil cuttings upon completion. 1901 Sharp Point Drive, Suite C Fort Collins, Colorado Notes: Project No.: 20135039 Drill Rig: CME-55 Boring Started: 10/3/2013 BORING LOG NO. 2 CLIENT: Capstone Development Partners, LLC Birmingham, Alabama Driller: Terracon Consultants, Inc Boring Completed: 10/3/2013 Exhibit: A-5 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. SULFATES (%) ELEVATION (Ft.) PERCENT FINES WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 95.6 (Ft.) DEPTH (Ft.) 5 10 15 20 25 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Notes: Project No.: 20135039 Drill Rig: CME-55 Boring Started: 10/3/2013 BORING LOG NO. 1 CLIENT: Capstone Development Partners, LLC Birmingham, Alabama Driller: Terracon Consultants, Inc Boring Completed: 10/3/2013 Exhibit: A-4 See Exhibit A-3 for description of field procedures. See Appendix B for description of laboratory procedures and additional data (if any). See Appendix C for explanation of symbols and abbreviations. SULFATES (%) ELEVATION (Ft.) PERCENT FINES WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 98.6 (Ft.) DEPTH (Ft.) 5 10 15 20 25 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI A greater 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 days after d were backfill nt of the bac ering Report e Summit on C rracon Projec rceful ■ Relia Descriptio rings were b gs were loc vation was n Exhibit A-2 drilled with a During the r. Disturbed plit-spoon s ples were ob er similar to t e ground wi r of blows re poon sample dard penetr 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 urements we drilling. Afte ed with auge ckfill and/or p t College ■ For ct No. 201350 able on based upon cated in the surveyed a 2 using an e a CME-55 t e drilling ope d samples w sampler and btained from the standard th a 140-po equired to ad ers, final 12 ration resist 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 r subseque er cuttings a patch may o rt Collins, Colo 039 the propose field by mea at each bor engineer’s lev truck-mounte erations, litho were obtaine d a 3-inch auger cuttin d penetration ound hamme dvance the r 2 inches are ance 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 d in the bor nt groundwa and sand (if n occur and sh orado ed developm asuring from ring location vel. ed rotary d ologic logs o ed at selecte outside dia ngs. Penetra n test (SPT) er free-fallin ring-barrel s e recorded) (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 ings at the ater measu needed) and hould be repa ment shown m existing si n referencin rill rig with of the boring ed intervals ameter ring ation resista ). This test c ng through a sampler 12 in or the inte 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 time of site rements we d patched (if aired as soo Exhib on the prov te features. g the temp 4-inch diam gs were reco utilizing a 2 g-barrel sam ance values consists of d a distance o nches (18 in rval indicate count values 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 e exploration ere obtained f needed). S on as possib bit A-3 vided The porary meter, orded 2-inch mpler. were riving of 30 nches ed, is s are ounts ed on to the tween ethod. asing rope tation sandy erials il. In soils, . n and d, the Some ble. rracon Projec rceful ■ Relia L COMME retained to ing interpret pecifications ring grading of the projec commendati rformed at t 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 n reviews th t College ■ For ct No. 201350 able ENTS review the tation and im s. Terracon a , excavation ct. ions present he indicated 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 rt Collins, Colo 039 final design mplementatio also should n, foundatio ted in this re d locations a 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 n plans and on of our geo be retained on construct eport are ba and from ot 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 specificatio otechnical re d to provide tion and oth ased upon th her informat 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 ns so comm ecommenda observation her earth-re he data obta tion discuss 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 16 ments ations n and elated ained sed in ss the such ar, we ations n any ion or ut the to the hnical Site In the rt are dered of this Pavements s in pavem ding paveme e soils there with raised co ign for the nd discharg ed to the s preventing la nt structure. cipate the ex w pavement g the subgra ese areas. R nts in these a Pavements ative mainte ment progra ance consist bal maintena when implem n investment ering Report e Summit on C rracon Projec rceful ■ Relia ese requirem lifts not exc eight as dete nce is affec vil engineer ents: uld slope a m nd the pavem ; riate edge dr drainage sur nt and seal c ped areas i and ed, low perm – Constru ment, such ents. Wate eby degradin oncrete curb pavements ge excess w torm water ateral migrat xisting landsc ts. We rec ade, placing Recommend areas are pr – Mainten enance sho am in orde ts of both lo ance (e.g. s menting a pla t for paveme t College ■ For ct No. 201350 able ments is also ceeding 6 in ermined by A cted by its should con minimum of 2 ment surface rainage and rrounding ar cracks imme in, or adjac meability bac uction Con as landscap er collects i ng support bs, irrigated with these water from th collection s tion of water cape islands commend c fill (if neces dations for s resented in t nance ould be pla er to enha calized main surface seali anned pavem ents. rt Collins, Colo 039 o an accepta nches and c ASTM D698 surrounding nsider the fo 2 percent aw e have a min pavement u reas anticipa diately; ent to pave ckfill against sideration pe islands, in the islan of the pave foliage, and conditions s he islands. system or o r such as a s within the p completely r ssary), and c subgrade pr the 4.2 Earth anned and ance future ntenance (e ing). Preve ment mainten orado able alternat compacted t 8. gs. In addi ollowing reco way from the nimum 2 per nder drain s ated for frequ ements to re t the exterior s are source nds and mig ement. This low permea should inclu Examples other suitab cutoff wall in parking lot w removing ex constructing reparation a hwork sectio provided pavement .g. crack an entative mai nance progr tive. Aggreg to at least 9 ition to prov ommendatio e pavements rcent slope to ystems; uent wetting; educe moist r side of curb es for wate grates into s is especia ability near-s ude features of features ble outlet a nstalled to a will be remov xisting lands new concre nd fill place on of this re for an ong performanc nd joint seali ntenance is ram and pro gate base co 95 percent o viding preve ons in the de ; o promote p ture migratio b and gutter er infiltration the surroun ally applicab surface soils s to restrict are edge d and imperme a depth below ved and rep scape mate ete pavemen ement below port. going pave ce. Preve ng and patc s usually the vides the hig 15 ourse of the entive esign proper on to . n into nding le for s. The or to drains eable w the laced erials, nts to w new ement entive ching) e first ghest Entrained ai Concrete e should be d time the wa . inal and tra on/contractio pon the fina and doweled te base co tions for qu rtation (CDO ering Report e Summit on C rracon Projec rceful ■ Relia – Subgrad s, the site gr aced and co isolated aro disturbed d As a result rrective actio ment constru be thoroug ing garage perly compa – Thickne pavements pavements. ment, we re pavements. nd new repai ents are us n with the fol erties ve strength nt type r content (% aggregate deposited by ater is added ansverse join on and isola l pavement d where nec urse should uality and g OT) Class 5 t College ■ For ct No. 201350 able de Prepara rading is acc mpacted in ound new c ue to utility t, the pavem on will be re ction for sig hly evaluate foundation e acted to the ess Recom are necessa . To enhanc ecommend p It may be p ir pavements sed, portlan lowing minim ) y truck mixe d to the mix nts should b tion per AC geometry. cessary for lo d consist of radation. U or 6 specific rt Collins, Colo 039 ation complished r a uniform m construction y excavation ment subgra quired. The ns of disturb ed by Terrac elements. A recommend mendation ary, we reco ce performa placing at le prudent to in s to strengthe nd cement c mum propert AST rs or agitato x. Other spe be provided I 325. The Joints shou oad transfer f a blend o Use of mate cations is re orado relatively ea manner. Ho areas. As ns, construc ade may no subgrade s bance or ins con prior to All pavemen dations in thi ns ommend mat nce of pave east 6 inche nclude epox en the joints concrete sh rties: V 4,0 Type I o 5 TM C33 and ors and place ecifications o d as needed location an uld be seale r. of sand and erials meeti ecommended rly in the con owever, pave s constructio ction traffic, ot be suitab should be ca stability. We placement nt areas sho is report imm tching pavem ment repairs es of aggreg xy anchored s. hould be pr Value 000 psi or II cement 5 to 8 CDOT Sectio ed a maximu outlined by C d in concret nd extent of d to preven d gravel wh ng Colorado d for base c nstruction ph ement repai on proceeds , desiccatio ble for pave arefully evalu e recommen of new con ould be moi mediately pr ment thickne s and reduce gate base co dowels betw roduced from on 703 um of 90 min CDOT shou te pavement joints shou t entry of fo hich meets o Departme ourse. Rec 14 hase. rs for s, the n, or ement uated d the ncrete isture rior to esses e risk ourse ween m an nutes uld be ts for ld be oreign strict ent of ycled ill likely be that the othe hould the su excessive m over waterin roken utility rt be followe Pavements ction of the p ting portland pe islands a nt reconstruc ering Report e Summit on C rracon Projec rceful ■ Relia s should be 1R-37 8.3.1 extent of cra trench back mmendation hould not be 2-inch void s e floor slab. n partition w suspended vapor retar h wood, tile r when the arrant the us to ACI 302 f tarder. and constr 1R are recom ems - Cons -on-grade us reduced an er recomme ubsurface so movement c ng of landsc lines. The ed. proposed pa d cement c are abandon ction in these t College ■ For ct No. 201350 able e saw-cut in 2 (tooled co acking. kfill placed b ns presented e constructed space should Special fra walls to avo ceilings. rder should b e, carpet o slab will s se of a vapo for procedur uction cons mmended. struction C sing the reco nd tend to b ndations in t oils become causing unev caping, poo refore, it is arking garag concrete pav ned will also e areas are rt Collins, Colo 039 n slabs in a ontrol joints beneath slab d in the 4.2 d on frozen s d be constru ming details oid potential be considere or other mo upport equi or retarder, res and caut iderations, a Considerati ommendatio be more uni this report a wetted to s ven floor sla or drainage, imperative e will requir vements. N o be require presented in orado accordance are not rec bs should be Earthwork s subgrade. ucted below s should be distortion. ed beneath oisture sens ipment sens the slab de tions regard as outlined i ions ons discusse iform. The are followed. significant d abs and sev improperly that the rec re demolition New pavem ed. Recom n the followin with ACI D commended) e compacted section of th non-bearing provided at Partition w concrete sla sitive or im sitive to mo esigner and ing the use in the ACI D ed in previou estimates d Additional depths, whic vere cracking y functioning commendatio n and remov ments placed mmendations ng sections Design Manu ) to control d in accordan his report. g partition w doorjambs a walls should abs that will mpervious fl oisture. Wh slab contrac and placem Design Manu us sections o discussed a movement c ch could res g. This cou g drain syst ons present val of a porti d where ex s for repairs of this repor 13 ual, the nce walls and be l be loor hen ctor ment ual, of this above could sult in uld be tems, ted in ion of xisting s and rt. Floor Syste en bearing should the nt of about l floor shou e prepared a ctural desig e reaction of ed existing s 1 foot of non al floor slab d Positive sepa oundations, c ering Report e Summit on C rracon Projec rceful ■ Relia phant's trunk minimized, is onsideratio ode Used nal Building Co dance with the ational Buildin t for seismic s t soil profile d of about 29.4 f ns exist belo eper depths co rnatively, a ge eismic site cl ems necessary) ding. Subgra t 8 inches, m ade soils sh em - Design on properly subgrade 1 inch is pos uld be used. as described n of concre f 100 pound soils at the s -expansive, design and c arations and columns, or t College ■ For ct No. 201350 able k dischargin s recommend ons ode (IBC) 1 e 2012 Interna ng Code (IBC site classifica determination feet and this s ow the maxim ould be perfo eophysical ex ass. Howeve may be util ade soils be moisture con ould be mai n Recomm prepared so soils underg ssible. If the . If conven d in the 4.2 E ete slabs-on ds per cubic site. A mod imported gr construction d/or isolation utility lines t rt Collins, Colo 039 ng near the ded. ational Buildin C) requires a tion. The cur n. The boring seismic site c mum depth o rmed to confir xploration cou er, we believe lized for the eneath interio nditioned and ntained unti mendations oils, movem go an incre e owner can ntional slab-o Earthwork s n-grade subj c inch (pci) m ulus of 200 ranular fill. n recommend n joints shou to allow inde orado e bottom o Site ng Code, Tab site soil prof rrent scope re gs completed class definition of the subsu rm the condit uld be utilized e a higher se e interior flo or and exter d compacted l slab constr s ment of the s ease in moi nnot accept on-grade is section of th jected to po may be used pci may be dations are uld be provid ependent mo of the hole Classificatio C 2 ble 1613.5.2. file determina equested doe d for this proje n considers th urface explora ions below th in order to a eismic site cla oor system f rior slabs sh d. The mois ruction. slab-on-grad isture conte the risk of s utilized, the is report. oint loading d for floors used for floo as follows: ded betwee ovement. where con on ation extendi es not include ect extended hat similar soil ation. Addit e current dep attempt to just ass for this si for the prop hould be sca sture conten de floor syste ent. We esti slab moveme e subgrade s, a modulu supported o ors supporte n slabs and 12 ncrete ng a e the to a l and ional pth of tify a ite is posed arified nt and em is imate ent, a soils us of on re- ed on d all should be w to prevent crete should Pier concrete ommend the strata. This s surfaces mu bserve the b concrete pl he concrete ering Report e Summit on C rracon Projec rceful ■ Relia he horizonta Parameters shear streng ternal frictio rade reaction of LPILE analy e. s Bottome pth should b owever, spe caving soils drill the piers be removed mediately a onditions, a er, or an ele n will be m concrete qu withdrawn in infiltration o d have a rela e with slump sides of ea should be a ust be clean bearing surfa lacement in e on the side t College ■ For ct No. 201350 able al direction u gth (psf) on,  (degree n, k (pci)* ysis, assume a ed in Bedro be possible ecialized drill s and groun s prior to con d from each fter complet tremie shou ephant's trun minimized, i antities may n a slow co f water or ca atively high f p in the rang ach pier sh ccomplished ned prior to ace and sha piers will o es of the ho rt Collins, Colo 039 using LPILE, S wi es) 50 20 a groundwate ock - Cons with conven ing equipme dwater indic ncrete place pier hole pri tion of drillin uld be used nk discharg s recomme y exceed cal ontinuous m aving soils o fluidity when e of 5 to 7 in ould be me d by a rough concrete pla ft configurat only be acce ole or reinfo orado , piers may b Clay Stiff clay thout free water 120 700 N/A 00 - static 00 - cyclic 0.007 r depth of abo truction C ntional single ent may be re cate that tem ement. ior to concre ng and clean for concret ing near the ended. Due culated geo manner main or the creati n placed in c nches is reco echanically r hening tooth acement. A tion. eptable if pr rcing steel. be designed Sand and Gravel Sand (submerged) 125 N/A 35 60 N/A out 7 feet belo onsiderati e-flight powe equired for v mporary ste ete placeme ning. If pier te placemen e bottom of to potentia metric volum ntaining a s ion of voids cased pier ho ommended. roughened i h placed on A representa rovisions ar The use o d for the follo Sandsto Bedroc ) Sand 130 N/A 40 125 N/A ow existing ons er augers o very hard bed eel casing w nt. Pier con r concrete ca nt. The use f the hole w al sloughing mes. ufficient hea in pier conc oles or throu n the sands the auger. ative of Terr re taken to a of a bottom-d 11 owing one ck n the drock will be ncrete annot of a where g and ad of crete. ugh a stone Shaft racon avoid dump m pier diame m bedrock e um allowable ble skin fricti ickness (ben Drilled piers sh ould be con meters. A m rs should be of individua y reduction is nalyses are n ering Report e Summit on C rracon Projec rceful ■ Relia yle landscap n to paveme e of splash s discharge ab Design a ade, exterior ely experien could be red oisture incre moisture-dens ns which allo g structural e rol joints on r ns nstructing the ck. Design structural ele s Bottome D h eter embedment 1 e end-bearing ion (for porti neath grade b hould be emb sidered to w minimum pra e maintained al piers mu s a function necessary, c t College ■ For ct No. 201350 able ped irrigation nts or be ex blocks or do by solid pip and Constr r architectur ce some mo duced by: eases in the sity during p ow vertical elements; an relatively clo e proposed recommen ements are p ed in Bedro Description g pressure ion of pier em beams, betw edded into ha work in grou actical horiz d, and adjac st be reduc of pier spac capacity redu rt Collins, Colo 039 n should not xtended awa ownspout ex pe to storm ruction al features, ovement due backfill; placement of movement b nd ose centers. parking gar dations for presented in ock - Desig mbedded int ween piers) ard or very ha up action if t ontal clear s cent piers sh ced when c ing and the uction factor orado t be used ne ay from the xtensions. sewers or t and utilities e to the vol f the backfill; between the rage on a d foundations the followin gn Recomm o bedrock) ard bedrock m the horizonta spacing bet hould bear considering number of p rs can be pro ear the build structures a A preferred to a detentio s founded on ume change ; e exterior fe rilled pier fo s for the p ng paragraph mendation materials. al spacing is tween piers at the same the effects piers within a ovided for th ding. Roof d a minimum d alternative on pond or n, or in back e of the mat eatures oundation sy proposed pa hs. s Value 22 feet 18 inches 6 feet 35,000 psf 2,500 psf 4 inches s less than of at least e elevation. of group a a group. If g he analyses. 10 drains of 10 is to other kfill or terial. ystem arking three three The ction. group . tion. Lands ermitted to p tion) can re As a result, on if positive nd/or subgra ground (if a the perimete rea drains m uilding. Back ll constructio roposed par ding be pe d. and pavem should be allowances rk, particula e, care shou n of surface located adj nd spray hea ering Report e Summit on C rracon Projec rceful ■ Relia pavement ar ackfill. a common s he parking ga ches that co h plug” that e hould consis ent. The clay ance with re mended that f trench back d Drainage adjusted to pavements nfiltration of scape irrigati pond near or esult in sign any estimat e drainage i de. any) should er of the pro may be requi kfill against on debris to king garage rformed to ments will b used for pa in final grad rly if such m ld be taken water. jacent to str ads should t College ■ For ct No. 201350 able reas to redu source of wa arage should ould migrate extends at le st of clay co fill should be ecommendat t a represen kfill within bu e o provide ef s during con f water into ion adjacent r adjacent to nificantly hig tions of pote s not obtain be sloped a oposed buil red to facilita footings and reduce the e and prior to document be subject to ving and fla des should t movement wo that joints ructure (if a be located a rt Collins, Colo 039 uce the infilt ater infiltratio d be effectiv below the b east 5 feet o ompacted at e placed to c tions in this r ntative of Te uilding and p ffective drai nstruction an foundation t to foundati the perimet gher soil mo ential movem ed and main at a minimum ding, where ate drainage d exterior w possibility o o project co positive dra o post-cons atwork to pre take into co ould be critic are properly ny) should a minimum orado ration and c on and migr vely sealed t building. We out from the t a water co completely s report. erracon prov avement are nage away nd maintaine excavations ions should ter of the str ovements th ment descri ntained, and m of 10 perc e possible. e in unpaved walls should of moisture in ompletion, w ainage, as d struction mo event areas onsideration cal. Where y sealed an preferably b of 5 feet aw conveyance ration. All uti to restrict wa e recommen face of the ontent at or surround the vide full-time eas. from the p ed througho s must be p be minimize ructure (eithe han those d bed in this d water is al cent grade fo The use of d areas arou be properly nfiltration. A we recomme described a ovement. M s where wat post-constru paving or fl nd maintaine be self-cont way from the of surface w ility trenches ater intrusion d constructin building ext above the utility line an observation proposed pa out the life o prevented d ed or elimin er during or discussed in report cann lowed to infi or at least 10 f swales, ch und the perim y compacted After constru end verificati above, has Maximum gr ter can pond uction move latwork abut ed to preven ained. Spr e building lin 9 water s that n and ng an terior. soil’s nd be n and arking of the during nated. post- n this ot be iltrate 0 feet hases meter d and uction on of been rades d. In ement ts the nt the inkler ne(s). ing of these m Utility Trenc h excavatio backfill plac rground pipi s, so minor d ation walls s y trenches b d with relativ ering Report e Summit on C rracon Projec rceful ■ Relia operties d Limit c Limit sive Potentia ample compa STM D698 at bmerged. n Requirem uld be plac produce reco em on requireme ohesive soil ( ohesionless s engineered fi s of the in-pla et, the area r moisture and ture levels sh thout the fill m ned clay ma could result materials coul ch Backfill ns should b cement and c ng within or deviations in hould be ov be properly ely clean gra t College ■ For ct No. 201350 able al (%) cted to appro optimum moi ments ced and co ommended 9 p 4 eq ents 95 by (clay) -1 soil -3 ll be tested f ace density te represented b d compaction hould be main material pump aterials should in an increa d result in un be made w compaction. r near the p alignment d versized to a backfilled w anular mater rt Collins, Colo 039 oximately 95 p sture content mpacted in moisture co inches or les ropelled com to 6 inches in quipment (i.e 5 percent of t y ASTM D698 1 to +3 % of th 3 to +3 % of th for moisture c ests indicate by the test sh requirements ntained low e ping when pro d not be allo ase in the m desirable mo with sufficien roposed stru do not result accommodate with relatively rial, they sho orado V 30 15 Non-ex percent of the t. The sample horizontal ntents and d Desc ss in loose thi paction equip n loose thickn . jumping jack the maximum 8 he optimum m he optimum m content and c the specified ould be rewo s are achieve enough to allo oofrolled. owed to dry o material’s exp ovement. t working s uctures shou in breakage e differentia y clean mate ould be capp Value (max.) (max.) xpansive1 e maximum dr e is confined lifts, using densities thro cription ckness when pment is used ness when ha k or plate com m dry unit weig moisture cont moisture cont compaction d moisture or orked and rete ed. ow for satisfa out. A loss o pansive poten space to pe uld be desig or distress. l movements erials. If ut ped with at l ry unit weight under a 100 equipment oughout the n heavy, self- d and-guided mpactor) is us ght as determ tent tent during placem compaction l ested as requ actory compac of moisture w ntial. Subseq ermit constru gned with fle Utility knoc s. It is impe tility trenche east 18 inch 8 t as psf t and e lift. sed mined ment. imits uired ction within quent uction exible kouts rative s are hes of 4 3 No. 4 No. 200 ering Report e Summit on C rracon Projec rceful ■ Relia Preparation the demolit inches of compacted M D698 befo ose, or other new repair -excavating the excavatio ade to the d ations prese subgrade ma stable cond y, over-exca rushed grave stable workin ce subgrade s and Plac pproved gra soil removed d technician re-used as f soils will re uired) shoul dation 4” 3” Sieve 0 Sieve t College ■ For ct No. 201350 able n tion and rem the expose to at least re any new f rwise unsuit pavements the unsuitab on has been desired grad ented in subs ay be affect itions develo avation of w el and/or ro ng surface i e pumping. cement anular and low d from this s n who is qua fill below pav equire rewor d meet the f rt Collins, Colo 039 moval of lan ed ground 95 percen fill or pavem table materia s, the propo ble soils and n compacted de. Enginee sequent sec ted by preci op, workabi wet zones a ock can be s attained. w plasticity c site that is fr alified in soi vement repa rking to adj following ma Perce orado ndscape ma surface sho nt of the m ment is place als are enco osed subgra d backfilling d, engineere ered fill shou ctions of this ipitation, rep lity may be nd replacem tracked or Lightweight cohesive imp ree of organi il material id airs and foun just the mo aterial prope ent finer by w 1 70 50 1 aterials from ould be sc aximum dry ed. ountered at t ade elevatio with compa ed fill can be uld be place report. petitive cons improved b ment with gr “crowded” i t excavation ported mater ic or objectio dentification ndation back oisture cont erty requirem weight (ASTM 100 0-100 0-100 5-50 m existing in carified, moi y unit weigh the bottom o ons may be acted engine e placed to ed in accord struction traf by scarifying ranular mate nto the uns n equipment rials may be onable mate and compa kfill. It shou ent to mee ments: M C136) 7 nterior isture ht as of the e re- eered bring dance ffic or g and erials stable t may used erials, action uld be et the and the exc ng upon dep ater may be may be utilize grade soil co oils determin an the OSHA responsible stability of b n the interes on and trenc ety measure from the cre d against the ering Report e Summit on C rracon Projec rceful ■ Relia sting portlan ements shou All materials e removed fr be given to th the on-sit blended at a n, it is antic onventional e vated can va als encounte milar conditio s are encoun ne any excav f undergroun uring the sit expected un cavation thor pth of excav e encountere ed to control onditions sho ned at that t A maximum e for designin both the exc st of safety f h safety stan , it is recomm est of the slo e elements. t College ■ For ct No. 201350 able nd cement co uld include c s derived fr rom the site. re-using the te soils. Con a ratio of 30 p ipated that earthmoving ary significa ered in wide ons exist thro ntered at the vation modif nd facilities s te reconnais derground f roughly clean vation and s ed in excava water within ould be evalu time by the values may ng and cons cavation side following loc ndards. mended that ope equal to rt Collins, Colo 039 oncrete park complete rem rom the dem e concrete p ncrete mater percent conc excavations equipment. ntly across t ely-spaced e oughout the e time of con fications nece such as sep ssance, such facilities are ned prior to b seasonal con tions on the excavations uated during contractors’ have to be u structing stab es and botto cal, and fede t all vehicles the slope he orado king lot in ar moval of all molition of e rovided the rials should crete to 70 p s for the pro the site as th exploratory t proposed ar nstruction, th essary to ma ptic tanks, va h features c e encountere backfill place nditions, sur e site. It is a s. g the excava ’ Competent used. The in ble, tempora om. All exca eral regulatio s and soil pil eight. The e reas planned concrete wit existing con materials ar be processe ercent of on oposed con heir classific test borings. rea of excav e actual con aintain safe c aults, basem could be en ed, such fea ement and/o rface water anticipated th ation process t Person. S ndividual con ry excavatio avations sho ons, includin es be kept a exposed slop d for new pa thin the prop crete parkin re processed ed to a max -site soils. nstruction ca cations are b . The contr vation. If diff nditions shou conditions. ments, and ut countered d atures shou r constructio infiltration a hat pumping s and the sta Slope inclina ntractor(s) s ons as requir ould be slop ng current O a minimum la pe face shou 6 arking posed ng lot d and imum an be based ractor ferent uld be tilities during ld be on. and/or from ability ations hould red to ed or OSHA ateral uld be ve the reco e followed to Earthwork wing presen cement of e d and evalua observation ion, subgrad tion of the p Site Prepara placing any f proposed c recommend on of subgra organic ma exposed slo uld be grade y uniform thic ering Report e Summit on C rracon Projec rceful ■ Relia at the site uring constr the bottom ssible and l Creek rise. Soils uring previo are low swe als will exhib s recomme er, even if th ments, and as uneven p xcessive we ess is gener significantly mmendation reduce mov nts recomme engineered ated by Ter of over-ex de stabiliza roject. ation fill, strip and construction d completel ade, fill place aterials shou opes after co ed to create ckness of fill t College ■ For ct No. 201350 able and condit ruction. Ter of proposed ikely that gr ous studies elling at the s bit a higher e ndations to hese procedu flatwork sh pavement/flo etting or dry rally not be f more expe ns described vement. endations fo fills on the racon on a xcavation o ation, and o d remove exi area. Existi y removing ement, and c uld be waste mpletion of g e a relatively beneath pro rt Collins, Colo 039 ions observ rracon recom d lower level roundwater l on this prop samples in-s expansive p o help mitig ures are foll hould be ant oor slabs will ing of the e feasible, but nsive measu d in section r site prepar e project. A full-time bas operations, other geotec isting vegeta ing landscap the landsca construction ed from the grading oper y level surfa oposed struct orado ved during o mmends ma l pavements levels below perty indicat situ moisture potential if th gate the eff lowed, some ticipated. T l probably in expansive cl t it may be p ures are us n 4.2.8 Gra ration, excav All earthwork sis. The eva testing of chnical con ation and an pe islands a ape materia of new pave site or use rations. Prio ace to rece tures. our testing aintaining a s and measu w this site m tes the nativ e content. H e clays unde fects of soi e movemen The severity ncrease if an lays. Elimin possible to fu ed during co ading and D vation, subg k on the pr aluation of e engineered ditions exp ny other dele are located w als from the ements to fill d to re-vege or to the plac ive fill, and and observ separation ured groundw may rise as w ve clay soils However, it i ergo a signif il shrinkage t and cracki y of cracking ny modificati nating the ri urther reduc onstruction. Drainage of grade prepar roject shoul earthwork sh d fills, subg osed during eterious mat within the pa e islands pri in these are etate landsc cement of fills to provide 5 vation of at water water s and s our ficant e and ing in g and ion of isk of ce the It is f this ration ld be hould grade g the terials arking ior to eas. caped s, the for a garage and o Existing Fil ously noted t the site. T struction of garage site. the percent c tprint of the ew improvem compacted s or paveme of the exist on tests or p Shallow Gro ously stated xisting site g ering Report e Summit on C rracon Projec rceful ■ Relia represent g e of other tim ying seasona uctuations o unt of rainfa herefore, gro e may be hi water level ns for the pr ndwater leve ch a plan wo undwater lev ENDATIO cal Conside ce conditions on from a ction recom cal condition other site im l , existing fill erracon perf the existing We have re compaction a proposed pa ments will be with compa nts. We rec ting parking proofrolling. oundwater d, groundwa grades which t College ■ For ct No. 201350 able groundwater mes or at ot al and weath occur due to ll, runoff an oundwater le igher or lowe fluctuations roject. els can best ould include vels over a su ONS FOR erations s encounter geotechnica mmendations ns that coul mprovements l was encou formed field portland ce eviewed the and moisture arking garag e located in la ratively less commend tho lot prior to r ater was me h is consiste rt Collins, Colo 039 conditions ther location her condition o seasonal v d other fact evels during er than the l should be c be determin installation o ufficient perio R DESIGN ed in the bo al point of v s described d impact de s. untered to d density com ement concr results of th e content wer e extends ou andscaped a s compactive oroughly eva construction easured at d ent with grou orado at the time ns. Groundw ns, and other variations in tors not evid construction levels indica considered ned by imple of groundwat od of time. N AND CO orings, the s view provid in this rep esign and c depths up to mpaction tes rete parking he field dens re within the utside the fo areas. Fill pla e effort than aluating fill m n of new im depths rangi undwater co of the field water levels r factors. n the water dent at the n or at othe ated on the when devel ementation o ter piezomet ONSTRUC site appears ded certain port are foll construction o about 4 fe sting during lot occupyi sity compact specified lim ootprint of the aced in land n fills placed materials in a mprovements ing from ab onditions enc exploration can be expe levels prese time the bo r times in th boring logs. oping the de of a groundw ters, and pe CTION s suitable fo precautions owed. We of the prop eet in the bo site develop ing the prop tion testing w mits. e existing pa scaped area d below stru areas outsid s by field de out 6½ to 8 countered d 4 , and ected ent in orings he life The esign water riodic or the s and have posed orings pment posed which arking as are ctural de the ensity 8 feet during ering Report e Summit on C rracon Projec rceful ■ Relia n of changes the results o ws: ription mulch ng of lean clay nts of sand clay nd gravel edrock Testing from this p moisture con h of approxi y testing we 5 and plastic uble sulfate project con fate exposu r 4. Laborat er observed w ition, delayed holes are not Depth t while t College ■ For ct No. 201350 able s in soil type of the boring Appro Bottom About 3- No y About 1 to About exis About exis To the exploratio roject site ntents. A sa imately 630 re non-plast city indices r testing indic ncrete on a re in accord tory test res while drilling d water leve ted on the at to groundwat e drilling, ft. 9 10 9 rt Collins, Colo 039 es; in-situ, t gs, subsurfa oximate Dept m of Stratum inches thick in s. 1 and 3 onl o 4 feet below site grades. 5 to 14 feet b sting site grade 17 to 19 feet b sting site grade maximum de on of about 29 suggests th ample of the pounds per tic or exhibit ranging from cate that AS nd below g ance with th ults are pres and after c ls were also ttached borin ter Depth 1 day a orado the transition ace condition th to (feet) Co n Boring ly. w existing below es. below es. epth of 9.4 feet. he site soils sandy lean r square foo ted low to hi m 17 to 30. STM Type I grade. Fou he provision sented in Ap completion fo obtained in ng logs, and to groundwa after drilling, 8.1 6.5 7.8 n between m ns on the pr onsistency/D Very s Loose to m Hard to s are low s clay exhibite ot (psf). Sam igh plasticity or II portlan ndation con s of the AC ppendix B. or the prese the borings. are summar ater , ft. Rela ground materials ma roject site ca Density/Hardn -- -- soft to stiff medium dense o very hard swelling to ed an uncon mples of site y with liquid d cement sh ncrete shoul I Design Ma ence and lev The water l rized below: ative elevatio dwater 1 day drilling, ft. 90.5 89.1 89.6 3 ay be an be ness e non- nfined soils limits hould ld be anual, vel of levels on of y after College ■ For ct No. 201350 able MATION Refer to the We underst over the ex the existin reasonable parking gar We anticipa precast con Columns: 5 Walls: 2 to Considering where reas project. W feet will be No below-g scription The propos The Summ developmen Colorado. The studen couple of y concrete an The propos concrete pa and interior The site is r CONDITI rofile d at each bo Stratificati rt Collins, Colo 039 e Boring Loca tand a new p xisting concre ng concrete and will se rage will be tw ate the parkin ncrete. 500 kips (prov 4 klf (assume g the existin onable, mino We anticipate necessary to grade areas a sed parking ga mit at Colleg nt located at nt housing de years and in nd asphalt sur sed parking g avement with r landscape is relatively flat. IONS oring locatio on boundar orado Descripti ation Plan (Ex parking garage ete pavement pavements erve as the l wo or three st ng garage wil vided) ed) ng concrete p or grading will cuts and fills construct ne re planned. Descripti arage site is l ge (a.k.a. T 1721 Choice evelopment w ncludes seve rfaced drive l arage site is curb and gu slands. n are indica ries on the ion xhibit A-2 in A e is planned ts. Conceptu will be p lower level p tories. ll be construc pavements w be necessar s on the orde ew foundation on located on the The Common e Center Driv was construct eral multi-sto anes and par covered with tter surround ated on the e boring log Appendix A) to be constru ual plans ind preserved w pavements. cted of reinfor will be prese ry to complete er of about 2 elements. e southern en n/Choice Ce ve in Fort Co ted over the ry buildings rking areas. h portland cem ding the perim individual b gs represen 2 ucted icate where The rced, erved e the to 3 nd of nter) llins, past with ment meter boring nt the rilled pier fo We understan unction as th emoval of ex roposed par ortland ceme There are exi andscape m ompacted en The 2012 Inte ite is C. Close monito chieving the etained to mo mmary shou e recognize ering Report e Summit on C rracon Projec rceful ■ Relia UMMARY tigation has nstructed at s Exhibits A- o depths of s the recomm r informationa ation obtaine . However, d: as encounte feet below e g site develo ccupying the sity compact within the sp end construc omed in bed undations ar nd the portla e lower leve xisting pavem rking garage ent concrete isting landsc aterials from ngineered fill ernational Bu oring of the e design su onitor this po ld be used d that detai t College ■ For ct No. 201350 able been perform 1721 Choic -4 through A- approximat mendations al purposes ed from our s the following ered in the b existing site g pment and c proposed p tion testing w pecified limits cting the pro drock. Geo re presented and cement l pavement f ments is nec e, we recomm matching th cape islands m the island l and new co uilding Code, e constructio ubgrade sup ortion of the in conjunct ls were not rt Collins, Colo 039 med for the p e Center Dr -6 and desig tely 30 feet for the propo and will be u subsurface e g geotechnic borings perfo grades. Terr construction parking garag which indica s. oposed park technical re d in the repo concrete pa for the parkin cessary to c mend replac e thickness o within the p ds and prep oncrete pave , Table 1613 on operation pport. We t work. tion with the included or orado proposed pa rive in Fort C gnated as Bo below exist osed parking utilized by oth exploration, t cal considera ormed on thi racon perform of the existi ge site. We ate the perce king garage ecommendat ort avements fo ng garage. I construct the cing the dem of existing pa arking lot. W paring the s ments. 3.5.2 IBC sei ns discusse therefore re e entire rep r fully develo arking garag Collins, Colo oring No. 1 th ting site grad g garage. B hers. the site can ations were s site to dep med field de ing portland have review ent compact on a drilled tions and d or the existin n areas whe e foundation molished pav avements. We recomme subgrade to smic site cla ed herein w ecommend t port for desi oped in this ge at The Su orado. Thre hrough Borin des. This r Borings perfo be develope identified an pths ranging ensity compa cement con wed the resu tion and mo d pier found esign criter ng parking lo ere demolition elements fo vements with end removin receive pro assification fo will be critic that Terraco ign purpose section, an i ummit ee (3) g No. report ormed ed for nd will from action ncrete ults of isture dation ia for ot will n and or the h new ng the operly or this cal in on be es. It d the