The URL can be used to link to this page

Home My WebLink AboutAVAGO TECHNOLOGIES BLDG. 4 WEST EXPANSION - MJA/FDP - FDP130006 - SUBMITTAL DOCUMENTS - ROUND 2 - RECOMMENDATION/REPORTGGeoteechniical EEngin Avago neer o Technol F Terra Greenw Terr ring R ogies B4 4380 Fort Colli Sep acon Projec Th wood Villa racon Con Fort Coll Repo 4 West An Ziegler R ns, Color ptember 4, 2 ct No. 20125 Prepared he CPI Gr age, Color Prepared nsultants, ins, Color ort nnex Road rado 2012 5028 d for: roup rado d by: Inc. rado TABLE OF CONTENTS Page EXECUTIVE SUMMARY ............................................................................................................... i 1.0 INTRODUCTION ............................................................................................................... 1 2.0 PROJECT INFORMATION ............................................................................................... 1 2.1 Project Description ................................................................................................ 1 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 Structural Recommendations..................................................................... 5 4.1.3 Expansive Soils ......................................................................................... 5 4.2 Earthwork .............................................................................................................. 6 4.2.1 Site Preparation .......................................................................................... 6 4.2.2 Excavation .................................................................................................. 6 4.2.3 Subgrade Preparation ................................................................................. 7 4.2.4 Fill Materials and Placement ....................................................................... 7 4.2.5 Compaction Requirements ......................................................................... 8 4.2.6 Utility Trench Backfill ................................................................................... 9 4.2.7 Grading and Drainage ................................................................................ 9 4.2.8 Exterior Slab Design and Construction ...................................................... 10 4.2.9 Corrosion Protection ................................................................................. 10 4.3 Foundations ......................................................................................................... 10 4.3.1 Design Recommendations – Drilled Piers Bottomed in Bedrock ............. 11 4.3.2 Construction Considerations – Drilled Piers Bottomed in Bedrock .......... 11 4.4 Floor Systems ...................................................................................................... 12 4.4.1 Design Recommendations ....................................................................... 12 4.4.2 Construction Considerations .................................................................... 13 4.5 Seismic Considerations ....................................................................................... 14 4.6 Below-Grade Construction .................................................................................. 14 4.7 Lateral Earth Pressures ....................................................................................... 14 5.0 GENERAL COMMENTS ................................................................................................. 16 TABLE OF CONTENTS (cont’d) Appendix A – FIELD EXPLORATION Exhibit A-1 Field Exploration Description Exhibit A-2 Boring Location Diagram Exhibits A-3 to A-9 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 Exhibits B-4 to B-8 Swell-consolidation Test Results Exhibit 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 Avago Te Septembe Respons EXECU A geotec Annex to presented performe report sp performe Based on the propo need to b  E a d lo u d a re  T b  A th th  A e  T w d p  T si  C a re nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour UTIVE SU chnical inves o be constru d as Exhibits ed to depths pecifically ad ed in these ar n the informa osed project be considere Existing fill wa bout 4 to 1 evelopment, ot and assoc pon the fiel ensities mea cceptable fo emediated. Geotechn Avago Te Septembe Respons This sum should b report m herein. T report lim nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour mmary shou e recognize ust be read The section mitations. ering Report 4 West Anne Terracon Proj rceful ■ Relia ld be used d that detai d in its entire titled GENE t ex ■ Fort Collin ect No. 20125 able in conjunct ls were not ety for a co ERAL COMM ns, Colorado 5028 tion with the included or omprehensiv MENTS sho e entire rep r fully develo ve understan ould be read port for desi oped in this nding of the d for an und ign purpose section, an items conta erstanding o i es. It d the ained of the Responsive ■ Resourceful ■ Reliable 1 GEOTECHNICAL ENGINEERING REPORT Avago Technologies B4 West Annex 4380 Ziegler Road Fort Collins, Colorado Terracon Project No. 20125028 September 4, 2012 1.0 INTRODUCTION This report presents the results of our geotechnical engineering services performed for the proposed Avago Technologies B4 West Annex addition to be located at 4380 Ziegler Road 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  Earthwork  Lateral earth pressures  Seismic considerations Our geotechnical engineering scope of work for this project included the initial site visit, the advancement of seven (7) test borings to depths ranging from approximately 29.5 to 39.7 feet below existing site grades, laboratory testing for soil engineering properties and engineering analyses to provide foundation and floor system 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 and Empire Laboratories, Inc. (acquired by Terracon) have completed several geotechnical studies at the Hewlett Packard property including a Geotechnical Engineering Report (Project No. 20965061; report dated May 31, 1996) for the Building 4 site. Information from this previous study was reviewed and considered during our analysis and preparation of this report. 2.0 PROJECT INFORMATION 2.1 Project Description Item Description Site layout Refer to the Boring Location Diagram (Exhibit A-2 in Appendix A) Geotechn Avago Te Septembe Respons Structur Building Finished Maximu Grading Below-g 2.2 S Location Existing Current Existing 3.0 S 3.1 T Specific logs inclu nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour Item res g constructio d floor elevat m loads g in building grade areas Site Locatio Item n g site feature ground cove g topography SUBSURF Typical Sub conditions e uded in Appe ering Report 4 West Anne Terracon Proj rceful ■ Relia on tion area on and Des es er y FACE CO bsurface P encountered endix A of th t ex ■ Fort Collin ect No. 20125 able We underst Geotechn Avago Te Septembe Respons the appro be gradu be gener M Exis Existin Fill ma lean cla Lean cla Poorly 3.2 L Laborato when we expansiv to high p 33. Resu value. La 3.3 G The bore groundwa The wate summariz nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour oximate loca ual. Based o ralized as fo Material Desc sting asphalt p ng aggregate b terials consist ay with varying gravel ay with varyin sand and gr y-graded sand Claystone be Laboratory ory test resul etted. The c ve. Samples plasticity with ults of water aboratory te Groundwat eholes were ater. In add er levels ob zed below: ering Report 4 West Anne Terracon Proj rceful ■ Relia ation of chan Geotechn Avago Te Septembe Respons Borin * Measure These ob may not to fluctua Groundw other fac during co levels ind considere 4.0 R 4.1 G Based o proposed design a identified addition. 4.1.1 E As previo in four of the fill wa the borin developm nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour ng Number 1 2 3 4 5 6 7 ed relative to t bservations be indicative ate with vary water level fl ctors not evid onstruction o dicated on t ed when dev RECOMM Geotechnic n subsurfac d constructio and constru d geotechnic Existing Fil ously noted, f the borings as placed un ngs complet ment includin Geotechn Avago Te Septembe Respons Recomm deep fou encounte materials Terracon grade lev moisture proposed To reduc recomme feet belo bottom 2 engineer this repo removal, may be r 4.1.2 S Based o results, t bedrock. A concre subgrade condition be tolera recomme 4.1.3 E Laborato samples expansiv This rep expansio the struc other da results in and distr moveme nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour mendations fo undation sys ered below t s will significa understand vels. Based contents, it d improveme ce risk for ends over-ex ow the botto 2 feet of bac red fill meeti ort. Over-exc moisture co required if un Geotechn Avago Te Septembe Respons imperativ report be 4.2 E The follo and plac observed include preparati exposed 4.2.1 S Prior to deleteriou Stripped or used surfaces Prior to t receive f addition. 4.2.2 E It is ant conventio The soils The soil explorato proposed construct necessar Although observed If unexpe and the e nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour ve the reco e followed to Earthwork wing presen cement of e d and evalua observation ion, subgrad during the c Site Prepara placing any us materials materials co to re-vegeta should be fr the placeme ill, and to pr Excavation icipated tha onal earthmo s to be pene Geotechn Avago Te Septembe Respons Any exist new foun determin The subg of the so flatter tha be made maintain shored in excavatio a depth o designed As a saf lateral dis slope fac 4.2.3 S After com base of moisture as determ After the compacte be place report. The stab other fac drying. A surface s also be u 4.2.4 F The on-s as fill ma as define procedur reworking including should m nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour ting building ndation exca e the need fo grade soil co oils determin 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 Geotechn Avago Te Septembe Respons   All fill ma inches in be used a It is not appropria based on 4.2.5 C Engineer procedur Fill lift th Compac Moisture (clay) Moisture (sand) 1. We Sho hav unti 2. Spe to b 3. Moi thes wet nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour Grad 4 3 No. 4 No. 200 Liquid Plastic 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 hickness ction require e content co e content co recommend ould the resul ve not been m il the specified ecifically, mois Geotechn Avago Te Septembe Respons 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 proposed proposed construct Water pe construct report. A relied up the fill an Exposed beyond t and/or ar of the ad construct proposed performe nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour 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 Geotechn Avago Te Septembe Respons Flatwork practical addition, of flatwo addition, infiltration Planters mains an Roof dra of 10 fee to have pond or o 4.2.8 E Exterior s the site s Potential  M  C  U a  P 4.2.9 C Results o for all pro use of A construct provision 4.3 F The prop bottomed related s nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour and pavem should be allowances rk, particula care should n of surface located adj nd spray hea ins should d et through th the roof dra other approp Exterior Sla slabs on-gra soils will like movement Minimizing m Controlling m Using design nd adjoining Placing contr Geotechn Avago Te Septembe Respons 4.3.1 D Minimu Maximu Skin fric Uplift fo Void thi 1. 2. Piers sho pier diam diameter capacity Capacity action an To satisfy lateral loa Unit weig Average Average (degrees Coefficie Strain, 5 4.3.2 C Drilling to majority o layers. I drilling sl nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour Design Rec m bedrock e um end-beari ction 2 orce (tension ickness Drilled piers s Required pie firm or harde ould be con meters. A m rs should be of individua y reduction is nalyses are n fy forces in t ad criteria: Param ght (pci) undrained s angle of s) ent of subgra 50 (%) Constructio Geotechn Avago Te Septembe Respons Groundw should b be place bottom-d concrete raveling, Casing u a sufficie voids in p pier hole recomme We reco bearing s bearing geotechn Free-fall striking t hopper, segregat 4.4 F A concre subgrade a depth o replacem 4.4.1 D Even wh possible moveme For struc per cubic backfill. Additiona  P fo nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour water should e placed im ed in dry co dump hoppe segregatio foundation used for pier ent head of pier concrete es or throug ended. ommend the strata. This s surfaces m nical enginee concrete pl he concrete or an elep Geotechn Avago Te Septembe Respons  C  A a a is  In w  T w co co s a  F  O D 4.4.2 C Moveme report w assume t occur sh potential due to ov and/or br 4.2.7 Gra nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour Control joints A minimum 2 ny) placed o nd frames w solated from nterior trench with recomme The use of a will be cove overings, o onditions wa hould refer t vapor retard loor slabs sh Other design Design Manu Constructio nts of slabs ill likely be that the othe hould the su excessive m ver watering roken utility ading and D ering Report 4 West Anne Geotechn Avago Te Septembe Respons 4.5 S 20 1. In ge 2. The dept requ max cond deep Alter site c 4.6 B We unde utility tun was enco at the tim below-gr construct below-gr 4.7 L Reinforce for earth be influe construct restraint free-stan assumes factor of nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour Seismic Co Co 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 Below-Grad erstand a ba nnels and a ountered at me of field ex ade addition tion. Terrac ade constru Lateral Eart ed concrete pressures a enced by s Geotechn Avago Te Septembe Respons Earth P Cond Activ At-Re Pass nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour Pressure ditions ve (Ka) est (Ko) ive (Kp) ering Report 4 West Anne Terracon Proj rceful ■ Relia EA Coefficient Backfill Ty Granular - 0 Lean Clay - Granular - 0 Lean Clay - Granular – Lean Clay - t ex ■ Fort Collin ect No. 20125 able RTH PRESS t For ype Equ De 0.27 0.45 0.43 0.63 3.7 - 2.2 ns, Colorado 5028 SURE COEF ivalent Fluid ensity (pcf) 35 55 55 75 480 260 FFICIENTS d Surch Pressure Geotechn Avago Te Septembe Respons Applicab  F a  F re  U  In  H d  L  N  N  N  Ig To contr installed this is no for lean condition be used surcharg operate w pressure 5.0 G Terracon can be m in the de testing s other ear The anal from the this repo site, or d variations should b can be p nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour le conditions or active ea bout 0.002 H or passive esistance; Uniform surch n-situ soil ba Horizontal ba etermined b oading from No hydrostati No dynamic l No safety fac gnore passiv rol hydrostat below the fo Geotechn Avago Te Septembe Respons The scop environm preventio potential This repo project d engineer safety, ex event tha planned, valid unle report in nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour 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 4 West Anne Terracon Proj rceful ■ Relia 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 ex ■ Fort Collin ect No. 20125 able project does , mold, fung ous material or pollution, for the exclu n prepared i ranties, eithe dewatering e, design, or APPENDIX A FIELD EXPLORATION Geotechn Avago Te Septembe Respons Field Ex The loca project te features. temporar The bori During th Samples sampler values w consists distance inches (1 indicated values a blow cou A CME a this site. conventio the SPT This high the pene method. and analy The stan type mat since the addition, particula Groundw approxim obtained needed). soon as nical Enginee echnologies B er 4, 2012 ■ T ive ■ Resour xploration ations of bo eam membe The groun ry benchmar ngs were d he drilling op were obta (SS) and a were recorde of driving th of 30 inche 18 inches for d, is recorde re indicated unts are not c automatic SP A greater BORING LOCATION DIAGRAM 301 North Howes Street Fort Collins, Colorado 80521 A-2 PH. (970) 484-0359 FAX. (970) 484-0454 20125028 8/28/2012 EDB BCJ EDB DJJ 1” = 100’ 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’ 50’ 100’ APPROXIMATE SCALE Approximate Boring Location Avago Technologies B4 West Annex 4380 Ziegler Road Fort Collins, Colorado Approximate Location of Temporary Benchmark (Top of Concrete Floor Slab– Assumed Elevation 100.0’) LEGEND 2 5 3 4 6 7 1 1 0.3 0.7 4.0 19.5 27.0 39.7 ASPHALT - 3 1/2 inches AGGREGATE BASE COURSE - 4 inches FILL sandy lean clay, stiff, moist, light brown, dark brown LEAN CLAY with SAND soft, moist, light brown, reddish brown LEAN CLAY with SAND at 14 feet. WELL-GRADED SAND with GRAVEL medium dense, wet, brown, dark brown CLAYSTONE BEDROCK hard, moist, gray, olive, rust Boring Terminated at 39.7 Feet 99.5 99 96 80.5 73 60 19 15 13 18 19 14 19 18 8-10 3-2-1 N=3 3-4 4-4-6 N=10 7-21 6-4-6 N=10 22-28 N=51 50/8 N=50/8" 99 100 110 37-14-23 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH See Exhibit A-2 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LOG-DEPTH TO BOTTOM OF PAGE 20125028.GPJ TERRACON2012.GDT 8/31/12 4380 Ziegler Road Fort Collins, Colorado SITE: During drilling One day after drilling 0.3 0.4 14.5 19.5 27.0 29.5 ASPHALT - 4 inches AGGREGATE BASE COURSE - 2 inches LEAN CLAY with SAND soft to stiff, moist, brown, light brown, fine-grained sand SANDY LEAN CLAY with GRAVEL soft to stiff, moist, brown, red, black WELL-GRADED SAND with GRAVEL medium dense, wet, brown, black, red CLAYSTONE BEDROCK very hard, olive, gray, rust Boring Terminated at 29.5 Feet 0 0 99 99 85 80 72.5 70 19 20 15 10 14 6-8 1-2-1 N=3 2-3 6-9-13 N=22 50/6" N=50/6" 103 113 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH See Exhibit A-2 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LOG-DEPTH TO BOTTOM OF PAGE 20125028.GPJ TERRACON2012.GDT 8/31/12 4380 Ziegler Road Fort Collins, Colorado SITE: During drilling One day after drilling WATER LEVEL OBSERVATIONS PROJECT: Avago Technologies B4 West Annex Page 1 of 1 Advancement Method: 4" solid stem flight auger Abandonment Method: Borings backfilled with soil cuttings upon completion. 301 North Howes 20.0 31.0 34.8 LEAN CLAY with SAND stiff to very stiff, moist, brown WELL-GRADED SAND with GRAVEL wet, brown, dark brown, red CLAYSTONE BEDROCK hard to very hard, moist, gray, olive, rust Boring Terminated at 34.8 Feet 80 69 65 22 11 16 16 15 10-10 4-4-4 N=8 7-10 4-6-7 N=13 50/10" N=50/10" 113 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH See Exhibit A-2 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LOG-DEPTH TO BOTTOM OF PAGE 20125028.GPJ TERRACON2012.GDT 8/31/12 4380 Ziegler Road Fort Collins, Colorado SITE: During drilling One day after drilling WATER LEVEL OBSERVATIONS PROJECT: Avago Technologies B4 West Annex Page 1 of 1 Advancement Method: 4" solid stem flight auger Abandonment Method: Borings backfilled with soil cuttings upon completion. 301 North Howes Fort Collins, Colorado Notes: Project No.: 20125028 Drill Rig: CME-75 Boring Started: 8/9/2012 BORING LOG NO. 3 The CPI Group See Appendix C for explanation of symbols and abbreviations. CLIENT: Greenwood Village, Colorado See Appendix B for description of laboratory procedures and additional data, (if any). 0.4 0.5 11.0 19.5 30.0 34.8 ASPHALT - 5 inches AGGREGATE BASE COURSE - 2 inches FILL sandy lean clay with varying amounts of gravel, stiff, moist, brown, black, red SANDY LEAN CLAY stiff, moist, light brown WELL-GRADED-GRADED SAND with GRAVEL dense, wet, brown, tan, red, black CLAYSTONE BEDROCK very hard, moist, olive, brown, rust Boring Terminated at 34.8 Feet 99 99 88.5 80 69.5 64.5 18 16 16 6 19 3-4-3 N=7 7-9 4-5-5 N=10 9-24-25 N=49 50/9" N=50/9" 115 36-16-20 53-20-33 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH See Exhibit A-2 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LOG-DEPTH TO BOTTOM OF PAGE 20125028.GPJ TERRACON2012.GDT 8/31/12 4380 Ziegler Road Fort Collins, Colorado SITE: During drilling One day after drilling WATER LEVEL OBSERVATIONS PROJECT: Avago Technologies B4 West Annex Page 1 of 1 Advancement Method: 4" solid stem flight auger Abandonment Method: Borings backfilled with soil cuttings upon completion. 6.0 20.5 26.0 30.0 FILL sandy lean clay with varying amounts of gravel, very stiff, moist, dark brown, tan, red SANDY LEAN CLAY medium stiff to stiff, moist, reddish brown WELL-GRADED SAND with GRAVEL medium, wet CLAYSTONE BEDROCK hard, moist, olive, gray, rust Boring Terminated at 30 Feet 94 79.5 74 70 11 19 18 22 17 4-8-7 N=15 2-3 4-6-6 N=12 7-15 50/12" N=50/12" 98 104 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH See Exhibit A-2 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LOG-DEPTH TO BOTTOM OF PAGE 20125028.GPJ TERRACON2012.GDT 8/31/12 4380 Ziegler Road Fort Collins, Colorado SITE: During drilling One day after drilling WATER LEVEL OBSERVATIONS PROJECT: Avago Technologies B4 West Annex Page 1 of 1 Advancement Method: 4" solid stem flight auger Abandonment Method: Borings backfilled with soil cuttings upon completion. 301 North Howes Fort Collins, Colorado Notes: Project No.: 20125028 Drill Rig: CME-75 Boring Started: 8/9/2012 BORING LOG NO. 5 The CPI Group 1.0 16.0 24.0 30.3 SILTY GRAVEL with SAND slightly moist, light brown SANDY LEAN CLAY stiff, moist, brown, light red WELL-GRADED SAND with GRAVEL medium dense, wet, brown, red, black CLAYSTONE BEDROCK hard to very hard, moist, gray, olive, rust Boring Terminated at 30.3 Feet 96.5 81.5 73.5 67.5 15 20 20 11 22 6-8 3-5-5 N=10 4-6-6 N=12 6-12-13 N=25 50/15" 114 33-15-18 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH See Exhibit A-2 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LOG-DEPTH TO BOTTOM OF PAGE 20125028.GPJ TERRACON2012.GDT 8/31/12 4380 Ziegler Road Fort Collins, Colorado SITE: During drilling One day after drilling WATER LEVEL OBSERVATIONS PROJECT: Avago Technologies B4 West Annex Page 1 of 1 Advancement Method: 4" solid stem flight auger Abandonment Method: Borings backfilled with soil cuttings upon completion. 301 North Howes Fort Collins, Colorado Notes: Project No.: 20125028 Drill Rig: CME-75 Boring Started: 8/9/2012 BORING LOG NO. 6 The CPI Group See Appendix C for explanation of symbols and 0.4 0.6 6.5 20.0 26.5 30.3 ASPHALT - 5 inches AGGREGATE BASE COURSE - 2 inches FILL sandy lean clay with varying amounts of gravel, stiff, moist, dark brown, brown SANDY LEAN CLAY medium stiff to stiff, moist, brown, reddish brown WELL-GRADED SAND with GRAVEL medium dense, wet, brown, black, red CLAYSTONE BEDROCK hard to very hard, moist, olive, gray, rust Boring Terminated at 30.3 Feet 0 99.5 99.5 93.5 80 73.5 69.5 20 13 16 13 21 6-8 2-2-2 N=4 5-6 3-12-12 N=24 50/16" 104 113 Stratification lines are approximate. In-situ, the transition may be gradual. Hammer Type: Automatic LOCATION GRAPHIC LOG DEPTH See Exhibit A-2 THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART LOG-DEPTH TO BOTTOM OF PAGE 20125028.GPJ TERRACON2012.GDT 8/31/12 4380 Ziegler Road Fort Collins, Colorado SITE: During drilling One day after drilling WATER LEVEL OBSERVATIONS PROJECT: Avago Technologies B4 West Annex Page 1 of 1 Advancement Method: 4" solid stem flight auger Abandonment Method: Borings backfilled with soil cuttings upon completion. 301 North Howes Fort Collins, Colorado APPENDIX B LABORATORY TESTING Geotechn Avago Te Septembe Respons Laborat The soil laborator descriptio determin Laborato tests are analyses tests we samples described descriptio nical Enginee echnologies B er 4, 2012 ■ T 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 4 West Anne Terracon Proj 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 ex ■ Fort Collin ect No. 20125 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 14.0 4.0 34.0 14.0 Boring ID Depth Description LEAN CLAY with SAND SANDY LEAN CLAY FAT CLAY with SAND SANDY LEAN CLAY CL CL CH CL Fines P L A S T I C I T Y I N D E X LIQUID LIMIT "U" Line "A" Line 37 36 53 33 14 16 20 15 23 20 33 18 82 66 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 82.3 66.2 83.8 60.9 0.0 0.0 0.0 0.1 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 14 16 20 15 23 20 33 18 D100 Cc Cu SILT OR CLAY 4 %Gravel %Sand ASTM D422 D30 D10 1 4 -8 -7 -6 -5 -4 -3 -2 -1 0 1 2 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 2.0 percent compression upon wetting under an applied pressure of 1,000 psf. PROJECT NUMBER: 20125028 EXHIBIT: B-4 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado 301 North Howes Fort Collins, Colorado Specimen Identification 9.0 ft Classification , pcf 1 100 13 WC, % SANDY LEAN CLAY (CL) LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20125028.GPJ TERRACON2012.GDT 8/31/12 -8 -7 -6 -5 -4 -3 -2 -1 0 1 2 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.3 percent swell upon wetting under an applied pressure of 1,000 psf. PROJECT NUMBER: 20125028 EXHIBIT: B-5 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado 301 North Howes Fort Collins, Colorado Specimen Identification 14.0 ft Classification , pcf 3 113 16 WC, % LEAN CLAY with SAND (CL) LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20125028.GPJ TERRACON2012.GDT 8/31/12 -8 -7 -6 -5 -4 -3 -2 -1 0 1 2 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 1.2 percent swell upon wetting under an applied pressure of 1,000 psf. PROJECT NUMBER: 20125028 EXHIBIT: B-6 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado 301 North Howes Fort Collins, Colorado Specimen Identification 19.0 ft Classification , pcf 5 104 22 WC, % SANDY LEAN CLAY (CL) LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20125028.GPJ TERRACON2012.GDT 8/31/12 -8 -7 -6 -5 -4 -3 -2 -1 0 1 2 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.1 percent swell upon wetting under an applied pressure of 1,000 psf. PROJECT NUMBER: 20125028 EXHIBIT: B-7 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado 301 North Howes Fort Collins, Colorado Specimen Identification 4.0 ft Classification , pcf 6 114 15 WC, % SANDY LEAN CLAY (CL) LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20125028.GPJ TERRACON2012.GDT 8/31/12 -8 -7 -6 -5 -4 -3 -2 -1 0 1 2 100 1,000 10,000 AXIAL STRAIN, % PRESSURE, psf SWELL CONSOLIDATION TEST ASTM D4546 NOTES: Sample exhibited 0.2 percent compression upon wetting under an applied pressure of 1,000 psf. PROJECT NUMBER: 20125028 EXHIBIT: B-8 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado 301 North Howes Fort Collins, Colorado Specimen Identification 14.0 ft Classification , pcf 7 113 16 WC, % SANDY LEAN CLAY (CL) LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. TC_CONSOL_STRAIN-USCS 20125028.GPJ TERRACON2012.GDT 8/31/12 1 2 - 3 18.5 98.9 1 4 - 5.5 15.0 1 9 - 10 SANDY LEAN CLAY (CL) 13.3 99.5 1 14 - 15.5 LEAN CLAY with SAND(CL) 37 14 23 82.3 0.0 17.7 18.0 1 19 - 20 18.7 110.0 1 24 - 25.5 13.8 1 29 - 30 19.4 1 39 - 39.7 17.9 2 4 - 5 19.3 103.0 2 9 - 10.5 20.0 2 14 - 15 15.1 112.5 2 19 - 20.5 9.6 2 29 - 29.5 13.9 3 4 - 5 21.9 3 9 - 10.5 11.2 3 14 - 15 LEAN CLAY with SAND (CL) 15.6 112.5 3 19 - 20.5 16.1 3 34 - 34.8 14.8 4 4 - 5.5 SANDY LEAN CLAY(CL) 36 16 20 66.2 0.0 0.0 18.2 4 9 - 10 15.8 115.0 4 14 - 15.5 15.9 4 19 - 20.5 6.4 4 34 - 34.8 FAT CLAY with SAND(CH) 53 20 33 83.8 0.0 16.2 18.7 5 4 - 5.5 11.5 5 9 - 10 19.3 98.3 5 14 - 15.5 17.6 5 19 - 20 SANDY LEAN CLAY (CL) 21.9 103.8 6 4 - 5 SANDY LEAN CLAY (CL) 15.0 113.9 6 9 - 10.5 20.4 6 14 - 15.5 SANDY LEAN CLAY(CL) 33 15 18 60.9 0.1 39.0 19.9 6 19 - 20.5 11.1 6 29 - 30.5 21.5 7 4 - 5 19.8 103.9 7 9 - 10.5 12.7 7 14 - 15 SANDY LEAN CLAY (CL) 16.5 113.0 7 19 - 20.5 12.6 Sheet 1 of 1 Summary of Laboratory Results Depth USCS Classification and Soil Description Compressive Strength % <#200 Sieve Dry Density (pcf) Water Content (%) BORING ID Liquid Limit Plastic Limit Plasticity Index % APPENDIX C SUPPORTING DOCUMENTS Boulders Cobbles Gravel Sand Silt or Clay < 5 5 - 12 > 12 Trace With Modifier RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Hard Trace With Modifier above 4.00 > 30 2.00 to 4.00 1.00 to 2.00 0.50 to 1.00 0.25 to 0.50 less than 0.25 (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance CONSISTENCY OF FINE-GRAINED SOILS Very Loose Loose Medium Dense Dense Descriptive Term (Density) > 50 30 - 50 10 - 29 4 - 9 0 - 3 Water Level After a Specified Period of Time STENGTH TERMS Std. Penetration Resistance (blows per foot) Very Stiff Stiff RELATIVE DENSITY OF COARSE-GRAINED SOILS 15 - 30 8 - 14 Medium-Stiff Soft Very Soft Descriptive Term (Consistency) 2 - 4 0 - 1 Std. Penetration Resistance (blows per foot) Undrained Shear Strength (kips per square foot) Very Dense 5 - 7 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. 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) Descriptive Term(s) of other constituents Percent of Dry Weight Descriptive Term(s) of other constituents Percent of Dry Weight LOCATION AND ELEVATION NOTES (HP) (T) (b/f) (PID) (OVA) DESCRIPTION OF SYMBOLS AND ABBREVIATIONS No Recovery Rock Core Shelby Tube < 15 15 - 29 > 30 Water Level After a Specified Period of Time Macro Core Auger Split Spoon (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Exhibit C-1 FIELD TESTS PLASTICITY DESCRIPTION Term Hand Penetrometer Torvane Standard Penetration Test (blows per foot) Photo-Ionization Detector Organic Vapor Analyzer DESCRIPTIVE SOIL CLASSIFICATION 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. Non-plastic Low Medium High 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 No Water Level Observed Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Water level variations will occur over time. In low permeability soils, accurate determination of water levels is not possible with short term water level Ring Sampler observations. Percent of Dry Weight SAMPLING EXPLANATION OF BORING LOG INFORMATION Water Level Initially Encountered WATER LEVEL OBSERVATIONS Gravel % Sand % Silt % Clay EXHIBIT: B-9 301 North Howes Fort Collins, Colorado PROJECT NUMBER: 20125028 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. LAB SUMMARY: USCS 20125028.GPJ TERRACON2012.GDT 8/31/12 4 6 LEAN CLAY with SAND(CL) SANDY LEAN CLAY(CL) FAT CLAY with SAND(CH) SANDY LEAN CLAY(CL) 37 36 53 33 4.75 0.075 4.75 9.5 1 4 4 6 14.0 4.0 34.0 14.0 GRAIN SIZE IN MILLIMETERS PERCENT FINER BY WEIGHT coarse fine GRAIN SIZE DISTRIBUTION 3/8 3 100 3 2 140 COBBLES GRAVEL SAND USCS Classification 17.7 0.0 16.2 39.0 D60 coarse medium 14.0 4.0 34.0 14.0 Boring ID Depth Boring ID Depth EXHIBIT: B-3 301 North Howes Fort Collins, Colorado PROJECT NUMBER: 20125028 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GRAIN SIZE: USCS-2 20125028.GPJ TERRACON2012.GDT 8/31/12 84 61 LL USCS 1 4 4 6 EXHIBIT: B-2 301 North Howes Fort Collins, Colorado PROJECT NUMBER: 20125028 PROJECT: Avago Technologies B4 West Annex SITE: 4380 Ziegler Road Fort Collins, Colorado CLIENT: The CPI Group Greenwood Village, Colorado LABORATORY TESTS ARE NOT VALID IF SEPARATED FROM ORIGINAL REPORT. ATTERBERG LIMITS 20125028.GPJ TERRACON2012.GDT 8/31/12 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 ns, Colorado 5028 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.    field explor cal enginee tory testing erials. bedrock sam re used for t hwork recom icable local the Unified classified in  Plasti  Dry d  Wate ration were er. At that program wa mples. The the geotech mmendations ly accepted d Soil Class general acc icity index density er-soluble sul Exhib returned to t time, the as formulate e results of t nical engine s. The labor standards. sification Sy cordance wit lfate content bit B-1 o the field ed to these eering ratory Soil ystem th the t Notes: Project No.: 20125028 Drill Rig: CME-75 Boring Started: 8/9/2012 BORING LOG NO. 7 The CPI Group See Appendix C for explanation of symbols and abbreviations. CLIENT: Greenwood Village, 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-9 Boring Completed: 8/9/2012 Sulfates (mg/L) ELEVATION SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 99.9 (ft) DEPTH (ft) 5 10 15 20 25 30 35 40 45 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI abbreviations. CLIENT: Greenwood Village, 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: 8/9/2012 Sulfates (mg/L) ELEVATION SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 97.6 (ft) DEPTH (ft) 5 10 15 20 25 30 35 40 45 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI See Appendix C for explanation of symbols and abbreviations. CLIENT: Greenwood Village, 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: 8/9/2012 Sulfates (mg/L) ELEVATION SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 99.9 (ft) DEPTH (ft) 5 10 15 20 25 30 35 40 45 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI 301 North Howes Fort Collins, Colorado Notes: Project No.: 20125028 Drill Rig: CME-75 Boring Started: 8/9/2012 BORING LOG NO. 4 The CPI Group See Appendix C for explanation of symbols and abbreviations. CLIENT: Greenwood Village, 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: 8/9/2012 Sulfates (mg/L) ELEVATION SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 99.3 (ft) DEPTH (ft) 5 10 15 20 25 30 35 40 45 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI See Exhibit A-1 for description of field procedures Exhibit Driller: Drilling Engineers, Inc. A-5 Boring Completed: 8/9/2012 Sulfates (mg/L) ELEVATION SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 100.0 (ft) DEPTH (ft) 5 10 15 20 25 30 35 40 45 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI Fort Collins, Colorado Notes: Project No.: 20125028 Drill Rig: CME-75 Boring Started: 8/9/2012 BORING LOG NO. 2 The CPI Group See Appendix C for explanation of symbols and abbreviations. CLIENT: Greenwood Village, 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: 8/9/2012 Sulfates (mg/L) ELEVATION SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 99.3 (ft) DEPTH (ft) 5 10 15 20 25 30 35 40 45 DRY UNIT WEIGHT (pcf) ATTERBERG LIMITS LL-PL-PI WATER LEVEL OBSERVATIONS PROJECT: Avago Technologies B4 West Annex Page 1 of 1 Advancement Method: 4" solid stem flight auger Abandonment Method: Borings backfilled with soil cuttings upon completion. 301 North Howes Fort Collins, Colorado Notes: Project No.: 20125028 Drill Rig: CME-75 Boring Started: 8/9/2012 BORING LOG NO. 1 The CPI Group See Appendix C for explanation of symbols and abbreviations. CLIENT: Greenwood Village, 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: 8/9/2012 Sulfates (mg/L) ELEVATION SWELL (%) WATER CONTENT (%) FIELD TEST RESULTS SAMPLE TYPE WATER LEVEL OBSERVATIONS Surface Elev.: 99.8 (ft) DEPTH (ft) 5 10 15 20 25 30 35 40 45 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 mately one , the boring . Some set possible. ering Report 4 West Anne Terracon Proj rceful ■ Relia Descriptio rings were ers. The bo nd surface e rk shown on drilled with C perations, lit ined at sele 3-inch outs ed in a man he sampler i es. The nu r standard s ed as a sta d on the bor considered N 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 day after s were back ttlement of t t ex ■ Fort Collin ect No. 20125 able on based upon orings were elevation wa Exhibit A-2 CME-75 tru hologic logs ected interv side diamete nner similar nto the grou mber of blo plit-spoon sa ndard penet ring logs at N-values. 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 drilling. Afte kfilled with a the backfill a ns, Colorado 5028 n the develo located in t as surveyed using an en ck-mounted s of the borin vals utilizing er ring-barre r to the stan und with a 1 ws required amplers, fina tration resis the respect 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 er subsequ auger cutting and/or patch opment des he field by at each bo ngineer’s lev rotary drill ngs were rec a 2-inch o el sampler (R ndard pene 40-pound h d to advance al 12 inches stance value tive sample 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 uent ground gs and sand h may occur cribed to Te measuring f oring location vel. rig with so corded by th outside diam RS). Penet tration test ammer free e the ring-b s are recorde e (N-value). depths. Rin 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 dwater mea d (if needed r and should Exhib erracon by from existing n referencin olid-stem au he field engi meter split-s tration resist (SPT). This -falling throu arrel sample ed) or the int The blow c ng-barrel sa 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 surements ) and patch d be repaire bit A-1 other g site g the ugers. ineer. spoon tance s test ugh a er 12 terval count ample ed on to the tween ethod. asing rope tation sandy erials il. In soils, . n and were ed (if ed as commendat he changes a ns, Colorado 5028 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 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 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 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 17 n any ion or ut the to the hnical Site In the rt are dered of this ot possible, t clay backfill ns, respectiv for active a e, equipmen within a dis es more than GENERAL n should be made regard esign and sp ervices duri rth-related co lysis and rec borings per ort. This rep due to the m s may not b be immediate rovided. ering Report 4 West Anne Terracon Proj rceful ■ Relia s to the abov arth pressur H to 0.004 H earth pres harge, where ackfill weight ackfill, comp by ASTM D6 heavy com ic pressures oading; ctor included ve pressure tic pressure oundation of then combin l using an e vely. For gra and at-rest, nt or floor lo tance close n those provi L COMME retained to ing interpret pecifications ing site grad onstruction p commendati rformed at t port does no modifying effe become evid ely notified t ex ■ Fort Collin ect No. 20125 able ve include: re, wall mus H, where H is ssure to de e S is surch t a maximum acted to at l 98; paction equi s acting on w in soil param in frost zone e behind ea f the wall wit ned hydrosta equivalent fl anular backfi respectively oading, whic r than the e ided. ENTS review the tation and im s. Terracon a ding, over-e phases of th ions present he indicated ot reflect var ects of cons dent until du so that furth ns, Colorado 5028 st rotate abo s wall height evelop, wal arge pressu m of 125 pcf; least 95 per ipment not in wall; meters; and e. rth-retaining th a collectio atic and later uid weighing ill, an equiva y. These pr ch should b exposed hei final design mplementatio also should excavation, e he project. ted in this re d locations a riations that struction or w uring or afte her evaluatio out base, wi t; l must mo ure; rcent of the ncluded; g walls we r on pipe leadi ral earth pre g 90 and 10 alent fluid we ressures do e added. H ight of retai n plans and on of our geo be retained excavation, eport are ba and from ot may occur weather. Th er constructio on and sup ith top latera ve horizont maximum d recommend ing to a relia essures sho 00 pcf for a eighing 85 a not include Heavy equip ning walls t specificatio otechnical re d to provide foundation ased upon th her informat between bo he nature an on. If variat plemental re al movemen tally to mo dry unit weig that a dra able discharg uld be calcu active and a and 90 pcf sh e the influen pment shoul to prevent la ns so comm ecommenda observation construction he data obta tion discuss orings, acros nd extent of tions appea ecommenda 16 nts of obilize ght as in be ge. If ulated at-rest hould ce of d not ateral ments ations n and n and ained sed in ss the such ar, we ations (0.2 (0.4 (0.4 (0.6 -- -- harge e, p1 (psf) E 7)S 5)S 3)S 3)S -- -- Earth Pressu p2 (psf) (35)H (55)H (55)H (75)H --- --- 15 ure, tion and/or conditions nding cantile s no wall mo safety and d ering Report 4 West Anne Terracon Proj rceful ■ Relia onsideratio ode Used nal Building Co dance with the ational Buildin t for seismic s t soil profile d of about 39.7 f below the max ould be perfor eophysical exp ver, we believe de Constru asement lev basement l depths of ab xploration. ns at this sit con should b ction if plans th Pressur walls with u at least equa structural de compaction are shown ever retainin vement. Th do not provid t ex ■ Fort Collin ect No. 20125 able ons ode (IBC) 1 e 2009 Interna ng Code (IBC site classifica determination feet and this s ximum depth rmed to confir ploration coul e a higher sei uction vel is not cu evel may be bout 16½ to We do not a e; however, be contacted s change to res unbalanced al to those i esign of the and the str n. Active e g walls and he recomme de for possib ns, Colorado 5028 ational Buildin C) requires a tion. The cur n. The boring seismic site c of the subsu rm the conditi d be utilized i ismic site clas urrently plan e part of the 25 feet belo anticipate ex groundwate to evaluate include a ba backfill leve ndicated in t e walls, co rength of the earth press d assumes w nded design ble hydrostat Site ng Code, Tab site soil prof rrent scope re gs completed lass definition urface explora ions below th in order to atte ss for this site ned for this e final desig ow existing s xisting groun er will be en the impacts asement for ls on oppos the following onditions of e materials sure is com wall movem n lateral eart tic pressure Classificatio D 2 ble 1613.5.2. file determina equested doe d for this proje n considers th ation. Additio he current dep empt to justify is unlikely. s site; howev gn for this s site grades in ndwater con ncountered d s of subsurfa the propose ite sides sho g table. Ear wall restra being restra mmonly use ent. The "a th pressures on the walls on ation extendi es not include ect extended hat similar bed onal exploratio pth of explora y a higher sei ver, below-g ite. Groundw n the test bo nditions will a during drilled ace condition ed addition. ould be desi rth pressure aint, method ained. Two ed for desig at-rest" cond s do not inclu s. 14 ng a e the to a drock on to ation. smic grade water orings affect d pier ns on igned es will ds of o wall gn of dition ude a Terracon Proj rceful ■ Relia s should be p 2-inch void s on the floor within partitio suspended h backfill pla ended speci vapor retard ered with w r when the arrant the u to ACI 302 fo der. hould not be and constru ual, are recom on Conside -on-grade co reduced an er recomme ubsurface so movement c g of landsca lines. There Drainage se t ex ■ Fort Collin ect No. 20125 able provided in s pace should slab. Spec on walls to ceilings. aced beneat ifications des der should b wood, tile, c e slab will s use of a vap or procedure e constructed uction consi mmended. erations onstructed a nd tend to b ndations in t oils become causing unev ping, poor d efore, it is im ction of this ns, Colorado 5028 slabs to cont d be construc ial framing d avoid poten th slabs (if a scribed in th be considere carpet or o support equ por retarder es and cauti d on frozen s derations, a according to be more uni this report a wetted to s ven floor sla drainage, imp mperative tha report be fo trol the locat cted below n details shou ntial distortio any) should b his report. ed beneath c other moistu uipment sen , the slab d ions regardi subgrade. as outlined i o the recomm iform. The are followed. significant d abs and sev properly pla at the recom ollowed. tion and exte non-bearing uld be provid on. Partition be compacte concrete sla ure sensitive nsitive to m designer and ng the use a n Section 30 mendations estimates p Additional depths, whic vere cracking aced over-ex mmendations ent of cracki partition wa ded at doorja n walls shou ed in accord abs on grade e or imper moisture. W d slab contr and placeme 02.1R of the presented in presented a movement c ch could res g. This cou xcavation ba s described i 13 ng. alls (if ambs uld be dance e that rvious When ractor ent of e ACI n this above could sult in uld be ackfill, in the tion will be m Floor Syste ete slab-on- e soils below of 3 feet belo ment are pres Design Rec en bearing should the nt of about 1 ctural design c inch (pci) al floor slab d Positive sepa oundations, c ering Report 4 West Anne Terracon Proj rceful ■ Relia be removed mediately a onditions, a er, or an ele n will be m concrete qu construction concrete to e. Pier conc gh a tremie. e sides of e should be a must be clea er should ob lacement in e on the side phant's trunk minimized, is ms grade floor w the floor sl ow the botto sented in the commenda on properly subgrade 1 inch is pos n of concrete may be use design and c arations and columns or u t ex ■ Fort Collin ect No. 20125 able d from each fter complet tremie shou ephant's trun minimized, i antities may n should be o prevent inf crete should . Pier conc each pier sh ccomplished aned prior bserve the be piers will o es of the ho k dischargin s recommend system may ab are over- om of the flo e 4.2 Earthw ations prepared so soils underg ssible with ov e slabs-on-gr ed for floors construction d/or isolation utility lines to ns, Colorado 5028 pier hole pri tion of drillin uld be used nk discharg s recomme y exceed cal withdrawn i filtration of w d have a rela crete with s hould be me d by a rough to concrete earing surfa only be acce ole or reinfo ng near the ded. y be utilized -excavated, or slab. Re work section oils, movem go an incre ver-excavati rade, a mod supported n recommend n joints sho o allow inde ior to concre ng and clean for concret ing near the ended. Due culated geo n a slow con water or ca atively high f slump in the echanically hening tooth e placement ce and shaft eptable if pr rcing steel. e bottom o d for the bu moisture co ecommendat n of this repo ment of the s ease in moi ion and repla ulus of subg on properly dations are ould be prov pendent mo ete placeme ning. If pier te placemen e bottom of to potentia metric volum ntinuous ma aving soils o fluidity when e range of roughened h placed on t. A repre ft configurati rovisions ar The use o of the hole uilding addit onditioned, a tions for ove ort. slab-on-grad isture conte acement. grade reactio compacted as follows: vided betwe ovement. nt. Pier con r concrete ca nt. The use f the hole w al sloughing mes. anner mainta or the creatio n placed in c 5 to 8 inch in the clays the auger. esentative o on. re taken to a of a bottom-d where con tion provided and compact er-excavation de floor syste ent. We esti on of 100 po d over-excav en slabs an 12 ncrete annot of a where g and aining on of cased hes is stone Shaft of the avoid dump ncrete d the ted to n and em is imate ounds vation nd all o design de of the site; h In addition, urry will be r ering Report 4 West Anne Terracon Proj rceful ■ Relia commenda D embedment 1 ing pressure n due to soil should be em r penetration r bedrock bel sidered to w minimum pra e maintained al piers mu s a function necessary, c he horizonta meter shear strengt internal fri ade reaction, on Conside pth should b owever, spe caving soils required to p t ex ■ Fort Collin ect No. 20125 able ations – Dr Description e uplift, kips) mbedded into f should be ba ow a depth o work in grou actical horiz d, and adjac st be reduc of pier spac capacity redu al direction u th (psf) ction,  , k (pci)* erations – be possible ecialized drill s and groun properly drill ns, Colorado 5028 illed Piers firm or harder alanced again of 16 feet to re up action if t ontal clear s cent piers sh ced when c ing and the uction factor using L-pile, Existing Fill 0.059 1,000 -- 100 - static 40 - cyclic 0.010 Drilled Pie with conven ing equipme ndwater indic the piers pr Bottomed r bedrock ma nst uplift force esist axial loa the horizonta spacing bet hould bear considering number of p rs can be pro piers may b On-Site Clay Soils 0.064 2,000 -- 500 - static 200 - cyclic 0.005 ers Bottom ntional single ent may be re cate that te rior to concre d in Bedroc 10 x P aterials. es for the por ds and uplift f al spacing is tween piers at the same the effects piers within a ovided for th be designed On-Site Sand Soi 0.069 -- 35 60 -- med in Bedr e-flight powe equired for v mporary ste ete placeme ck Value 8 feet 35,000 psf 2,500 psf Pier diameter 4 inches rtion of the pie forces. s less than of at least e elevation. of group a a group. If g he analyses. d for the follo ls Bedro 0.07 8,00 -- 2000 – s 800 - cy 0.00 rock er augers o very hard bed eel casing a ent. 11 r (ft.) er in three three The ction. group . owing ock 2 0 static yclic 4 n the drock and/or Corrosion P of water-sol oject concret ASTM Type tion concret ns of Section Foundation posed addit d in bedrock tructural ele ering Report 4 West Anne Terracon Proj rceful ■ Relia ments will b used for pa in final grad rly if such m d be taken water. jacent to ad ads should b discharge on e use of spl ains dischar priate outfall 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 te on and be II Portland te. Found n 318, Chapt s ion to Build k. Design re ments are p t ex ■ Fort Collin ect No. 20125 able be subject to ving and fla des should t movement wo that joints a ddition (if an be located a n pavements lash blocks ge to storm . and Constr r architectur ce some mo duced by: eases in the sity during p ow vertical elements; an relatively clo testing indi elow grade. cement is ation concr ter 4, of the A ding 4 may commendat presented in ns, Colorado 5028 o post-cons atwork to pre take into co ould be critic are properly ny) should a minimum o s or be exten or downspo m sewers by ruction al features, ovement due backfill; placement of movement b nd ose centers. cate that AS However, if recommend rete should ACI Design be support ions for foun the following struction mo event areas onsideration cal. Where y sealed and preferably b of 10 feet aw nded away f ut extension solid pipe and utilities e to the vol f the backfill; between the STM Type I f there is no ded for add be designe Manual. ed on a dr ndations for g paragraph ovement. M s where wat post-constru paving or fl d maintaine be self-conta way from the from the add ns. A prefer or daylighte s founded on ume change ; e exterior fe Portland ce (or minimal) ditional sulfa ed in acco illed pier fo r the propos hs. Maximum gr ter can pond uction move latwork abut ed to preven ained. Spr e building lin dition a mini rred alternat ed to a dete n, or in back e of the mat eatures ement is su ) cost differe ate resistanc ordance with oundation sy sed additions 10 rades d. In ement ts the nt the inkler ne(s). imum tive is ention kfill or terial. itable ential, ce of h the ystem s and ed in accord ngly recomm ion and com Grading and es must be d building a d project. I 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 ddition. Bac tion debris t d addition an ed to docume ering Report 4 West Anne Terracon Proj 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 addition dur nfiltration of caped irriga pond near o esult in sign any estimat e drainage i de. any) should er of the pro may be requi ckfill against to reduce th nd prior to p ent positive t ex ■ Fort Collin ect No. 20125 able 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 ring constru f water into tion adjacen or adjacent t nificantly hig tions of pote s not obtain be sloped a oposed add red to facilita t exterior wa he possibilit roject compl drainage, as ns, Colorado 5028 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 sitive draina uction and foundation nt to foundat o the perim gher soil mo ential movem ed and main at a minimum dition, where ate drainage alls should ty of moistu letion, we re s described 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 age away fro maintained excavations tions should eter of struc ovements th ment descri ntained, and m of 10 perc e possible. e in unpaved be properly re infiltration ecommend v above, has 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 addition. om the exis throughout s must be p d be minimiz ctures (eithe han those d bed in this d water is al cent grade fo The use of d areas arou y compacted n. After co verification o been achiev 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 ting building t the life o prevented d zed or elimin er during or discussed in report cann lowed to infi or at least 10 f swales, ch und the perim d and free onstruction o of final gradin ved. 9 uction exible kouts rative utility least ce of s that d flow ng an terior. soils nd be l-time g and of the during nated. post- n this ot be iltrate 0 feet hases meter of all of the ng be be achieved w isture conditio se materials tting of these ering Report 4 West Anne Terracon Proj rceful ■ Relia dation 4” 3” Sieve 0 Sieve d Limit……… c Limit……… uld be inorga gravel or oth kfill without t crushed gra fy compactio nsity should n Requirem uld be plac produce reco m ments ohesive soil ohesionless s engineered f ts of the in-pl met, the area d moisture an sture levels s without the fill oned clay ma could result materials cou t ex ■ Fort Collin ect No. 20125 able ……………… ……………… anic soils fre her similar n the prior app avel or cert on criteria ba be evaluate ments ced and co ommended 12 inc 95 pe ASTM -1 to + soil -3 to + fill be tested f lace density t represented b nd compaction should be ma material pum aterials shou in an increa uld result in un ns, Colorado 5028 Perce ……………… ……………… ee of vegetat non-cementit proval of the g ain other g ased on a re ed based on mpacted in moisture co ches or less in ercent of the m M D698 +3 % of the o +3 % of the o for moisture tests indicate by the test sh n requiremen intained low e mping when pr ld not be allo ase in the m ndesirable mo ent finer by w 1 70 50 1 ……………… ……………… tion, debris, tious, poorly geotechnica granular ma elative dens a project sp horizontal ntents and d Descri n loose thickn maximum dry optimum mois optimum mois content and c the specified hould be rewo nts are achiev enough to allo roof-rolled. owed to dry materials exp ovement. weight (ASTM 100 0-100 0-100 5-50 ……30 (max …..15 (max and fragme y-graded mat al engineer. terials are sity test. Co pecific basis lifts, using densities thro iption ness unit weight a sture content sture content compaction d d moisture or orked and ret ved. ow for satisfa out. A loss o pansive poten M C136) x) x) ents larger th terials shoul used it ma ompaction cr . equipment oughout the as determined during placem compaction l ested as requ actory compac of moisture w ntial. Subseq 8 han 4 ld not ay be riteria t and e lift. d by ment. imits uired ction within quent Subgrade P mpletion of t the over-ex conditioned mined by AS e subgrade ed, enginee ed in accord bility of the s ctors. If uns Alternatively soil until a s used to redu Fill Material ite soils or a aterial. The s ed by a field res, can be g to adjust the upper 1 meet the follow ering Report 4 West Anne Terracon Proj rceful ■ Relia foundations avations sho or any shorin onditions sho ned at that t 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 the over-exc xcavation an d, and recom STM D698 b and base red fill can b ance with th subgrade ma stable cond y, crushed g stable workin ce subgrade s and Plac pproved gra soil removed d technician re-used as the moistu foot of fill p wing materia t ex ■ Fort Collin ect No. 20125 able s that are ex uld be exam ng or underp ould be evalu time by the 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 cavation, the nd in other mpacted to a efore any ne of the ov be placed to he recomme ay be affect itions develo ravel and/or ng surface i e pumping. cement anular and low d from this s n who is qua fill for the pr ure content placed as ove al property re ns, Colorado 5028 xposed durin mined and ev pinning. uated during contractors’ 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. e top 8 inche areas plan at least 95 p ew fill or floo ver-excavatio o achieve th endations pr ted by preci op, workabi r rock can b s attained. w plasticity c site that is fr alified in soi roject. It sh to meet th er-excavatio equirements g the over-e valuated by g the excava ’ Competent used. The in ble, tempora om. All exca eral regulatio n, including ve the side s les and soil ess than the es of the ex nned to rece percent of th or slab is pla on have be he desired g resented in ipitation, rep lity may be e tracked or Lightweight cohesive imp ree of organi il material id hould be not he compacti on backfill be : excavation a the geotech ation process t Person. S ndividual con ry excavatio avations sho ons, includin a utility trenc slopes and/o piles be ke e slope heig posed groun eive fill sho he maximum aced. een properl rade. Engin subsequent petitive cons improved b r ‘crowded” t excavation ported mater ic or objectio dentification ted that site on criteria. elow the prop ctivities or fo hnical engine s and the sta Slope inclina 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 nd surface a ould be scar m dry unit w y prepared neered fill sh t sections o struction traf by scarifying into the uns n equipment rials may be onable mate and compa soils will re Imported posed floor s 7 or the eer to ability ations hould red to ed or OSHA ded to ystem imum posed at the rified, weight and hould of this ffic or g and stable t may used erials, action equire soils, slabs, classificatio ory test borin d area of ex tion, the actu ry to maintai evidence of d during the s ected fills or excavation th ering Report 4 West Anne Terracon Proj rceful ■ Relia mmendation reduce mov nts recomme engineered ated by Ter of over-ex de stabilizati construction ation y fill, strip from the pro onsisting of v ate landscap ree of mound ent of fills, th rovide for a at excavatio oving equipm etrated by th ons are ba ngs. The co xcavation. If ual condition n safe condi f undergroun site reconna r undergroun horoughly cle t ex ■ Fort Collin ect No. 20125 able ns described vement. endations fo fills on the racon on a xcavation o ion, foundat of the proje and remov oposed cons vegetation a ped areas a ds and depre he site shou relatively un ns for the ment. he proposed ased solely ontractor sho f different su s should be tions. nd facilities s issance, suc nd facilities eaned prior t ns, Colorado 5028 d in section r site prepar e project. A full-time bas operations, tion bearing ct. ve existing v struction area and organic m after comple essions whic uld be grade niform thickn proposed c d excavation on the ma ould verify th ubsurface co evaluated to such as sept ch features c are encount to backfill pla n 4.2.7 Gra ration, excav All earthwork sis. The eva testing of soils and o vegetation, a. materials sh etion of grad ch could prev ed to create ness of fill be construction ns may vary aterials enc hat similar co onditions are o determine tic tanks, va could be enc tered, such acement and ading and D vation, subg k on the pr aluation of e engineered other geotec pavements, hould be was ding operatio vent uniform e a relatively eneath the p can be ac significantly countered in onditions exi e encountere any excavat aults, and ba countered du features sho d/or construc Drainage of grade prepar roject shoul earthwork sh d fills, subg chnical cond , and any sted from the ons. All exp compaction y level surfa proposed bu ccomplished y across the n widely sp st throughou ed at the tim tion modifica asements wa uring constru ould be rem ction. 6 f this ration ld be hould grade itions other e site posed n. ace to uilding with e site. paced ut the me of ations as not ction. moved Structural R n the geote he proposed ete slab-on- e soils are ned, re-comp ated, a struct ended. Expansive S ory testing i in-situ mois ve potential i port provides on. Howeve ctures, floor mage such n excessive ress is gene nt if signifi ering Report 4 West Anne Terracon Proj rceful ■ Relia or new foun stems that w the site. Th antly impact f ds new floor d upon the is our opinio ents, provide potential mo xcavating a om of propo kfill material ng the crite cavation and onditioning nsuitable or Recommen echnical eng d addition m grade floor over-excava pacted fill an turally-suppo Soils ndicates th sture content f the clays a s recomme er, even if th slabs, and as uneven f wetting or d erally not be cantly more t ex ■ Fort Collin ect No. 20125 able dations pres will extend herefore, we foundations slabs for th field penet on the existi ed the subgr ovements a nd re-workin sed interior l below the f ria presente d replaceme and re-com soft materia ndations gineering an ay be suppo system may ated to a d nd some mov orted floor, s e native cla t. However, and clayston ndations to hese procedu flatwork sh floor slabs w drying of the e feasible, b e expensive ns, Colorado 5028 sented in su through the e do not bel for the propo e proposed ration resist ing fill may b rade soils ar and enhance ng the slab floor slabs. floor slabs w ed in section nt of the flo paction. Som ls are expos nalyses, sub orted on a dr y be utilized epth of at vement can supported in ay soils ex it is our opi e undergo a o help mitig ures are foll ould be ant will probably expansive but it may b e measures ubsequent se e existing fil lieve the pe osed building addition will tance value be used to s re remediate e performan subgrade s . The on-sit with the top n 4.2.4 Fill M or slab subg me addition sed at the ba bsurface exp rilled pier fou d for the bu least 3 feet be tolerated ndependent xhibited low nion these m a significant gate the eff lowed, some ticipated. T y increase if clays. Elim be possible s are used ections of th l materials erformance o g addition at l be construc es, in-situ dr support the f ed. nce of floor soils to a de e soils may 1 foot consi Materials an grade soils s al removal a ase of the ov ploration an undation sys uilding addit t and repla d. If very littl of the subgr expansive materials wil loss of mois fects of soi e movemen The severity f any modific inating the r to further re during con his report in into the bed of the existin this site. cted near cu ry densities floor slabs fo slabs, Terr epth of at le y be used a sting of imp nd Placeme should cons and replace ver-excavati d laboratory stem bottom tion provided ced as moi le movemen rade materia potential a ll exhibit a h sture. il shrinkage t and cracki of cracking cation of the risk of move educe the ri nstruction. 5 clude drock ng fill urrent , and or the racon east 3 s the ported ent of sist of ement on. y test med in d the isture nt can als, is at the higher e and ing in g and e site ement isk of It is ering Report 4 West Anne Terracon Proj rceful ■ Relia Depth t while temporary ben represent g e of other tim ying seasona uctuations o dent at the ti or at other ti he boring lo veloping the ENDATIO cal Conside ce conditions on from a ction recom cal condition l existing un s drilled at t nder the obs ted for this ng site gradi t ex ■ Fort Collin ect No. 20125 able o groundwat e drilling, ft. 22 23 25 22 20 18 18 nchmark show groundwater mes or at ot al and weath occur due to ime the bori imes in the ogs. The po e design and ONS FOR erations s encounter geotechnica mmendations ns that coul documented the site. We ervation of a site, we be ng, construc ns, Colorado 5028 ter Depth 1 day wn on Exhibit conditions ther location her condition o seasonal v ngs were pe life of the st ossibility of g constructio R DESIGN ed in the bo al point of v s described d impact de d fill was en do not pos a geotechnic lieve the fill ction of Build to groundwa after drilling 17.2 19.6 20.2 21 19.2 16.6 17.8 A-2. at the time ns. Groundw ns, and other variations, a erformed. T tructure may groundwater n plans for t N AND CO orings, the s view provid in this rep esign and c countered to ssess any in cal engineer l was likely ding 4, and i ater g, ft. * gro af of the field water levels r factors. amount of ra herefore, gr y be higher o r level fluctu the project. ONSTRUC site appears ded certain port are foll construction o depths up formation re r. Considerin placed dur nstallation o *Elevation of undwater 1 d fter drilling, f 82.6 79.7 79.8 78.3 80.7 81.0 82.1 exploration can be expe ainfall, runof roundwater l or lower tha uations shou CTION s suitable fo precautions owed. We of the prop p to about 11 egarding wh ng the locati ing previous of buried utili 4 f day ft. , and ected ff and evels an the uld be or the s and have posed 1 feet hether ion of s site ities. on the resul llows: ription pavement base course ting of sandy g amounts of g amounts of ravel d with gravel drock Testing lts indicate t laystone bed s of site soil h liquid limits -soluble sulf st results are ter observed w dition, delaye bserved in th t ex ■ Fort Collin ect No. 20125 able nges in soil lts of the bo Appro Bottom About 3½ Nos. About 2 Nos. About existing Nos. About 1 exis About exis To the exploratio hat the nativ drock is also s and bedro s ranging fro fate testing p e presented while drilling ed groundwa he borehole ns, Colorado 5028 types; in-sit orings, subsu oximate Dept m of Stratum ½ to 5 inches in 1, 2, 4 and 7 o to 4 inches in 1, 2, 4 and 7 o 4 to 11 feet b site grades in 1, 4, 5 and 7 o 6 to 20½ feet sting site grade 24 to 31 feet b sting site grade maximum de on of about 39 ve lean clay o considered ock selected om 33 to 53 performed on in Appendix and after c ater levels w es are noted tu, the trans urface cond th to (feet) Co n Boring only. n Boring only. below n Boring only. t below es. below es. epth of 9.7 feet. soils exhibit d to have low for plasticit and plastici n the existing x B of this re completion fo were also me d on the att sition betwee itions on the onsistency/D Stiff to Soft to Medium de Hard to ted compres w expansive ty testing ex ty indices ra g soils were eport. or the prese easured one tached borin en materials e project site Density/Hardn -- -- o very stiff o very stiff ense to dense o very hard ssion or low potential or xhibited mod anging from below detec ence and lev day after dr ng logs, and 3 s may e can ness e swell r non- erate 18 to ctable vel of rilling. d are the lowest addition wil The buildin frame with f the foundat We underst match eleva Building: Maxim Maxim Contin Maxim We anticipa be required trenches. Minor pits however, a scription The project Colorado. The propos the existing are located and Avago The ground with asphal The site is r building. ONDITION rofile d at each bo his report. S ns, Colorado 5028 tand the prop level at or l be approxim g is anticipate full-height pre tion. tand the build ations for the mum column d mum column d nuous Wall Lo mum Uniform F ate minor cuts d for construc and trenches full basemen t site is loca sed building a g Building 4. west of the p facilities to th d surface in th t, concrete fla relatively flat NS oring locatio Stratification Descripti posed building near current mately 20,000 ed to be cons ecast exterior ding will be at existing Build dead load – 4 dead plus live oads – 7.5 klf Floor Slab Lo s and fills on ction of new b s may be pla nt is not expec Descripti ated at 4380 addition will b An existing proposed add he south and he area of the atwork, and n sloping down n are indica boundaries ion g addition wil t grade. We 0 square feet i structed with r cladding pan t or near curre ding 4. 00 kips (prov e load – 750 k (provided) oad – 125 psf the order of building found anned to exte cted. on Ziegler Road be located on parking lot a dition with the east. e proposed ad natural grasse n gently away ated on the on the borin l be 3 stories e understand in plan view. a hybrid conc nels supporte ent grade and vided) kips (provided (assumed) 5 feet or less dations and u end below-gr d in Fort Co n the west sid and access d e Hewlett Pac ddition is cov es and weeds y from the exis individual b ng logs repre 2 with d the crete ed on d will d) s will utility rade; llins, de of drive ckard ered s. sting boring esent The proposed edrock. A slab-on-gra he floor slab he floor slab Assuming pro stimated to The amount o wetting of un iscussed in t otential mov The 2009 Inte ite is D. Close monito chieving the etained to mo ering Report 4 West Anne Terracon Proj rceful ■ Relia UMMARY tigation has ucted at 438 s A-3 through of approxim ddresses the reas are for i ation obtaine . However, d: as encounte 11 feet belo construction ciated loadin d penetratio asured on sa or support of d addition m ade floor sys subgrade s and replaced oper site pre be on the or of movemen nderlying sup the 4.2.6 Gr ement. ernational Bu oring of the e design su onitor this po t ex ■ Fort Collin ect No. 20125 able been perfor 80 Ziegler R h A-9 and de mately 29.5 t e recommen nformationa ed from our s the following ered in the b ow existing s n of Building ng areas cur on resistance amples colle f the propos may be suppo tem is recom oils are ove d with moistu eparation an rder of about t of foundatio pporting soil rading and D uilding Code, e constructio ubgrade sup ortion of the ns, Colorado 5028 med for the Road in Fort esignated as to 39.7 feet dations for t l purposes a subsurface e g geotechnic borings perfo site grades. g 4, utility ins rently occup e values, in ected from o sed improve orted on a dr mmended fo r-excavated ure condition d any neces t 1 inch. ons, floor sla ls. Therefore Drainage se , Table 1613 on operation pport. We t work. proposed A t Collins, Co s Boring No. below the e the propose and will be ut exploration, t cal considera ormed on thi The fill w stallation, an pying this po n-situ moistu our borings, ements at th rilled pier fou r the propos to a depth o ned, compac ssary subgra abs, paveme e, it is impe ection of this 3.5.2 IBC sei ns discusse therefore re Avago Techn olorado. Se 1 through B existing grou ed building a tilized by othe the site can ations were s site to dep was likely pl nd constructi ortion of the ure contents we believe is site, prov undation sys sed building of 3 feet bel cted engineer ade repair, to ents, etc. will erative the r s report be fo smic site cla ed herein w ecommend t nologies B4 even (7) bor Boring No. 7, nd surface. addition. Bo ers. be develope identified an pths ranging laced during on of the pa property. B s, and in-situ the existing vided subgra stem bottom addition pro low the botto red fill. otal moveme l be related t recommenda ollowed to re assification fo will be critic that Terraco i West rings, were This orings ed for nd will from g site arking Based u dry fill is ade is med in vided om of ent is to the ations educe or this cal in on be