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8-3 Geology Appendix 2019-09-24
744 Soil Survey i Engineering Index Properties--Continued I I I I I I I I I Classification I Fragments I Percentage Passing I I Map Symbol I Depth I USDA Texture I I I Sieve Number-- ILiquidl Plas- and Soil Name I I I I I >10 1 3-10 1 (Limit Iticity I I I Unified I AASHTO IIncheslInchesl 4 1 10 1 40 1 200 1 (Index I I r I I i I I I 11 I In I I I I Pct I Pct I I I I I Pct I I I I I I I I I I I I I 454E: (cont.) Catgulch--------1 0-5 (Very cobbly ISM IA-1 1 1-5 120-30 160-70 150-60 125-40 115-25 1 20-251 NP-5 I I coarse sandy I I I loam I I I I 1 5-15 IVery gravelly IGM IA-1 1 0 I10-25 145-60 135-55 120-45 110-20 1 20-251 NP-5 I I sandy clay I I I I I I I I I I I I loam, very I I I I I I I I I I I I gravelly sandy[ I i I I I I I I I I I loam, very I I I I I I I I I I I I gravelly I I I I I I I I I I I I coarse sandy I I I I I I I I I I I I loam I I I I I I I I I I 1 15-19 (Weathered I I I — I — I — I — I — I — I — I — I I bedrock I I I I I I I I I I 1 19-23 [Unweathered I I I — I — I — I — I — I — I — I — I I bedrock I I I I I I I I I I I I I I I I I I I I I I Breeton---------1 0-24 (Coarse sandy ISM IA-1, A-2-4 1 0 1 0 185-100175-100135-65 115-35 1 20-251 NP-5 I I loam I I I I I I I I I I 1 24-40 (Gravelly coarselML, SM, GM IA-4, A-2-4 1 0 1 0 160-95 155-90 135-80 115-65 1 25-301 NP-5 I I sandy loam, I I I I I I I I I I I I sandy loam, I I I I I I I I I I I I loam I I I I I I I I I I 1 40-60 (Gravelly coarselSM IA-1, A-2-4 1 0 1 0 160-90 155-85 130-60 I10-35 1 20-251 NP-5 I I sandy loam, I I I I I I I I I I I I sandy loam, I I I I I I I I I I I I loamy coarse I I I I I I I I I I I I sand I I I I I I I I I I I I I I I I I I I 457A: I I I I I I I Turner----------1 0-6 ILoam ICL-ML IA-4 1 0 1 0-10 180-100175-100165-95 150-75 1 25-301 5-10 1 6-12 IC1ay loam, ICL, GC, SC IA-6 1 0 1 0-10 165-100160-100155-90 135-70 1 30-401 10-20 1 1 silty clay I I I I I I I I I I I I loam, gravellyl I I I I I I I I I I I loam I I I I I I I I I 1 12-26 ILoam, clay ICL, GC, SC IA-6 1 0 1 0-10 165-100160-100155-95 140-75 1 30-401 10-15 I 1 loam, gravellyl I I I I I I I I I I I loam I I I I I I I I I I 1 26-60 IVery gravelly IGP, GM, GP-GMIA-1 1 0 I10-30 125-60 115-50 110-35 1 0-15 1 0-141 — I I loamy sand, I I I I I I I I I I I I very gravelly I I I I I I I I I 1 I I sand, I I I I I I I I I I I I extremely I I I I I I I I I I I I gravelly sand I I I I I I I I I I I I I I I I I I I I I I 458C: I I I I I I I I I Danvers---------1 0-4 ISilty clay loamlCL IA-6 1 0 1 0-5 195-100190-100180-100175-95 1 30-401 10-15 1 4-16 ISilty clay, ICL, CH IA-6, A-7 1 0 1 0-5 195-100190-100175-100165-90 1 35-551 15-30 1 1 clay loam, I I I I I I I I I I I I silty clay I I I I I I I I I I I I loam I I I I I I I I I I 1 16-42 (Clay loam, claylCL IA-6, A-7 1 0 1 0 190-100185-100175-95 160-90 1 30-451 10-25 1 42-60 (Gravelly clay IGC, GC-GM, IA-2, A-4, A-61 — 1 0-5 160-85 150-75 130-70 120-60 1 25-351 5-15 I I loam, gravelly] SC, SC-SM, I. 1 1 1 1 1 1 1 1 I I sandy loam, I CL, CL-ML I I I I I I I I I I I gravelly loam I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 Quagle----------1 0-6 ]Silt loam ICL-ML IA-4 1 0 1 0 1 100 1 100 195-100175-85 1 25-301 5-10 1 6-9 (Silt loam ICL-ML IA-4 1 0 1 0 1 100 1 100 195-100180-90 1 25-301 5-10 1 9-60 ISilt loam IML, CL-ML IA-4 1 0 1 0 1 100 195-100190-95 180-90 1 20-301 NP-10 I I I I I I I I I I I I. 758 Soil Survey Engineering Index Properties--Continued I I I I I I 1 I Classification I Fragments I Percentage Passing I I Map Symbol I Depth I USDA Texture I I Sieve Number-- [Liquidl Plas- and Soil Name I I I I >10 1 3-10 1 (Limit Iticity I I I Unified I AASHTO IIncheslInchesl 4 1 10 1 40 1 200 1 Index I I I I I I I I I I I I I In I I I Pct I Pct I I I I Pct I I I I I I I I I I I I I 510B: I I I I I I Meadowcreek-----1 0-11 (Loam JCL-ML IA-4 1 0 1 0 195-100190-100170-95 150-75 1 20-301 5-10 1 11-25 (Loam, sandy ISC-SM, CL-ML IA-4 1 0 1 0 195-100190-100170-90 140-75 1 20-301 5-10 1 loam, silt I I I I I I I Loam I I I I I I I 1 25-60 (Very gravelly IGP, GP-GM IA-1 1 0 1 0-10 125-45 115-35 110-25 1 0-10 1 — I — 1 I sand, I I I I I I I I I extremely I I I I I I I gravelly sand,J I I I I I I very gravelly I I I I I I I Loamy sand I I I I I I I I I I I I I I I I I I 511A: I I I I I I I Fairway---------1 0-15 ISilt loam ICL-ML JA-4 10 10 1 100 1 100 190-100170-90 1 20-301 5-10 1 15-46 ISilt loam, ICL-ML, CL IA-4, A-6 10 1 0 1 100 1 100 185-100160-90 1 25-401 5-15 I 1 loam, silty I I I I I I I I I clay loam I I I I I I I 1 46-60 (Sand, gravelly IGP-GM, SM, IA-2, A-1 1 0 1 0-10 140-100130-100120-60 1 0-15 1 — I — I loamy sand, I SP, SP-SM I I I I I I very gravelly I I I I I I I I sand I I I I I I I I I I I I I 512B: I I I I I I Enbar-----------1 0-22 ILoam ICL-ML IA-4 1 0 1 0 I80-100175-100160-85 150-75 1 20-301 5-10 1 22-49 ILoam, sandy ICL-ML, ML IA-4 1 0 1 0 180-100175-100160-85 150-35 1 20-301 NP-10 I I loam I I I I I I I I I I 1 49-60 IVery gravelly IGM, GP-GM IA-2, A-1 1 0 1 0-10 125-60 115-50 I10-40 1 5-30 1 15-251 NP-5 I I sandy loam, I I I I I I I I I I very gravelly I I I I I I I 1 1 loamy sand, I I I I I I I I extremely I I I I I I I I gravelly sandyl I I I I I I loam 1 1 1 1 1 1 I I I Nythar----------I 0-8 ILoam ICL-ML IA-4 1 0 1 0 195-100190-100175-90 155-70 1 25-301 5-10 1 8-33 ISilty clay ICL-ML, CL, JA-4, A-6 10 1 0-10 160-100155-100150-100135-90 1 25-351 5-15 1 1 loam, gravellyl GM-GC, SC I I I I I I I I loam, silt I I I I I loam I I I I 1 33-60 ICobbly silty ICL-ML, CL, IA-4, A-6 1 0 1 0-20 170-100165-100160-100140-90 1 25-351 5-15 1 clay loam, I SC-SM, GC I I I loam, sandy I I I I I loam. I I I I I I I I I I I 512D: I I I I I I I I I Enbar-----------1 0-22 ILoam ICL-ML IA-4 1 0 1 0 180-100175-100160-85 I50-75 1 20-301 5-10 1 22-29 ILoam, clay loamlCL-ML IA-4 1 0 1 0 180-100175-100165-90 155-80 1 20-301 5-10 1 29-50 ILoam, sandy ICL-ML, ML JA-4 1 0 1 0 180-100175-100160-85 150-75 1 20-301 NP-10 I I loam I I I I I I I I I I 1 50-60 IVery gravelly IGM, GP-GM JA-2, A-1 1 0 1 0-10 125-60 115-50 I10-40 1 5-30 1 15-251 NP-5 I I .sandy loam, I I I I I I very gravelly I I I I I I I I loamy sand, I I I extremely I I I I I I I gravelly sandyl I I I I I I I (.loam I I I I I I I I I II I I I I Bowery----------1 0-22 ILoam ICL-ML IA-4 1 0 1 0 180-100175-100165-95 150-75 1 25-301 5-10 1 22-60 ILoam, clay loamlCL-ML, CL IA-4, A-6 1 0 1 0 180-100175-100165-95 150-75 1 25-351 5-15 1 1 1 1 1 1 1 1 1 1 1 1 766 Soil Survey Engineering Index Properties--Continued I I I I I I I I I I Classification I Fragments I Percentage Passing I 1 Map Symbol I Depth I USDA Texture I I I Sieve Number-- ILiquidl Plas- and Soil Name I I I I I >10 1 3-10 1 (Limit Iticity I I I Unified I AASHTO IIncheslInchesl 4 1 10 1 40 1 200 1 (Index I I I I I I I I I I I I I In 1 I 1 Pct I Pct I I I I I Pct I I I I I I I 1 I I I I I 541A: (Pont.) I I I I I I Bonebasin-------1 0-11 ILoam ICL-ML IA-4 1 0 1 0 195-100190-100175-95 155-75 1 25-301 5-10 1 11-21 IStratified ICL, CL-ML, IA-2, A-4, A-61 0 1 0 195-100190-100160-90 130-70 1 25-351 5-15 1 1 silty clay I SC, SC-SM I I I I I I I I I I I loam to sandy I I I I I I I I I I I I loam I I I I I I I I I I 1 21-60 (Very cobbly ISM, SP-SM, IA-1 1 0 I10-45 125-60 120-55 I10-40 1 5-15 1 20-251 NP-5 I I loamy coarse I GM, GP-GM I I I I I I I I I I I sand, very I I I I I I I I I I I I gravelly I I I I I I I I I I I I coarse sand, I I I I I I I I I I I I extremely I I I I I I I I I I I I cobbly loamy I I I I I I I I I I I I sand I I I I I I I I I I I I 542A: Blossberg-------1 0-15 ILoam ICL-ML IA-4 1 0 1 0-10 190-100185-100170-95 150-75 1 25-301 5-10 1 15-24 (Gravelly loam, ICL-ML, CL, IA-6, A-4, A-21 0 1 0-15 170-100165-100150-95 130-60 1 25-351 5-15 1 1 clay loam, I SM-SC, Sc I I I I I I I I I I I sandy clay I I I I I I I I I I I I loam I I I I I I I I I I 1 24-60 IVery cobbly ISM, SP-SM, IA-1 1 0 130-45 125-75 120-70 I10-50 1 5-20 1 20-251 NP-5 I I sand, very I GM, GM-GP I I I I I I I I I I I gravelly loamyl I I I I I I I I I coarse sand, I I I I I I I I I I extremely I I I I I I I I gravelly loamyl I I I I I I I I coarse sand I I I I I I I I I I I I I I I I I I I i I I 544A: I I I I I I Bigsandy--------1 0-3 [Silty clay loamlCL IA-6 1 0 1 0 1 100 1 100 195-100185-95 1 30-351 10-15 1 3-17 ISilty clay ICL-ML, CL IA-4, A-6 1 0 1 0 195-100195-100185-100170-90 1 25-351 5-15 1 1 loam, clay I' I I I I I I I I I I I loam, silt I I I I I I I I I I I I loam I I I I I I I I I I 1 17-60 ISilt loam, ICL-ML, CL IA-4, A-6 1 0 1 0 195-100195-100185-100170-90 1 25-351 5-15 1 1 silty clay I I I I I I I I loam I I I I I I I I i I I I I I I I I Slickspots. I I I I I I I I I I I I I I I I I I I I I I I 547E: Hoppers---------1 0-8 ILoam ICL-ML IA-4 1 0 1 0-10 195-100190-100175-95 155-75 1 25-301 5-10 1 8-26 ISandy clay ICL, SC IA-2-6, A-6 1 0 1 0-15 I80-95 170-90 160-85 125-70 1 30-351 10-15 I I loam, gravelly[ I I I . I I I I I I I I clay loam I I I I I I I I I I 1 26-33 (Weathered I I — I I bedrock I I 1 33-43 (Unweathered I I I — I — I — I I bedrock I I I I I I I I I I I I I I I I I I I I I I Adel------------1 0-14 ILoam ICL-ML IA-4 1 0 1 0-5 185-100180-100170-95 150-75 1 25-301 5-10 1 14-60 ILoam, clay ICL, CL-ML, IA-4, A-6 1 0 1 0-10 170-100160-100155-95 140-80 1 25-351 5-15 1 1 loam, gravellyl SC-SM I I I I I I I I I I I loam I I I I I I I I I I I I I I I I I I I I I I Gallatin County Area, Montana-Part II 861 Physical Properties of the Soils--Continued I I I I I I I I I I I I I I I I I Erosion Factors I Wind I Wind Map Symbol I Depth I Clay I Moist IPermeabilitylAvailablel Shrink- IOrganicl IErodi-IErodi- and Soil Name I I I Bulk I I Water I Swell IMatter I I I Ibilitylbility I I I Density I ICapacity IPotentiall I K I Kf I T I Groupl Index I In I Pct I ci/cc I in/hour I In/in I I Pct I I I I I I I I I I I I i I I I I 454D: (cont.) I I I I I I I Catgulch--------1 0-5 1 12-2011.30-1.501 2.00-6.00 10.06-0.091Low 12.0-4.01 0.101 0.241 1 1 3 1 86 1 5-15 1 10-2211.40-1.601 0.60-2.00 10.05-0.091Low 11.0-2.01 0.101 0.321 1 1 1 15-19 1 - I I - 1 19-23 1 - I I I I I I I I I I I I I I I I 454E: I I I I I I I I Bielenberg------1 0-9 1 20-2711.50-1.601 0.60-2.00 10.15-0.191Low 12.0-4.01 0.201 0.321 3 1 5 1 56 1 9-29 1 20-3511.50-1.601 0.60-2.00 10.12-0.161Low 11.0-3.01 0.201 0.281 1 1 1 29-43 1 12-2011.50-1.601 2.00-6.00 10.06-0.091Low 10.5-1.01 0.151 0.321 1 1 1 43-58 1 - I - 1 58-62 1 - I I I I Catgulch--------1 0-5 1 12-2011.30-1.501 2.00-6.00 10.06-0.091Low 12.0-4.01 0.101 0.241 1 1 3 1 86 _ 1 5-15 1 10-2211.40-1,601 0.60-2.00 10.05-0.091Low 11.0-2.01 0.101 0.321 1 1 1 15-19 1 - I 1 19-23 1 - I I I I I I I I I I Breeton---------1 0-24 1 8-1811.25-1.451 2.00-6.00 10.11-0.131Low 15.0-10 1 0.151 0.151 5 1 3 1 86 1 24-40 1 8-1811.30.-1.501 2.00-6.00 10.10-0.141Low 14.0-8.01 0.241 0.241 1 1 1 40760 1 5-1511.40-1.601 2.00-6.00 10.09-0.111Low 10.5-1.01 0.201 0.201 1 1 I I I I I I I I I I I I 457A: I I I I I I I I Turner----------1 0-6 1 15-2711.10-1.301 0.60-2.00 10.15-0.191Low 12.0-4.01 0.371 0.371 3 1 6 1 48 1 6-12 1 25-3511.30-1.501 0.60-2.00 10.12-0.181Moderate 10.5-2.01 0.241 0.371 1 1 1 12-26 1 18-3511.35-1.501 0.60-2.00 10.12-0.181Moderate 10.0-0.51 0.241 0.371 1 1 1 26-60 1 0-5 11.35-1.501 6.00-20.00 10.01-0.061Low 10.0-0.51 0.051 0.201 1 1 1 1 1 1 1 1 1 1 1 1 1 1 458C: I I I I I I I I I I I I Danvers---------1 0-4 1 27-3511.15-1.351 0.20-0.60 10.16-0.201Moderate 12.0-4.01 0.321 0.321 5 1 7 1 38 1 4-16 1 35-5011.30-1.501 0.06-0.20 10.13-0.161High 11.0-2.01 0.321 0.32 1 1 1 1 16-42 1 27-4511.30-1.501 0.06-0.20 10.13-0.161High 10.5-1.01 0.371 0.37 1 1 1 1 42-60 1 10-3511.45-1.651 0.20-0.60 10.11-0.141Low 10.0-0.51 0.171 0.431 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Quagle----------1 0-6 1 18-2511.10-1.301 0.60-2.00 10.18-0.201Low I1.0-3.01 0.371 0.371 5 1 4L 1 86 1 6-9 1 18-2511.15-1.351 0.60-2.00 10.16-0.191Low 11.0-2.01 0.371 0.371 1 1 1 9-60 1 10-1811.20-1.401 0.60-2.00 10.16-0.191Low 10.0-1.01 0.371 0.371 1 1 458D: I I I I I I I Danvers---------1 0-4 1 27-3511.15-1.351 0.20-0.60 10.16-0.201Moderate 12.0-4.01 0.321 0.321 5 1 7 1 38 1 4-16 1 35-5011.30-1.501 0.06-0.20 10.13-0.161High 11.0-2.01 0.321 0.321 1 1 1 16-42 1 27-4511.30-1.501 0.06-0.20 10.13-0.161High 10.5-1.01 0.371 0.371 1 1 1 42-60 1 10-3511.45-1.651 0.20-0.60 10.11-0.141Low 10.0-0.51 0.171 0.431 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Quagle----------1 0-6 1 18-2511.10-1.301 0.60-2.00 10.18-0.201Low I1.0-3.01 0.371 0.371 5 1 4L 1 86 1 6-9 1 18-2511:15-1.351 0,60-2.00 10.16-0.191Low 11.0-2.01 0.371 0.371 1 1 1 9-60 1 10-1811.20-1.401 0.60-2.00 10.16-0.191Low 10.0-1.01 0.371 0.371 1 1 I I I I I I I I I I I I 461D: I I I Sawicki---------1 0-5 1 12-2011.15-1.351 0.60-2.00 10.08-0.111Low 12.0-4.01 0.101 0.371 5 1 8 1 - 1 5-23 1 20-3011.35-1.551 0.20-0.60 10.07-0.101Low 11.0-3.01 0.101 0.321 1 1 1 23-31 1 10-2011.60-1.751 2.00-20,00 10.03-0.051Low 10.0-1.01 0.051 0.201 1 1 1 31-60 1 10-2011.60-1.751 2.00-20.00 10.03-0.051Low 10.0-1.01 0.051 0.201 1 1 I I I I I i I I I I I I 461G: I I I I I I Titian-----------1 0-12 1 18-2711.10-1.301 0.60-2.00 10.12-0.151Low 13.0-5.01 0.151 0.281 5 1 6 1 48 1 12-25 1 18-3511.20-1.401 0.60-2.00 10.11-0.131Low 11.0-3.01 0.201 0.371 1 1 1 25-60 1 18-3511.30-1.501 0.60-2.00 10.09-0.101Low 10.5-1.01 0.101 0.371 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Adel------------1 0-14 1 20-2711.15-1.351 0.60-2.00 10.16-0.201Low 14.0-8.01 0.281 0.281 5 1 6 1 48 1 14-22 1 18-2711.20-1.401 0.60-2.00 10.16-0.201Low 11.0-5.01 0.371 0.371 1 1 1 22-60 1 18-3011,30-1.501 0.60-2.00 10.12-0.161Low 10.0-2.01 0.281 0.281 1 1 1 1 1 1 1 1 1 1 1 1 1 1 866 Soil Survey 1 Physical Properties of the Soils--Continued i I I I I I I I I I I I I I I Erosion Factors I Wind I Wind Map Symbol I Depth I. Clay I Moist IPermeabilitylAvailablei Shrink- IOrganicl IErodi-IErodi- and Soil Name I I I Bulk I I Water I Swell IMatter I I I Ibilitylbility I I I Density I (Capacity IPotentiall I K I Kf I T I Groupl Index I I I I I I I I I I I I I in I Pct I a/cc I In/hour I In/in I I Pct I I I I I I I I I I I I I I I I I 507A: (cont.) I I I I I I I I Bonebasin-------1 0-11 1 15-2711.10-1.301 0.60-2.00 10.18-0.221Low 14.0-8.01 0.281 0.281 3 1 6 1 48 1 11-21 1 18-3511.25-1.451 0.60-2.00 10.17-0.201Moderate 12.0-4.01 0.281 0.281 1 I 1 21-60 1 0-1011.50-1.701 6.00-20.00 10.04-0.061Lbw 11.0-2.01 0.051 0.171 1 1 I I I I I I I I I I I I 508A: I I I I I Fairway---------1 0-15 1 27-3511.20-1.401 0.20-0.60 10.12-0.151Moderate 12.0-5.01 0.281 0.281 4 1 4L 1 86 1 15-46 1 18-3011.20-1.401 0.60-2.00 10.16-0.201Low 11.0-2.01 0.371 0.371 1 1 1 46-60 ( 0-1011.20-1.501 6.00-20.00 10.03-0.041Low 10.5-1.01 0.101 0.201 1 1 1 I1 I I I I I I I I I Threeriv--------1 0-5 1 2.7-3511.15-1.351 0.20-0.60 10.17-0.201Low 12.0-4.01 0.281 0.281 3 1 7 1 38 1 5-25 1 18-3511.25-1.451 0.20-0.60 10.14-0.181Low 11.0-3.01 0.321 0.321 1 1 1 25-60 1 0-1011.50-1.701 6.00-20.00 10.02-0.05ILow 10.0-1.01 0.051 0.201 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Rivra-----------1 0-7 1 5-1511.30-1.501 2.00-6.00 10.09-0.111Low 10.5-2.01 0.101 0.201 5 1 3 1 86 1 7-60 1 0-5 11.55-1.751 >20.00 10.02-0.031Low 10.5-1.01 0.021 0.171 1 1 I I I I I I I I I I I I 509B: I I I I I I I I I I Enbar-----------1 0-22 1 18-2711.15-1.351 0.60-2.00 10.16-0.201Low 13.0-5.01 0.281 0.281 4 1 6 1 48 1 22-49 1 18-2711.35-1.551 0.60-2.00 10.14-0.181Low 10.5-1.01 0.371 0.371 1 1 1 49-60 1 5-1811.50-1.701 2.00-6.00 10.04-0.051Low I 10.051 0.201 1 1 I I I I I I I I I I I I 51OB: Meadowcreek-----1 0-11 1 18-2511.20-1.401 0.60-2.00 10.18-0.201Low 12.0-5.01 0.371 0.371 3 1 5 1 56 1 11-25 1 18-2511.20-1.401 0.60-2.00 10.13-0.151Low 11.0-3.01 0.371 0.371 1 1 1 25-60 1 0-5 11.20-1.501 >20.00 10.02-0.031Low 10.0-0.51 0.051 0.201 1 1 I I I i I I I I I I I I 511A: I I I I I I I I Fairway---------1 0-15 1 15-2711.20-1.401 0.60-2.00 10.18-0.221Low 12.0-5.01 0.281 0.281 4 1 4L 1 86 1 15-46 1 18-3011.20-1.401 0.60-2.00 10.16-0.201Low 11.0-2.01 0.371 0.371 1 1 1 46-60 1 0-1011.20-1.501 6.00-20.00 10.03-0.041Low 10.5-1.01 0.101 0.201 1 1 I I I I I I I I I I I i 512B: I I I I I I Enbar-----------1 0-22 1 18-2711.15-1.351 0.60-2.00 10.16-0.201Low 13.0-5.01 0.371 0.371 4 1 6 1 48 l 22-49 1 18-2711.35-1.551 0.60-2.00 10.14-0.181Low 10.5-1.0.1 0.371 0.371 1 1 1 49-60 1 5-1811.50-1.701 2.00-6.00 10.04-0.051Low I 1 0.051 0.201 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Nythar----------1 0-8 1 18-2711.15-1.351 0.60-2.00 10.16-0.201Low 12.0-5.01 0.321 0.321 5 1 6 1 48 1 8-33 1 18-3511.20-1.401 0.60-2.00 10.15-0.191Moderate 11.0-3.01 0.371 0.371 1 1 1 33-60 1 18-3511.30-1.501 0.60-2.00 10.13-0.171Moderate 10.0-1.01 0.371 0.371 1 1 I I I I I I I I I I I I 5121): I I I I I I I I Enbar-----------1 0-22 1 18-27I1.15-1.351 0.60-2.00 10.16-0.201Low 13.0-5.01 0.371 0.371 4 6 1 48 1 22-29 1 18-3011.30-1.501 0.60-2.00 10.14-0.161Low 11.0-3.01 0.371 0.371 1 1 129-50 1 18-27ll.35-1•.551 0.60-2.00 10.14-0.181Low 10.5-1.01 0.371 0.371 1 1 1 50-60 1 5-1811.50-1.701 2.00-6.00 10.04-0.051Low I 1 0.051 0.201 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Bowery----------1 0-22 1 18-2711.10-1.251 0.60-2.00 10.20-0.231Low 14.0-8.01 0.281 0.281 5 1 6 1 48 1 22-60 1 18-3511.20-1.401 0.60-2.00 10.15-0.191Low 11.0-2.01 0.371 0.371 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Nythar----------1 0-8 1 18-2711.15-1.351 0.60-2.00 10.16-0.201Low 12.0-5.01 0.321 0.321 5 1 6 1 48 1 8-33 1 18-3511.20-1.401 0.60-2.00 10.15-0.191Moderate 11.0-3.01 0.371 0.371 1 1 1 33-60 1 18-3511.30-1.501 0.60-2.00 10.13-0.171Moderate 10.0-1.01 0.371 0.371 1 1 I I I I I I I I I I I I 513A: I I I I I I Meadowcreek-----1 0-11 1 18-2711.10-1.301 0.60-2.00 10.18-0.201Low 112.0-5.01 0.321 0.321 3 1 4L 1 86 1 11-25 1 18-2511.40-1.501 0.60-2.00 10.16-0.181Low 11.0-2.01 0.371 0.371 1 1 1 25-60 1 0-5 11.60-1.701 >20.00 10.02-0.031Low 10.5-1.01 0.051 0.201 1 1 I I I I I I I I I I I I Bonebasin-------1 0-11 1 15-2711.10-1.301 0.60-2.00 10.18-0.221Low 14.0-8.01 0.281 0.281 3 1 6 1 48 1 11-21 1 18-3511.25-1.451 0.60-2.00 10.17-0.201Moderate 12.0-4.01 0.281 0.281 1 1 1 21-60 1 0-1011.50-1.701 6.00-20.00 10.04-0.061Low 11.0-2.01 0.051 0.171 1 1 1 1. 1 1 1 1 1 1 1 1 1 1 Gallatin County Area, Montana-Part II 869 Physical Properties of the Soils--Continued I I I I I I I I I I I I I I Erosion Factors I Wind I Wind Map Symbol I Depth I Clay I Moist IPermeabilitylAvailablel Shrink- IOrgahicl IErodi-IErodi- and Soil Name I I I Bulk I I Water I Swell IMatter I I I Ibilitylbility I I I Density I (Capacity IPotentiall I K I Kf I T I Groupl Index I I I I I I I I I I I I I In I Pct I g/cc I In/hour I In/in I I Pct I I I I I i I I I I I I I I I I 52BA: (cont.) I I I I I I I I I Lamoose---------1 0-9 1 18-2711.10-1.201 0.60-2.00 10.17-0.211Low 14.0-6.01 0.281 0.281 3 1 4L 1 86 1 9-27 1 18-2711.15-1.301 0.60-2.00 10.15-0.181Low 12.0-4.01 0.321 0.321 1 1 1 27-60 1 0-1011.60-1.751 6.00-20.00 10.02-0.031Low 10.0-0.51 0.051 0.201 1 1 I I I I I I I I I I I I 537A: I I I I I I I Lamoose---------1 0-9 1 18-2711.10-1.201 0.60-2.00 10.17-0.211Low 14.0-6.01 0.281 0.281 3 1 4L 1 86 1 9-27 1 18-2711.15-1.301 0.60-2.00 10.15-0.181Low 12.0-4.01 0.321 0.321 1 1 1 27-60 1 0-10I1.60-1.751 6.00-20.00 10.02-0.031Low 10.0-0.51 0.051 0.201 1 1 I I I I I I I I I I I I 538A: I I I I I I I I Tetonview-------1 0-8 1 20-2711.10-1.301 0.60-2.00 10.18-0.201Low 12.0-5.01 0.321 0.321 5 1 4L 1.86 1 8-34 1 18-3511.30-1.401 0.20-0.60 10.16-0.181Moderate 12.0-5.01 0.321 0.321 1 1 1 34-60 1 18-3511.30-1.401 0.20-0.60 10.14-0.181Low 10.5-1.01 0.241 0.431 1 1 I I I 539A: II I I I i I I I I Tetonview-------I 0-8 20-2711.10-1.301 0.60-2.00 10.18-0.201Low 12.0-5.01 0,321 0.321 5 1 4L 1 86 1 8-34 1 18-3511.30-1.401 0.20-0.60 10.16-0.181Moderate 12.0-5.01 0.321 0.321 1 1 1 34-60 1 18-3511.30-1.401 0.20-0.60 10.14-0.181Low 10.5-1.01 0.241 0.431 1 1 I I I I I I I I I I I I 540A: I I I I I I I Tetonview-------1 0-8 1 20-2711.10-1.301 0.60-2.00 10.18-0.201Low 12.0-5.01 0.321 0.321 5 1 4L 1 86 1 8-34 1 18-3511.30-1.401 0.20-0.60 10.16-0.181Moderate 12.0-5.01 0.321 0.321 1 1 1 34-60 1 18-3511.30-1.401 0.20-0.60 10.14-0.181Low 10.5-1.01 0.241 0.431 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Newtman---------1 0-9 1 - 10.05-0.101 I 1 1 20-30 1 - I - 1 4 1 8 1 1 9-15 1 20-3511.10-1.301 0.60-2.00 10.15-0.191Moderate 16.0-8.01 0.281 0.281 1 1 1 15-24 1 25-3511.25-1.451 0.20-0.60 10.14-0.181Moderate I1.0-4.01 0.371 0.371 1 1 1 24-60 1 18-3011.35-1.551 0.60-2.00 10.09-0.121Low 10.5-2.01 0.151 0.371 1 1 I I I I I I I 541A: I I I I I I I Lamoose---------1 0-9 1 18-2711.10-1.201 0.60-2.00 10.17-0.211Low 14.0-6.01 0.281 0.281 3 1 4L 1 86 1 9-27 1 18-2711,15-1.301 0.60-2.00 10.15-0.181Low 12.0-4.01 0.32 1 0.321 1 1 1 27-60 1 0-1011.60-1.751 6.00-20.00 10.02-0.031Low 10.0-0.51 0.051 0.201 1 1 I I I I I I I I I I I I Rivra-----------1 0-7 1 5-1511.30-1.501 2.00-6.00 10.09-0.111Low 10.5-2.01 0.101 0.201 5 1 3 1 86 1 7-60 1 0-5 11.55-1.751 >20.00 10.02-0.031Low 10.5-1.01 0.021 0.171 1 1 I I I I I I I I I I I I Bonebasin-------1 0-11 1 15-2711.10-1.301 0.60-2.00 10.18-0.221Low 14.0-8.01 0.281 0.281 3 1 6 1 48 1 11-21 1 18-3511.25-1.451 0.60-2.00 10.17-0.201Moderate 12.0-4.01 0.281 0.281 1 1 1 21-60 1 0-1011.50-1.701 6.00-20.00 10.04-0.061Low 11.0-2.01 0.051 0.171 1 1 I I I I I I I I I I 1 1 542A: I I 1 .1 1 1 1 1 1 1 1 1 1 Blossberg-------1 0-15 1 20-2711.17-1.271 0.60-2.00 10.17-0.201Low 14.0-6.01 0.321 0.371 3 1 6 1 48 1 15-24 1 20-3511.11-1.311 0.20-2.00 10.15-0.181Moderate 12.0-4.01 0.201 0.321 1 1 1 24-60 1 0-1011.5071.701 6.00-20.00 10.02-0.031Low 10.0-0.51 0.051 0.171 1 1 1 1 1 1 1 1 1 1 1 1 1 1 544A: I I I I I 1 1 1 1 1 1 1 Bigsandy--------1 0-3 1 27-3511.15-1.351 0.20-0.60 10.09-0.121Moderate I1.0-3.01 0.321 0.321 5 1 4L 1 86 1 3-17 1 18-3511.20-1.401 0.20-0.60 10.09-0.121Moderate 10.5-1.01 0.371 0.371 1 1 1 17-60 1 18-3511.30-1.501 0.60-2.00 10.09-0.121Moderate 10.0-0.51 0.371 0.371 1 1 1 1 I I I I I I Slickspots. I I I I I I I I I I I I I I I I I I 547E: I I I I I I Hoppers---------1 0-8 1 18-2711.20-1.301 0.60-2.00 10.15-0.191Low 12.0-4.01 0.321 0.321 3 1 6 1 48 1 8-26 1 25-3511.40-1.601 0.20-0.60 10.14-0.181Moderate 11.0-3.01 0.171 0.321 1 1 1 26-33 1 - I 1 33-43 1 - I I I II I I I I I I 1 Adel------------1 0-14 1 15-2711.15-1.351 0.60-2.00 10.16-0.201Low 14.0-8.01 0.281 0.371 5 1 6 1 48 1 14-60 1 18-3011.20-1.401 0.60-2.00 10.16-0.201Low I1.0-4.01 0.171 0.321 1 1 1 1 1 I I 478 Soil Survey Building Site Development--Continued I I I I I I I Map Symbol I Shallow I Dwellings I Dwellings 1 Small I Local Roads I Lawns and and Soil Name I Excavations I Without I With I Commercial I and Streets I Landscaping I Basements I Basements I Buildings I I I I I I I I I I I I I I 457A: I Turner----------(Severe: (Moderate: IModerate: (Moderate: IModerate: (Moderate: I cutbanks cave ( shrink-swell I wetness I shrink-swell I shrink-swell, I large stones, I I I I I frost action I droughty I I I I I I 458C: I I I I I I Danvers---------IModerate: ISevere: (Severe: ISevere: ISevere: (Slight I too clayey I shrink-swell I shrink-swell I shrink-swell I shrink-swell, I I I I I I low strength I I I I I I I Quagle----------(Slight ]Slight ISlight IModerate: IModerate: (Slight I I I I slope I frost action I I I I I I I 458D: I I I I I I Danvers---------IModerate: ISevere: ISevere: ISevere: ISevere: IModerate: I too clayey, I shrink-swell I shrink-swell I shrink-swell, I shrink-swell, I slope I slope I I I slope I low strength I I I I I I I Quagle----------IModerate: IModerate: IModerate: ISevere: IModerate: IModerate: I slope I slope I slope I slope I slope, I slope I I I I I frost action I I I I I I I 461D: I I I I I I Sawicki---------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I cutbanks cave, I slope I slope I slope I slope I slope I slope I I I I I I I I I I 461G: I I I I Titian-----------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I slope I slope I slope I slope I slope I slope I I I I I I Adel-------------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I slope I slope I slope I slope I slope I slope I I I I I I 463B: I I I I I I Beanlake--------IModerate: ISlight IModerate: ISlight IModerate: IModerate: I wetness I I wetness I I frost action I large stones I I I I I I 466E: I I I I I Windham------ --ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I slope I slope I slope I slope I slope I slope I I I I I I 470D: I I I I I I Absarook--------ISevere: IModerate: ISevere: ISevere: IModerate: IModerate: I depth to rock I slope, I depth to rock I slope I depth to rock,l slope, I I depth to rock I I I slope, I depth to rock I I I I I frost action I I I I I I I Tolbert---------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I depth to rock I depth to rock I depth to rock I slope, I depth to rock I depth to rock I I I I depth to rock I I 1 I I I 47BE: I I I I I Tiban-----------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I slope I slope I slope I slope I slope I slope I I I I I I Castner---------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I depth to rock, I slope, I depth to rock,I slope, I depth to rock,I slope, I slope I depth to rock I slope I depth to rock I slope I depth to rock I I I I I I 478G: I I I I I I Tiban-----------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I slope I slope I slope I slope I slope I slope I I I I 482 Soil Survey Building Site Development--Continued I I I I i I Map Symbol I Shallow I Dwellings I Dwellings I Small I Local Roads I Lawns and and Soil Name I Excavations I Without I With I Commercial I and Streets I Landscaping I Basements I Basements I Buildings I I i I I I I I I I I I I I 503A: (cont.) I I I I Rivra-----------(Severe: (Severe: •ISevere: ISevere: [Moderate: ISevere: I cutbanks cave I flooding I flooding I flooding I flooding, I droughty I I I I I large stones I I I I I I I 504A: I I I I I I Meadowcreek-----ISevere: IModerate: ISevere: (Moderate: ISevere: (Slight I cutbanks cave, I wetness I wetness I wetness I frost action I I wetness I I I 1 1 I I I I I I 505A: I I I I I I Fairway---------ISevere: ISevere: ISevere: ISevere: ISevere: (Moderate: I cutbanks cave, l flooding I flooding., I flooding I frost action I excess salt I wetness I I wetness I I I I I I I I I Rivra-----------ISevere: ISevere: ISevere: ISevere: (Moderate: ISevere: I cutbanks cave I flooding I flooding I flooding I flooding, I droughty I I I I I large stones I I I I I I I 506A: I I I I I I Saypo-----------ISevere: (Moderate: ISevere: IModerate: ISevere: IModerate: I wetness I wetness, I wetness I wetness, I frost action I excess.salt I I shrink-swell I I shrink-swell I I I I I I I I 507A: I I I I I I Soapereek-------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I wetness I flooding, I flooding, I flooding, I shrink-swell, I too clayey I I shrink-swell I wetness, I shrink-swell I low strength, I I I I shrink-swell I I frost action I I I I I I I Bonebasin-------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I cutbanks cave, l flooding, I flooding, I flooding, I wetness, I wetness I wetness I wetness I wetness I wetness I frost action I I I I I I I 508A: I I I I I I Fairway---------ISevere: ISevere: ISevere: ISevere: ISevere: ]Moderate: I cutbanks cave, l flooding I flooding, I flooding I frost action I excess salt I wetness I I wetness I I I I I I I I I Threeriv--------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I cutbanks cave,l flooding, I flooding, I flooding, I wetness, I wetness I wetness I wetness I wetness I wetness I flooding, I I I I I I frost action I I I I I I I Rivra-----------ISevere: ISevere: ISevere: ISevere: IModerate: ISevere: I cutbanks cave I flooding I flooding I flooding I flooding, I droughty I I I I I large stones I I I I I I I 509B: I I I I I I Enbar-----------ISevere: ISevere: ISevere: ISevere: ISevere: ISlight I cutbanks cave, I flooding I flooding, I flooding I frost action I I wetness I I wetness I I I I I I I 51OB: I I I I Meadowcreek-----ISevere: IModerate: ISevere: IModerate: ISevere: ISlight I cutbanks cave, I wetness I wetness I wetness I frost action I I wetness I I I I I I I I I I I 511A: I I I I I I Fairway---------ISevere: IModerate: ISevere: IModerate: ISevere: ISlight I cutbanks cave, I wetness I wetness I wetness I frost action I I wetness I I I I I I I I I I I 512B: I I I Enbar-----------ISevere: ISevere: ISevere: ISevere: ISevere: ISlight I cutbanks cave, I flooding I flooding, I flooding I frost action I I wetness I I wetness I I I I I I I I I Gallatin County Area, Montana—Part II 485 Building Site Development--Continued I I I I I I Map Symbol I Shallow I Dwellings I Dwellings I Small I Local Roads I Lawns and and Soil Name I Excavations I Without I With I Commercial I and Streets I Landscaping I I Basements I Basements I Buildings I I I I I I I I I I I I I I 528A: I I Greycliff-------(Severe: (Moderate: ISevere: (Moderate: (Severe: ISevere: I cutbanks cave,] wetness, I wetness I wetness, I frost action I excess sodium I wetness I shrink-swell I I shrink-swell I I I I I I I I Lamoose---------ISevere: ISevere: ISevere: ISevere: ISevere: (Moderate: I cutbanks cave,] wetness I wetness I wetness I frost action I wetness I wetness I I I I I I I I I I I 537A: I I I I I I Lamoose---------ISevere: ISevere: ISevere: ISevere: ISevere: IModerate: I cutbanks cave, ] wetness I wetness I wetness I frost action I wetness I wetness I I I I I I I I I I I 538A: I I I I I I Tetonview-------ISevere: ISevere: ISevere: ISevere: ISevere: IModerate: I wetness I wetness I wetness I wetness I frost action I wetness I I I I I I 539A: I I I I I I Tetonview-------ISevere: ISevere: ISevere: ISevere: ISevere: IModerate: I wetness I wetness I wetness I wetness I frost action I wetness I I I I I I 540A: I I I I I I Tetonview-------ISevere: ISevere: ISevere: ISevere: ISevere: IModerate: I wetness I wetness I wetness I wetness I frost action I wetness I I I I I I Newtman---------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I wetness I flooding, I flooding, I flooding, I wetness, I wetness, I I wetness I wetness I wetness I frost action I excess humus I I I I I I 541A: I I I I I I Lamoose---------ISevere: ISevere: ISevere: ISevere: ISevere: IModerate: I cutbanks cave, ] flooding, I flooding, I flooding, I frost action I wetness I wetness I wetness I wetness I wetness I I I I I I I I Rivra-----------ISevere: ISevere: ISevere: ISevere: IModerate: ISevere: I cutbanks cave I flooding I flooding I flooding I flooding, I droughty I I I large stones I I I I I Bonebasin-------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I cutbanks cave,] flooding, I flooding, I flooding, I wetness, I wetness I wetness I wetness I wetness I wetness I frost action I I I I I I I 542A: I I I I I I Blossberg-------ISevere: ISevere: ISevere: ISevere: ISevere: IModerate: I cutbanks cave, I wetness I wetness I wetness I frost action I large stones, I wetness I I I I I wetness I I I I I I 544A: I I I I I I Bigsandy--------ISevere: ISevere: ISevere: ISevere: ISevere: IModerate: I wetness I wetness I wetness I wetness I frost action I excess salt, I I I wetness, I I I I droughty I I I I I Slickspots. I I I I I I I I I i I I 547E: I I Hoppers---------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I depth to rock, ] slope I depth to rock, ] slope I slope I slope I slope I I slope I I I I I I I I I Adel------------ISevere: ISevere: ISevere: ISevere: ISevere: ISevere: I slope I slope I slope I slope I slope I slope I I I I I I 972 Soil Survey Water Features--Continued Flooding High Water Table and Ponding Map Symbol (Hydro-I And Ilogic I I I I I Soil Name IGroup I Water I Kind I I Ponding I Maximum I I Frequency Duration I Months I Table I of I Months I Duration I Ponding I I I I Depth (water Tablel I I Depth Ft Ft { 453B: I I Amsterdam-------I B I None -6.0 I — Quagle---------- >6.0 B � None � � I 453C: I Amsterdam-------I B None >6.0 — I Quagle---------- B I None — >6.0 — I 453D: I Amsterdam-------I B I None >6.0 I Brodyk----------I B I None - >6-0 — I 454D: I I I I I Bielenberg------I B I None >6.0 — I I Catgulch--------I D I None >6.0 — I I 454E: I I Bielenberg------I B I None >6.0 — I I Catgulch--------I D I None >6.0 { I I i Breeton---------I B I None >6.0 I I 457A: Turner----------I B I None I 14.0-8.0 Apparent I May-Aug I ( — I I I I I I I 45SC: I I I I I I — Danvers--------- >6.0 C I None I — I I I I I I I I I I I I Quagle----------I B I None I I >6.0 — I I I I I I I I 458D: I I I I I I I — Danvers---------I C I None I — I I >6.0 I I I I I I I I I I — Quagle---------- >6.0 e I None I I I I I I I I I I I I 461D: I I I I I Sawicki---------I B I None I — I — I >6.0 — I I I I I I I I 461G: I I I I I I I I — Titian-----------I B >6.0 None — I I I I I I I I I I I I — Adel------------I B >6.0 None — I I I I I I I I I I 463B: I I I I I I Beanlake--------I B I None I { 4.0-8.0 Apparent I Apr-Aug I — I — I I 466E: I I I I I I I I — Windham---------I B >6.0 None I — I I I I I I I I I I I I 470D: I i I I I I I I I — Absarook-------- B I None I I >6.0 I I I I I Tolbert---------I D None I I I >6.0 I I I I I I I I I I I Gallatin County Area, Montana—Part II 975 Water Features--Continued � I I I Flooding 1 High Water Table and Ponding Map Symbol (Hydro-I 1 And (logic I I I I I I I Soil Name (Group I I I I Water I Kind I I Ponding I Maximum I I Frequency Duration Months I Table I of I Months I .Duration I Ponding I I I I I Depth (Water Tablel I I Depth I I I I Ft I I I Ft I I I I I I I 505A: I I I I I I I I I Fairway---------I C I Rare I Brief I Jan-Jun 1 2.0-3.5 I Apparent I Apr-Jun I — I — I I I I I I I I I Rivra-----------I C I Rare Brief I Jan-Jun 1 3.0-6.0 Apparent I Apr-Jul I I — I I I I I I I 506A: I I I I I I Saypo-----------I C I None 1 I 12.0-3.5 1 Apparent I Mar-Jul I I I I I I I I 507A: I I I I I I I I I Soapereek-------I C I Rare I Brief I Jan-Jun 2.0-3.5 I Apparent I Apr-Jun I — I I I I I I I I I Bonebasin-------I D I Rare 1 Brief I Jan-Jun 10.0-1.0 Apparent I Jan-Dec I I — I I I I I I I 50BA: I I I I I I I I Fairway---------I C I Rare Brief I Jan-Jun 12.0-3.5 I Apparent I Apr-Jun I — I — I I I I I I I I Threeriv--------I D (occasional I Brief I Apr-Jun 1 0.0-1.0 1 Apparent I Apr-Jun I I — I I I I I I I I I Rivra-----------I C I Rare I Brief I Jan-Jun 13.0-6.0 1 Apparent I Apr-Jul I I — I I I I I I I 509B: I I I I I I I I Enbar-----------I B I Rare I Brief I Jan-Jul 12.0-3.5 I Apparent I Apr-Jul I I I I I I I I I I I 51OB: I I I I II II Meadowcreek-----I C I None 1 — I — 1 2.0-3.5 I Apparent I Apr-Jun I — I — I I I I I I I I I 511A: I I I I I I I I Fairway---------I C None — I — 12.0-3.5 I Apparent I Apr-Jun I I I I I I I I I 512B: I I I I II Enbar-----------I B Rare I Brief I Jan-Jun 1 2.0-3.5 I Apparent I Apr-Jul I — I I I I I I I I Nythar----------I D ( Rare , I Brief I Jan-Jun 1 0.0-1.0 1 Apparent I Apr-Jun I I I I I I I I I I 512D: I I I I I I I I I Enbar-----------I B 1 Rare I Brief I Jan-Jun 12.0-3.5 I Apparent I Apr-Jul I I I I I I I I I Bowery----------I B I None — I — I -6.0 I I I I I I I Nythar----------I D I Rare I Brief I Jan-Jun 10.0-1.0 I Apparent I Apr-Jun I I I I I I I I I 513A: I I I I I I I I Meadowcreek-----I C I Rare 1 Brief I Jan-Jun 12.0-3.5 1 Apparent I Apr-Aug I — I — I I I I I I I Bonebasin-------I D I Rare Brief I Jan-Jun 1 0.0-1.0 1 Apparent I Jan-Dec I 1 — I I I I I I I I I 514A: I I I I I I I I I Soapereek-------I C I None I I 12.0-3.5 Apparent I Apr-Jun — I I I I I I I I I 515A: I I I I I I I I Saypo-----------I C I None 1 12.0-3.5 I Apparent I Mar-Jul I I Tetonview-------I D I None I 1 1.0-2.0 I Apparent I Apr-Aug I I I I I I I I I 516A: I I I I I I I Binna-----------I B I None 1 I 13.5-5.0 Apparent I Apr-Jul I I I I I I I I I Gallatin County Area, Montana—Part II 977 Water Features--Continued I I I I Flooding High Water Table and Ponding Map Symbol (Hydro-I And (logic I I I I I I Soil Name (Group I I I I Water I Kind I I Ponding I Maximum I I Frequency I Duration I Months I Table I of I Months I Duration I Ponding Depth (Water Tablel I Depth I I I I I I I I I I I I I I Ft I I I Ft I I I I I I I I I 537A: I I I I I I I I I Lamoose---------I D I None I I 11.0-2.0 Apparent I Apr-Jul I — I I I I I I I I I 53BA: I I I I I I Tetonview-------I D I None 1.0-2.0 I Apparent I Apr-Aug I I — I I I I I I 539A: I I I I I I Tetonview-------I D I None I 11.0-2.0 Apparent I Apr-Aug I I I I I I I I 540A: I I I I I I Tetonview-------I D I None I I 11.0-2.0 I Apparent I Apr-Aug I — I I I I I I I I Newtman------ ---I D I Rare I Brief I Jan-Jun 10.0-1.0 I Apparent I Apr-Aug I — I I I I I I I 541A: I I I I I I I I Lamoose---------I D I Rare I Brief I Jan-Jun 11.0-2.0 Apparent I Apr-Jul I — I I I I I I I I Rivra-----------I C I Rare I Brief I Jan-Jun 13.0-6.0 Apparent I Apr-Jul I — I I I I I I I Bonebasin-------I D I Rare I Brief I Jan-Jun 10.0-1.0 Apparent I Jan-Dec I — I I I I I I I 542A: I I I I I I I Blossberg-------I C I None I 11.0-2.0 I Apparent I Apr-Jul I I — I I I I I I I I 544A: I I I I I I I I Bigsandy--------I D I None I I 11.0-2.0 Apparent I Apr-Nov I — I I I I I I I I I Slickspots. I I I I I I I I I I I I I I 547E: I I I I I I Hoppers---------I C I None — I — I -6.0 — I I I I I I I I Adel------------ B I None I — I — I >6.0 Tolbert---------I D I None I — I — I >6.0 I I I I I I I I I 550E: I I I I I I Bridger---------I B I None I I I >6.0 I I I I I I I I I I I Redlodge--------I D None I 11.0-2.0 I Apparent I Apr-Nov I I — I I I I I I I 556A: I I I I I I I Threeriv--------I D I Rare I Brief I Jan-Jun 10.0-1.0 I Apparent I Apr-Jun I — I I I I I I I I Bonebasin-------I D I Rare I Brief I Jan-Jun 10.0-1.0 I Apparent I Jan-Dec I I — I I I I I I I I I 557A: I I I I I I I I I 0.0-1. I — Newtman---------I D I None I — I — I 0 I Apparent I Apr-Aug I I I I I I I I I 558c: I I I I I I I I Newtman---------I D I None I I 10.0-1.0 I Apparent I Apr-Aug I I — I I I I I I — Amsterdam-------I B I None I — — >6.0 — I I I I I 559A: I II I I I Threeriv--------I D I Rare I Brief I Jan-Jun 10.0-1.0 I Apparent I Apr-Jun I I — I I I I I I I I I Bonebasin-------I D I Rare I Brief I Jan-Jun 10.0-1.0 I Apparent I Jan-Dec I - I — I I I I I I I I MORMSON ENGINEERS _ SCIENTISTS �s MMERLE, SURVEYORS INC.I 901 TECHNOLOGY BLVD • P.O.BOX 1113 • BOZEMAN,MT 59771 •406-587-0721 • FAX:4 6-587.1176 An Employee-Owned Company July 27, 2005 NRCS /Gallatin County Conservation District Attn: Matt Drechsel 3710 Fallon St. Bozeman, MT 59718 Re: The Bozeman Gateway Planned Unit Development MIT Project No. 3638.003 Dear Mr. Drechsel: The Bozeman Gateway Planned Unit Development is a commercial development providing approximately 250,000 sf of office space, 500,000 sf of retail/restaurant space and possibly a hotel/convention center. In accordance with the City of Bozeman's Unified Development Ordinance (UDO), we are soliciting comments from public and private agencies and service providers regarding the proposed Bozeman Gateway project. A copy of the Preliminary Plat is included for your reference. We currently have the baseline soils information provided by your agency regarding the soil types in the project area. However, we are interested in any additional comments, questions, or concerns you may have regarding the current project. ® We can be reached at 587-0721. Thank you for your consideration. Sincerely, MORRI�ON-MAIERLE, INC. Greg Str on, P.E. Project Engineer Enclosure cc: File H:\3638\003\D0CS\PLANNED UNIT DEVELOPMENT\Letter NRCS 7-27-05.doc "Providing resources in ,partnership with clients to achieve their goals" ' � ) 1 /f 1 /NN ENGINEERING GEOSCIENCE \NX j i 1 kl's '• �' 1: �' w T. r � iF ` T.Y'�•er AL � •fie, '• �.. z��, � '�. � _ - '•y,"•T.# b :F i _ �� f M.\mil,• b t \ .' ,� 4 � !�• 10 • 19 ,d e. � s , � :+ *' � _� A� , T; r s r rT,•�'' t• �..� tqs \-. 4• ,1•� j {-,� �f .1 �+��«Il Jr�•Jp' , + .w t ��`+•F�+j �t'- 4: =A1. .t .I *r����y"�j�".,��� ��r ` `•� � • `� '�s s:• "'� •�.,�' `"!'" 'Cy'�' .�yit"'�lF: _.R., �-".:e�l�s :z ~y �ii'��' ,�.�'' '''�T+d■l •R� p �- ..�,f�'J, .Y'.#'•1 �,:��r�,' � ,•,yh � ��'.�a 1 `�R, ��yf _� y a•«a M1 . / •"�'.,�•i,F 4. 7'1<`�• 7eF- •i 'i�.. - .,w.+ �S'7f''r •A. °t" '°I!, '_ Ac .. ''x`•` ; ~..`� ,�1. �- I -�`Ra.. .• , •'. ' f^f :. �F".r,` -iu:� ^°VJ 1 •!r.-.` -1•T 7 � „t V •-.:�,1,.��-.a A"�a� � i l 'Y Isa Rs�}-�f� ♦ a�R �'K/p�+{ ,�J�...,y,'sv- .i '•1, ". � K �'��• �" .r•,,r��, xs�,~Y� \•. ' Ij�b a y , •.-, 'Y ,. T•' �. ,. • .r ��,. 7�L ^"Y �'. .i• �. y' �7R'l ~ ��f'`.�- F • yt s �.�� bra .r '� .>M'r .'� f�• {i ..�' 1` r '�•'•�\ �'.r"��''�"�' �7 � �{� ,�• '+s ��.V,�- �,.6�:y 1r.,•`u _ + �' A.f �'*� � ° �j,' � �•, ��N�J �p"7!��� „ � aR I u.� `!^.7.. .' j ry. � y� 41 ..'��� �,•. ; 'rya ` 4 �� a . •1 f ..t ' � yS. a. - 1 *4° l� �S• G •.�, r• ' Y4 µ P Y It ..t * 1f' �... •�: ,ii � .•� L�'' ��3 i'�:. f + `?L!'f'.; .\ -r�f ,rST a _ GEOTECHN,CAL INVESTIGATION_REPORT. PROJECT MSU FOUNDATION/HIGHWAY 191 PROPERTY BozemanJVtontana PROJECT NUMBER 02-388 CLIENT MORRISON MAIERLE,INC. Bozeman, Montana PREPARED BY NTL ENGINEERING& GEOSCIENCE,INC. Great Falls, Montana January 16, 2003 Engineering Summary The MSU Foundation Property, located near the west limits of Bozeman, includes approximately 70 acres of land for subdivision and business park development. Project planning is currently underway, and preliminary layout includes subdivision/development of roads as well as extension of Fowler Lane to service this area. NTL Engineering and Geoscience has been requested to perform a geotechnical investigation and develop recommendations for design and construction of the flexible pavements for the project. In general,subsurface materials consist of lean clay overlying clayey.to poorly graded gravel with sand. Pavement design was conducted using the subgrade soil strength obtained by laboratory testing for this project and from correlation with data from other nearby sites. Pavement sections were analyzed using the 1993 AASHTO Guide for Design of Pavement Structures, and pavement section alternates were developed per your design team's request. i o � Table of Contents Page Introduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Field and Laboratory Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I SiteConditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Engineering Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Pavement Section Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Conclusion . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Appendix Geotechnical Engineering Report Information Sheet Explanations of Field Investigation and Laboratory Testing Site Plan Logs of Boring Plates iI I `� MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. Introduction The following report, conducted in accordance with our contract dated November 5, 2002, summarizes the geotechnical investigation and analysis for the design and construction flexible pavements for the MSU Foundation/Highway 191 Property project in Bozeman, Montana. The property is located on the west end of Bozeman where current land use is primarily agricultural. The purpose of this geotechnical investigation was to obtain sufficient subsurface data to perform an engineering analysis and provide recommendations for flexible pavement design and general earthwork related to pavement construction. These recommendations are presented in the following report along with discussion of our investigation and engineering analysis. NTL Engineering has strived to conduct the analysis and recommendations consistent with the degree of care that is presently standard to the geotechnical engineering. Field and Laboratory Investigation Following visual reconnaissance of surface conditions, 12 borings were drilled in a grid spacing in the fields south of US 191 between Fowler Lane and the intersection of Main and College Street. Borings were advanced to depths ranging between 5.8 to 11.5 feet. Approximate boring locations shown on the attached site plan were staked by Morrison-Maierle, and elevations shown on the attached Logs of Boring were determined by Morrison-Maierle survey. The field investigation was performed under the direction of our engineer. Continuous logs of the subsurface conditions were recorded,Standard Penetration Testing(SPT)performed,and bulk samples collected during the drilling. Observations for groundwater or seepage zones were made at the time of the investigation. A generalized description of field investigation methods is further provided in the Appendix. Subsurface materials encountered during the field investigations are described on the attached Logs of Boring. The Logs present delineation of subsurface strata as could be determined from auger cuttings and samples recovered during the field investigation. Stratification lines shown on the Logs represent the approximate boundaries between soil types. Differences in stratification are likely to occur between boring locations, and the in-situ transition between materials may be variable 1 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. Soil samples recovered during the field investigation were transported to our laboratory where they were carefully logged and visually classified in accordance with ASTM methods D2487/D2488 which are based on the Unified Soils Classification System. The laboratory investigation consisted of physical and engineering property testing including: • Natural Moisture Content • Atterberg Limits • Particle Size Distribution • Moisture-Density Relationship • California Bearing Ratio Testing Testing was conducted in general accordance with ASTM or other approved procedures. Further reference to specific testing procedures is presented in the Appendix. The laboratory test results are presented on the attached Logs and Plates. All soil samples obtained during the field investigation will be retained in our laboratory for 60 days after report publication. Samples will be retained for an extended period only if notice is received prior to the 60-day limit. Site Conditions Site Geology Bozeman lies in a wide valley between the Bridger and the Gallatin Ranges. The valley is in-filled by a thin veneer of recent alluvium underlain by valley fill sediments of the Renova formation extending to significant depths. Surficial geology of the project area consists of recent alluvial deposition including a thin layer of lean/silty clay near the surface underlain by clayey/poorly graded gravel and sand. Site Seismicity Bozeman lies in the Intermountain Seismic Belt,and the 1997 Uniform Building Code maps this area in Seismic Zone 3 which is characterized by potentially major ground motion intensity. Mapping by the U.S. Geological Survey indicates bedrock accelerations of approximately 0.20g as having a 90 percent probability of non-exceedance in a given 50-year period for the Bozeman area. Surface Conditions The MSU Foundation Property Improvement limits extend from US 191/Huffine Lane South between Fowler Lane and the Intersection of Main and College Streets. Topography of the project area is gently rolling. The area is largely undeveloped and consists of wetland and agricultural property. Subsurface Conditions Subsurface materials generally consist of a thin veneer of lean clay overlying clayey gravel alluvium. The clay extends to maximum depths of approximately 2.5 feet below the surface and is 2 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. underlain predominantly by clayey gravel for the remainder of the drilled depths. The major material types encountered in our investigation are summarized in the following paragraphs: • Lean Clay(with Sand/Gravel) Native lean clay materials with some sand and gravel were encountered in all of the borings except Boring B-2 where it appears that the clay has been stripped and some fill may have been imported to provide a gravel road approach from US 191. In all other borings, the depth of clay extended approximately 1.0 to 2.5 feet below grade. Consistency of the lean clay was generally firm to very stiff with Penetration Resistance values ranging from 6 to 26 blows per foot. Moisture contents were generally in the range of 10 to 15 percent with some localized areas where subgrade moisture content exceeded 25 percent. Atterberg Limits testing found Liquid Limit and Plasticity Index values of 42 and 23 percent respectively for the clay. Testing from another near-by project of a lean clay with sand material similar to the clay encountered in our investigation found a California Bearing Ratio (CBR) of 4.6 percent. Borings B-8 through B-11 contained a thin seam of silty clay between the surficial lean clay and underlying clayey gravel. The silty clay has similar properties as the clay and has therefore been treated (for the purpose of pavement design) as part of the native lean clay subgrade. • Clayey Gravel with Sand Below surficial lean clay materials, gravel soils with varying quantities of clay to sand-size particles were encountered. The approximate relative elevation of the gravel surface ranged from 4838 feet near the northwest corner to 4855 feet near the southeast. Relative density of the gravel was determined to be dense to very dense as indicated by SPT N-values of 44 to more than 50 blows per foot. Moisture contents of 5 to 13 percent were commonly found. Moisture-density testing on a composite sample from Borings B-2 and B-12 found a maximum dry density of 117.7 pounds per cubic foot(pcf)at an optimum moisture content of 13.5 percent for Standard Proctor(ASTM D698)effort. California Bearing Ratio(CBR) testing performed at approximately 95 percent of the maximum dry density found a CBR of 3.5 percent. The relatively low CBR value is not uncommon for materials with clay contents exceeding 20 percent and maximum dry densities less than 120 pcf. Some occurrences of poorly graded gravel with sand and poorly graded sand with gravel were encountered as interbedded seams to zones in the gravel. Like the clayey gravel with sand,these materials were presumably deposited as shallow alluvium with varying quantities of fine grained material and are therefore, for the purpose of this pavement design report, expected to have similar properties as the clayey gravel. It is likely that the poorly graded gravel would have increased bearing strength and would therefore have higher CBR value and subsequent pavement support strength; however, the occurrence of this material is not 3 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. widely predictable and should not be considered the controlling subgrade for pavement design. Groundwater Conditions Groundwater was encountered in all of the borings during drilling. The relative groundwater elevation generally decreased from an elevation of 4855 feet near the southeast corner of the development to 4834 feet near the northwest corner. Based on groundwater elevations and subsurface materials,it is likely that seasonal groundwater levels may establish near the base of the pavement section. Numerous factors contribute to groundwater fluctuations and occurrence of seepage,and evaluation of these factors requires special study that is beyond the scope of this report. Engineering Analysis Pavement Design Flexible pavement design analysis has been conducted in accordance with procedures outlined in the 1993 AASHTO Guide for Design of Pavement Structures using a 20-year design period and a terminal serviceability index of P,= 2.0. The correlation, Resilient Modulus (MR)=1500*CBR (psi), was used in determination of Structural Numbers (SN) along with a Reliability of 90 percent and Standard Deviation of 0.45. Pavement sections have been analyzed based on total Equivalent Single Axle Loads(ESALs)as provided by the Morrison-Maierle for two design Cases: • Case I Extension of Fowler Lane 870,000 ESAL's • Case II Construction of Internal Subdivision Roads 90,000ESAL's The design subgrade materials used in our analysis were selected as the near-surface lean clay and clayey gravel with sand. Based on CBR testing for this and other nearby projects, a range of CBR values of 3.5 to 4.6 percent is reasonable for these subgrade materials compacted to 95 percent of Standard Proctor effort. Our analysis has, therefore, used a design CBR of 4 percent as representative of the limiting lean clay with sand and clayey gravel subgrades. It is likely that the poorly graded gravel encountered in some of our borings near Fowler Lane would have higher CBR values; however, the occurrence of this material is not widely predictable and should not be considered the controlling subgrade for pavement design. The following Structural Number requirements for pavements on the design subgrade material were determined as follows using AASHTO design procedures for the aforementioned traffic cases: Design Case Structural Number Case I 3.51 Case II 2.49 4 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. Based on these Structural Numbers,minimum requirements for pavement section layer thicknesses, and historical performance criteria given by Morrison-Maierle, we have prepared three alternate pavement sections for each design case. Pavement Section Recommendations 1.0 Pavement Materials The pavement sections have been designed assuming the use of conventional imported gravel base and subbase course materials complying with the current Montana Public Works Specifications. Material structural coefficients were assigned to these materials based on those typically used by the Montana Department of Transportation,and modulus values for base and subbase materials were determined by correlations to structural coefficients presented in the 1993 AASHTO Pavement Manual. Individual component thicknesses provided in subsequent items were calculated based on a layered analysis approach; therefore,minimum component thicknesses are calculated rather than arbitrarily assigned. Calculated minimum value component thicknesses can be decreased using higher grade or treated base course materials which have increased strength and elastic modulus properties. In recent conversations with your design team,we have been asked to also consider the use of a "local standard" asphalt concrete thicknesses for each of the design cases. These asphalt concrete component thicknesses are less than the calculated minimum values; therefore,the use of these pavement section options is not recommended unless historical data from similar pavement sections with similar loading conditions indicate that the section will perform to your design criteria. Pavement section alternates are provided in the Pavement Options sections. 1.1 Aggregate Base Course (MT Public Works Specification Screen or 3/4-Inch 1-1/2-Inch Sieve Size Percent Passing Percent Passing_ 1-1/2" 100 Iff 95 - 100 3/4" 100 ''/2" --- 45 - 80 No. 4 40 - 70 25 - 60 No. 10 25 - 55 25 - 55 No. 200 2 - 10 0 - 8* Mechanically Fractured Faces, one or more on plus No. 4 aggregate, %minimum 50* 50* *Deviates from the MT.Public Works Specification. 5 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. In addition to the gradation presented above, aggregate base course quality should conform to the MT. Public Works Specification, Crushed Base Course, Section 02235, Subsection 02. 1.2 Aggregate Subbase Course (MT Public Works Specification) Screen or 4" Minus 3" Minus 1-1/2" Minus Sieve Size Percent Passing Percent Passing Percent Passing 4" 100 3" 100 1-1/2" 100 No. 4 25-60 25-60 25-60 No. 200 2-12 2-12 2-12 Fractured Faces, one or more on the plus No. 4 aggregate, %minimum 35 35 35 In addition to the gradation presented above, aggregate base course quality shouldconform to the MT. Public Works Specification, Crushed Base Course, Section 02234,Part 2. 1.3 Asphaltic Concrete Aggregate (MT Public Works Specification 02503) Asphalt Concrete Surfacing, Percent Passing Screen or Sieve Size Type B Grading Requirements 3/4" 100 VZ" 80 - 100 3/8" 70 - 90 No. 4 45 - 65 No. 10 32 -45 No. 40 15 - 25 No. 200 4 - 10 In addition to the grading requirements shown,the aggregate quality should conform to the applicable portions of the MT.Public Works Specifications, Section 02232,Aggregates for Surfacing and Asphalt Plant Mixes and the requirements of MT.Public Works Specification 02503, Hot Plant Mix Asphalt Concrete. 6 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. 1.4 Asphalt Concrete Mix Designs Asphalt concrete mix designs should be provided by the contractor, or materials supplier, and should meet the following requirements, consistent with the MT. Public Works Specification Section 02503, Hot Plant Mix Asphalt Concrete: Prop= Test Method Specifications Stability, pounds,minimum ASTM D1559* 1200 min. Flow, 1/100 Inch Units ASTM D1559* 8 - 18 Air Voids,percent ASTM D3203 3 - 5 Voids in Mineral Aggregate Asphalt Institute 14 Minimum (VMA), Percent Minimum Manual MS-2 *50 blows each end of specimen. 1.5 Minimum Density Requirements Percent of Material Test Method Maximum Asphaltic Concrete Surfacing ASTM D1559 (Marshall)* 97 Crushed or Uncrushed Granular Base/Subbase Course ASTM D698 95 Subgrade (top 12 inches)** ASTM D698 95 *50 blows each end of specimen; sampled from truck or paver at time of lay-down. **For all pavement types. Clay subgrades should be compacted at moisture contents within +3 percent of optimum, or above as recommended specifically in the report. Maximum compacted lift thickness should be 12 inches for granular base/subbase courses. Also,minimum lift thickness for gravel should be twice the maximum size of the aggregate. 2.0 General Earthwork and Pavement Preparation The following recommendations are to be used in conjunction with pavement options pro ILLI+U 111 JUUJt,L1UCi11L JGL-AlUl1J. 2.1 The removal of topsoil and other organic material, including the clearing and grubbing of surficial vegetation and roots, should be accomplished within the construction zone prior to any earthwork or roadbed construction. All existing structures, pavements, culverts, sidewalks,and other obstructions to planned work should be removed prior to construction. Cavities left by obstruction removal should be backfilled with on-site clayey gravel with sand or other approved materials that are moisture conditioned to within±2 percent of the 7 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. optimum moisture content, placed in uniform lifts of maximum 8 loose thickness, and compacted to at least 95 percent of the maximum ASTM D698 dry density. 2.2 Surface drainage should be established to direct runoff away from the construction area. The contractor should be prepared to dewater the pavement excavations in the event that groundwater or seepage is encountered. 2.3 In areas where lean clay, sandy lean clay, silty clay, or clayey gravel exist at the base of the subgrade excavation,a geotextile separation fabric should be considered between pavement materials and native subgrade to reduce the potential for degradation of subgrade (contamination) caused by migration of fines into the pavement materials. If saturated subgrade conditions are encountered in the excavations, a fabric is strongly recommended to aid in placement of subgrade improvement materials or pavement structure materials. The geotextile should be selected to conform to the following specifications for medium survivability (MDT Standard Specifications, Table 713-1). Reported specifications are Minimum Average Roll Values (MARV). Grab Strength: ASTM D4632 180 lbf Tear Strength: ASTM D4533 70 lbf Puncture Strength: ASTM D4833 70 lbf Grab Elongation: ASTM D4632 <50% Apparent Opening Size: No.40 Sieve(maximum) 2.4 The stability of construction excavations and associated worker safety are the responsibility of the contractor in accordance with current OSHA regulations; this responsibility may require design by a registered professional engineer. Based on the predominant soil types encountered during our investigation,temporary construction excavations to be planned in accordance with OSHA provisions should assume Type B material conditions for native soils and Type C conditions for fill soils above the groundwater level. Slope flatteningibracing and dewatering should be anticipated below groundwater level. Actual subsurface conditions at the time of excavation should be observed by a geotechnical engineer to determine whether slope flattening, bracing or other stabilization is necessary due to seepage or other unexpected conditions. 2.5 In preparation for base/subbase courses, the subgrade should be scarified, disked, or otherwise mechanically reworked to a depth of 6 inches to allow moisture adjustment. If moisture adjustment in areas where moisture contents are considerably above optimum cannot be reasonably attained in the Engineer's opinion,geotextile reinforcement should be considered in conjunction with the selective subexcavation and additional base/subbase gravel to provide suitable support at subgrade level. Any areas where rutting, yielding, or other non-uniform subgrade performance is observed, should be repaired and improved as recommended by a geotechnical engineer. 8 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. 2.6 It is our understanding that storm drainage capacities in the general project area,are limited, and therefore, pavement drainage is generally not specified for projects in the City of Bozeman. Our analysis has not included drainage provisions; however, we will supply drainage recommendations upon request. Subgrade drainage would improve support characteristics of the pavement section and would tend to reduce some frost heave potential. 3.0 Pavement Section Alternates 3.1 Design Case I—Fowler Lane Alternate pavement sections for Case I are based on a controlling subgrade of clayey gravel/sandy lean clay. We have assumed that one of the Alternates provided below will be selected as a single pavement section to be utilized along the entire alignment for Fowler Lane. Based on assumptions stated in the Engineering Analysis, the following alternate pavement sections are appropriate for the design subgrade. Component Structural Alternate 1 Alternate 2t Alternate 3t Coefficient (in) (in) (in) Asphalt 0.33 6.4 4 4 Base 0.12 6 19 12 Subbase 0.09 8 9 Total Section Thickness 20.4 23 25 SN of Section 3.55 3.60 3.57 f Does not meet minimum asphalt thickness requirement as determined by the 1993 AASHTO Guide for Design of Pavement Structures;see discussion below Alternate 1 represents minimum component thicknesses as calculated by the layered design analysis presented in the 1993 AASHTO Guide for Design of Pavement Structures. Alternates 2 and 3 represent the "local standard" asphalt layer thickness as requested by Morrison-Maierle. These alternates should only be used based on historical performance criteria as stated in the Engineering Analysis. 9 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. 3.2 Design Case II—MSU Foundation Property Development Internal Roads Alternate pavement sections for Case H are based on a controlling subgrade of clayey gravel/sandy lean clay. We have assumed that one of the Alternates provided below will be selected as a single pavement section to be utilized for the entire internal road system. Based on assumptions stated in the Engineering Analysis, the following alternate pavement sections are appropriate for the design subgrade. Component Structural Alternate 1 Alternate 2 f Alternate 3t Coefficient (in) (in) (in) Asphalt 0.33 4.3 3 3 Base 0.12 9 13 6 Subbase 0.09 9 Total Section Thickness 13.3 16 18 SN of Section 2.50 2.55 2.52 t Does not meet minimum asphalt thickness requirement as determined by the 1993 AASHTD Guide for Design of Pavement Structures;see discussion below Alternate 1 represents minimum component thicknesses as calculated by the layered design analysis presented in the 1993 AASHTO Guide for Design of Pavement Structures. Alternates 2 and 3 represent the "local standard" asphalt layer thickness as requested by Morrision-Maierle. These alternates should only be used based on historical performance criteria as stated in the Engineering Analysis. 3.3 Continuing Services If changes in traffic loading or material selection are made during the design, our geotechnical engineer should assist in developing appropriate design adjustments. Geotechnical observation should be provided during the earthwork and foundation phases of the project. These geotechnical services should ascertain that subsurface conditions are reasonably consistent with those determined by our investigation, and should ascertain that construction materials and placement are as recommended herein. Conclusion The foregoing recommendations present our initial geotechnical input for design and construction of the project. In order for these recommendations to be properly incorporated in the subsequent design and construction stages, we recommend that our geotechnical and construction materials engineering staff remain involved with the project to ascertain that our recommendations have been properly interpreted both during design and construction. These services will reduce the potential for misinterpretation of subsurface conditions and geotechnical design recommendations that are important in the preparation of project plans, specifications, and bid documents. 10 MSU Foundation/Highway 191 Property NTL Engineering&Geoscience,Inc. NTL is a member of the Association of Engineering Firms Practicing in the Geosciences (ASFE), which is a professional organization whose purposes include the reduction of potential liabilities to member firms and project owners by quality-based engineering selection and positive owner-engineer interaction during the design and construction processes. Attached in the Appendix is an information sheet regarding geotechnical engineering reports and their limitations prepared by ASFE. Limitations This report has been prepared in accordance with generally accepted geotechnical engineering practices in this area solely for use by the client for design purposes and is not intended as a construction or bid document representing subsurface conditions in their entirety. The conclusions and recommendations presented are based upon the data obtained during the investigation as applied to the proposed site grading and construction details discussed in this report. The nature and extent of variations between the widely-spaced borings may not become evident until construction. If variations are then exposed,it will be necessary to reevaluate the recommendations of this report. If changes in the concept, design data, or location of the project are planned, the recommendations contained in this report shall not be considered valid unless the changes are reviewed by our geotechnical engineer,and the recommendations of this report modified or verified in writing. Prepared By: Jon J. Xepfner, P.E. Geotechnical Engineer Reviewed By: Gary A. uinn, P.E. Sr. Geotechnical Engineer 11 f z Lid C6 d I Or 711 7r :4+5�^ n ♦ l L f '. '�,i�;r,�' ��` .•v-, n ate. , � � f ♦•��� :•.� e . �� h._� ,�L�• a T , ti"'�I _ j1 A, r �' ,�.x l�1'41`r. p•�.` ••Y n�•. •y�$�'y �,�11 �'§•• { � ,�. •� �. v • i f� r' � u«k r`- r _!� 'sit ti �,V -}i_ .�. t.,, r ~• �� 1, �1^!�::�.,(�.f,kf r�+Ay'` ��y, i.,♦� •" •K.:+ ♦� ` .`1R.ti. ay "�) : '4�t,!.. 'n "„ ' Ifii p ,r ✓ .1, r--L + r ",_� ;�, .�' •� x.l'�' Tj,„ . g +fir ., s • �i`:�,., 'Y �d..y., v �a • 0.i.�'�' )�, Y �ti� � f .,T. ,y e�� 1..E► . J ! 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Oft ABOUTIMPORTANT INFORMATION ENGINEERING REPORT As the client of a consulting geotechnical engineer,you MOST GEOTECHNICAL FINDINGS ARE should know that site subsurface conditions cause more PROFESSIONAL JUDGMENT'S construction problems than any other factor.ASFE%The Site•exploration identifies actual subsurface conditions Association-of Engineering Firms Practicing in the only at those points where samples are taken.The data Geosciences offers the following suggestions and were extrapolated by your geotechnical engineer who observations to help you manage your risks. then applied judgment to render an opinion about overall subsurface conditions.The actual interface A GEOTECHNICAL ENGINEERING REPORT IS BASED between materials maybe far more gradual or abrupt ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS than your report indicates.Actual conditions in areas Your geotechnical engineering report is based on a not sampled may differ from those predicted in your subsurface exploration plan designed to consider a report.While nothing can be done to prevent such unique set of project-specific factors.These factors situations;you and your geotechnical engineer can work typically include:the general nature of the structure together to help minimize their impact. Retaining your involved,its size,-and configuration;.the.location of the geotechnical engineer to observe construction can be structure on the site;other improvements,such as particularly beneficial in�this respect. access roads,parking lots,and underground utilities; and the additional risk created by scope-of-service A`REPORT'S RECOMMENDATIONS limitations imposed by the client.To help avoid costly CAN ONLY BE PRELIMINARY problems, ask your geotechnical engineer to evaluate The construction recommendations included in your how factors that change subsequent to the date of the geotechnical engineer's report are preliminary,because report may affect the report's recommendations. they must be based on the assumption that conditions revealed through selective exploratory sampling are Uniess your geotechnical engineer indicates otherwise, indicative of actual conditions throughout a site. do not use your.geotechnical engineering report: Because actual subsurface conditions can be discerned only during earthwork,you should retain your geo- • when the nature of the proposed structure-is technical engineer to observe actual conditions and to changed,for example, if an office building will be finalize recommendations. Only the geotechnical erected instead of a parking garage, or a refrigerated engineer who prepared the report is fully familiar with warehouse will be built instead of an unrefrigerated the background information needed to determine one; whether or not the report's recommendations are valid • when the size,elevation,or configuration of the and whether or not the contractor is abiding by appli- proposed structure is altered; cable recommendations.The geotechnical engineer who • when the location or orientation of the proposed developed your report cannot assume responsibility or structure is modified; liability for the adequacy of the report's recommenda- • when there is a change of ownership;or tions if another parry is retained to observe construction. • for application to an adjacent site. GEOTECHNICAL SERVICES ARE PERFORMED Geotechnical engineers cannot accept responsibility for FOR SPECIFIC PURPOSES AND PERSONS problems that may occur if they are not consulted after Consulting geotechnical engineers prepare reports to factors considered in their report's development have meet the specific.needs of specific individuals.A report changed. prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. SUBSURFACE CONDITIONS CAN CHANGE Unless indicated otherwise,your geotechnical engineer A geotechnical engineering report is based on condi- prepared your report expressly for you and expressly for tions that existed at the time of subsurface exploration. purposes you indicated. No one other than you should Do not base construction decisions on a geotechnical apply this report for its intended purpose without first engineering report whose adequacy may have been conferring with the geotechnical engineer. No party affected by time. Speak with your geotechnical consult- should apply this report for any purpose other than that ant to learn if additional tests are advisable before originally contemplated without first conferring with the construction starts.Note,too,that additional tests may geotechnical engineer. be required when subsurface conditions are affected by construction operations at or adjacent to the site, or by GEOENVIRONMENTAL CONCERNS natural events such as floods,earthquakes, or ground ARE NOT AT ISSUE .water fluctuations.,Keep your,geotechnical consultant Your geotechnical engineering report is not likely to apprised of any such events. relate any findings, conclusions,or recommendations about the potential for hazardous materials existing at mates was not one of the specific purposes for which it the site.The equipment,techniques,and personnel was prepared.In other words,while a contractor may used to perform a geoenvironmental exploration differ gain important knowledge from a report prepared for substantially from those applied in geotechnical another party,the contractor would be well-advised to engineering. Contamination can create major risks.If discuss the report with your geotechnical engineer and you have no information about the potential for your to perform the additional or alternative work that the site being contaminated,you are advised to speak with contractor believes may be needed to obtain the data your geotechnical consultant for information relating to specifically appropriate for construction cost estimating geoenvironmental issues, purposes.)Some clients believe that it is unwise or unnecessary to give contractors access to their geo- A GEOTECHNICAL ENGINEERING REPORT IS technical engineering reports because they hold the SUBJECT TO MISINTERPRETATION mistaken impression that simply disclaiming responsi- Costly problems can occur when other design profes- bility for the accuracy of subsurface information always sionals develop their plans based on misinterpretations insulates them from attendant liability.Providing the of a geotechnical engineering report.To help avoid best available information to contractors helps prevent misinterpretations, retain your geotechnical engineer to costly construction problems. it also helps reduce the work with other project design professionals who are adversarial attitudes that can aggravate problems to affected by the geotechnical report. Have your geotech- disproportionate scale. nical engineer explain report implications to design professionals affected by them,and then review those READ RESPONSIBILITY CLAUSES CLOSELY design professionals'plans and specifications to see Because geotechnical engineering is based extensively how they have incorporated geotechnical factors. on judgment and opinion,it is far less exact than other Although certain other design professionals may be fam- design disciplines.This situation has resulted in wholly iliar with geotechnical concerns, none knows as much unwarranted claims being lodged against geotechnical about them as a competent geotechnical engineer. engineers.To help prevent this problem,geotechnical engineers have developed a number of clauses for use in BORING LOGS SHOULD NOT BE SEPARATED their contracts, reports,and other documents. Responsi- FROM THE REPORT , bility clauses are not exculpatory clauses designed to Geotechnical engineers develop final boring logs based transfer geotechnical engineers' liabilities to other upon their interpretation of the field logs (assembled by parties. Instead,they are definitive clauses that identify site personnel)and laboratory evaluation of field where geotechnical engineers' responsibilities begin and samples. Geotechnical engineers customarily include end.Their use helps all parties involved recognize their only final boring logs in their reports. Final boring logs individual responsibilities and take appropriate action. should not under any circumstances be redrawn for Some of these definitive clauses are likely to appear in inclusion in architectural or other design drawings, your geotechnical engineering report. Read them because drafters may commit errors or omissions in the closely.Your geotechnical engineer will be pleased to transfer process.Although photographic reproduction give full and frank answers to any questions. eliminates this problem,it does nothing to minimize the possibility of contractors misinterpreting the logs during RELY ON THE..GEOTECHNICAL ENGINEER bid preparation.When this occurs, delays,disputes,and FOR ADDITIONAL ASSISTANCE unanticipated costs are the all-too-frequent result. Most ASFE-member consulting geotechnical engineer- ing firms are familiar with a variety of techniques and To minimize the likelihood of boring log misinterpreta- approaches that can be used to help reduce risks for all tion,give contractors ready access to the complete parties to a construction project,from design through geotechnical engineering report prepared or authorized construction.Speak with your geotechnical engineer not for their use. (If access is provided only to the report only about geotechnical issues, but others as well,to prepared for you,you should advise contractors of the learn about approaches that may be of genuine benefit. report's limitations,assuming that a contractor was not You may also wish to obtain certain ASFE publications. one of the specific persons for whom the report was Contact a member of ASFE of ASFE for a complimentary prepared and that developing construction cost esti- directory of ASFE publications. THE CIATION EERING FIRMS A F IE PRACTIOF CING N THE GEOSCIENCES 8811 COLESVILLE ROAD/SUITE G 106/SILVER SPRING,MD 20910 TELEPHONE: 301/565-2733 FACSIMILE: 301/589-2017 Copyright 1992 by ASFE,Inc.Unless ASFE grants specific permission to do so,duplication of this document by any means whatsoever is expressly prohibited. Re-use of the wording in this document,in whole or in part,also is expressly prohibited,and may be done only with the express permission of ASFE or for purposes of review or scholarly research. BPC0592A/3.5M EXPLANATION OF FIELD INVESTIGATION METHODS Prior to drilling and sampling of subsurface materials,apreliminary field reconnaissance was conducted to verify utility clearance,note surface drainage patterns,and identify pertinent geologic features that may have bearing on analysis. The preliminary reconnaissance includes literary review of geology and soils-related problems identified for other sites nearby or for similar expected soil conditions. Boring locations and planned depths are reviewed based on this reconnaissance. The drilling program was conducted using a Mobile B-59 truck mounted drill rig with 3 1/4 inch hollow-stem auger equipment and either smooth-blade or tri-cone rock bits. The hollow-stem augers serve as a casing for the boring and allow sample recovery by Standard Penetration Testing (SPT), ring sampling using a modified California Sampler, and by using thin-walled steel tube (Shelby Tube). The soils are continuously logged by an engineer or geologist and classified by visual.examination in accordance with the Unified Soils Classification System;observation and grab sampling of auger cuttings is necessary to completely log the boring. Groundwater levels and seepage zones were noted as encountered and measured in the hollow-stem augers once stabilized. Slotted PVC observation wells may be installed to record long-term groundwater levels. Samples of soils are taken at frequent intervals in the boring typically by SPT methods. The SPT testing was conducted in general accordance with ASTM D1586 using a split spoon sampler with a 2-inch outside diameter driven 18 inches into the soil by dropping a 140-pound hammer 30 inches. The total number of hammer blows required to advance the sampler the second and third 6-inch increments is the standard penetration resistance,or N-value. Split spoon samples were also recovered using a larger sampler having an outside diameter of 3-inches. Undisturbed samples are obtained from layers of soil that are critical to the analysis. The Shelby Tube samples were obtained by pushing a 3-inch diameter, thin-walled steel tube into the soil to obtain a reasonably undisturbed sample. These samples are used to.determine in-place density and can be trimmed to fit into laboratory consolidation and shear testing devices. The ring samples were obtained by either pushing,or possibly driving,a modified California Sampler loaded with a series of 1-inch high by 1.5-inch diameter brass rings into the soil to obtain a reasonably undisturbed sample. These samples are used to determine in-place density and can be directly fit into laboratory consolidation and direct shear devices. NTL ENGINEERING AND GEOSCIENCE,INC., PO BOX 3269, GREAT FALLS,MT 59403 EXPLANATION OF LABORATORY TESTING PROGRAM Soil Index Testing This testing includes water content as a percent of dry soil weight representative of in situ conditions in general accordance with the procedures of ASTM D2216,and may include one or more of the following: Atterberg Limits(soil plasticity determined by the moisture range through which a soil passes from a plastic to liquid consistency) in accordance with ASTM D4318,grain size distribution indicating the percent by weight of clay,silt,sand,and gravel comprising the soil aggregate per ASTM D421/422,and the grain size distribution of silt and clay-size material by the procedure of ASTM D 1140. The results of these tests have been presented on the Logs as well as the accompanying Plates. Moisture-Density Relationship The moisture-density relationship was determined in accordance with ASTM D698, also known as the Standard Proctor Compaction Test. The laboratory test supplies compaction energy to the soil in a mold by the impact of a 5.5 pound hammer dropped a distance of 12 inches. From this test, the maximum dry density and optimum moisture content can be determined for a specified energy imparted to the soil for purposes of comparing in-place field densities and moisture contents. California Bearing Ratio The California Bearing Ratio test, CBR, is conducted in general accordance with the procedures of ASTM D1883-87. The testis performed on a subgrade soil sample that has been compacted to 95 percent of the maximum dry density per ASTM D698, and allowed to soak in water for a three-day period in a standard 6-inch diameter mold. A surcharge weight of 10 pounds (50 psf) is maintained on the sample during the soaking period to simulate the pressure that will exist on the subgrade due to the pavement structure. This pressure will tend to reduce swell and increase bearing capacity similar to the pavement. After the soaking period, any swelling of the sample is measured, and the bearing test performed by forcing a piston with an end area of three square inches into the sample while measuring stress and strain (penetration). The data is then compared with similar standardized results for tests on high-quality crushed aggregate. The bearing ratio is typically determined by comparing the stress required for 0.1-inch penetration of the soil sample versus the standard 1000 psi stress required for the same penetration of the crushed aggregate. NTL ENGINEERING AND GEOSCIENCE,INC., PO BOX 3269, GREAT FALLS,MT 59403 i i I Oc Oc c C I y W� GCS 5 o a 9 lit I I U U N i � � W N a o � � o l a N st •� � OqD o' �J I MCl F SI[65 1W'NNV31nB � I G � O � � O ® NO11r'k4��i w:btl353b�1N�i W3wM�1N3 MNINCn 30 31v15 � �11 JC�LI SO�iYlbl:bht ^ //< \� 0 i m a LOG OF BORING B- 1 page I of 1 PROJECT: MSU Foundation Property LOCATION: See Site Plan arrcua"GGEoscmacs Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4840.0 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: s 6.5 11/12/02 METHOD: _ DRILLER: Boland Drilling DATE STARTED: 11/12/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/12/02 LABORATORY TEST DATA _ O U E+ oo H Yi EH w MATERIAL a v v Hw 0 w w H 3 CLASSIFICATION AND DESCRIPTION H W A a H H H w w a° v °� A H w w Z a V a H H � v Q a s w cn 0.2 — — TOPSOIL Organic Matter Lean CLAY with Sand,very stiff to hard,slightly LSS 72 moist,roots,trace gravel,light brown (CL) 8 1.8 Clayey GRAVEL with Sand,very dense,slightly SSS 77/Q.8 moist,subround gravel,fine sand,grey-brown (GC) 4 • i 5 SSS 88 6 ' I Poorly Graded SAND with Gravel,very dense, saturated,some zones of poorly graded gravel,dark brown (SP) SSS 88/0.8 10 45 50 10 End of Boring B- 1 @,10.8ft i 'SAMPLE TYPE KEY: ®SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON m ST - SHELBYTUBE E RS - RING SAMPLE 0 SK - SACK SAMPLE LOG OF BORING B-2 page 1 of 1 w � _PROJECT: MSU Foundation Property LOCATION: See'Site Plan GE°S`E'"` Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4842.0 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: Z 7.5 11/12/02 METHOD: T DRILLER: Boland Drilling DATE STARTED: 1 1/12/02 LOGGED BY: J. Hepfner DATE COMPLETED: 1 1/12/02 LABORATORY TEST DATA zW � T�� o E" MATERIAL a I do °>;°0a CLASSIFICATION AND DESCRIPTION za °;°7H � w H tn a 2 ai A W —° d°wmH H I q v1 a �" " z UU A a s a C7 v1 cHn U 0.2 — — LSK TOPSOIL Organic Matter Clayey GRAVEL with Sand,medium dense to very 43 26 45 19 33 *, dense,slightly moist,subround gravel,fine sand, light brown (GC) 1 y y � 5 SSS 79 8 1 � i some cobble sized material,zones of poorly graded gravel with sand,very moist to saturated f I A 1 10 .�.► LSS 44 3 d End of Boring B-2 @ 11.U1t i I I `SAMPLE TYPE KEY: ©SSS - STANDARD SPLIT SPOON(SPT) REMARKS 8 LSS - LARGE SPLIT SPOON m ST - SHELBYTUBE EI RS - RING SAMPLE ❑ SK - SACK SAMPLE I LOG OF BORING B- 3 page 1 of I PROJECT: MSU Foundation Property LOCATION: See Site Plan ENG'DU GEOSCIENCE Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4849.5 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH. 2 6.5 11/12/02 METHOD: DRILLER: Boland Drilling DATE STARTED: 11/12/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/12/02 LABORATORY TEST DATA w a F a 44 MATERIAL aV w , H ao dk° x a ° a w H o CLASSIFICATION AND DESCRIPTION W Q a H H w w °'° °° ' ao a H > w i z U) o z �, °' z > o a 0.3 TOPSOIL,Organic Matter Lean CLAY with Sand,very stiff to hard,slightly moist,roots,trace gravel,light brown (CL) 1.8 Clayey GRAVEL with Sand,very dense,slightly • ]hoist,subround gravel, tine sand,grey-brown (GC) 5 . SSS 72 10 6,' .• SK Poorly Graded SAND with Gravel,very dense, 15 saturated,some zones of poorly graded gravel,dark- brown (SP) I I 10 sand heave in augers to approximately 8'--no sample End of Boring B-3 @ 1 O,Oft i i I i I `SAMPLE TYPE KEY: SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON ST SHELBYTUBE O IRS - RING SAMPLE 2 SK - SACK SAMPLE LOU OF BORING B- 4 page 1 of 1 PROJECT: MSU Foundation Property G (MOSCMNCE Bozeman,Montana LOCATION: See Site Plan ENGATP.F]tIIJ JOB NO.: 02-388 SURFACE ELEVATION: 4845.1 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: Q 6.7 11/13/02 METHOD: t DRILLER: Boland Drilling DATE STARTED: 11/13/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/13/02 LABORATORY TEST DATA w a ElMATERIAL `- E-H V] ^ H °\° `° ^ A w po� w � H A waA w N z U H o o ° �° a a zw HQ>4Z wW O x a 1--4H Q a I U Q a s U) i U 0.2 — — TOPSOIL Organic Matter Lean CLAY,stiff,slightly moist,roots,trace gravel,light brown (CL) 1. LSS 92/0.9 Clayey GRAVEL with Sand,very dense,slightly 8 1 moist,subround gravel,fine sand,grey-brown (GC). I � SSS 69 Poorly Graded GRAVEL with Clay and Sand,very 10 dense,moist to saturated,subround gravel,brown (GP-GC) . y • • practical auger refusal on cobble End of Boring B-4 a 8.0ft I 10 i i I I i 'SAMPLE TYPE KEY: ®SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON i m ST - SHELBYTUBE IRS - RING SAMPLE SK - SACK SAMPLE LOG OF BORING B- 5 page 1 of 1 PROJECT: MSU Foundation Property LOCATION: See Site Plan ENGAIEEFJNG GEOSCIENCE Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4846.1 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: SL 4.2 11/12/02 METHOD: 1 DRILLER: Boland Drilling DATE STARTED: 11/12/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/12/02 LABORATORY TEST DATA Z r4 -� H a E MATERIAL z m H d0 do w a x H 2 w. ca ao U -- -- H o w ate' g CLASSIFICATION AND DESCRIPTION E z w U H H X x 0x 2 r4 w E-+ H O M W A a+ w H M P WWao z � v a H �a a H 4Z In a x ` o Q a s a m vI U 0.3 TOPSOIL,Org:mic Matter Lean CLAY with Sand,very stiff to hard, slightly LSS 63 moist,roots,trace gravel,light brown (CL) 12 1. Clayey GRAVEL with Sand,very dense,moist to saturated,subround gravel,fine sand,grey-brown (GC) SSS 71 6 61 25 15 r SSK 5 less silt/clay,grading to poorly graded gravel 5 ' SSS 84 7 73 23 4 End of Boring B-5 @ 6.5ft 10 I *SAMPLE TYPE KEY: ®SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON m ST - SHELBYTUBE IRS - RING SAMPLE SK - SACK SAMPLE LOG OF BORING B- 6 page 1 of 1 PROJECT: MSU Foundation Property LOCATION: See Site Plan arro c CEoseffiNCE Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4847.5 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: W 3.0 11/12/02 METHOD: _ DRILLER: Boland Drilling DATE STARTED: 11/12/02 LOGGED BY: J. Hepfher DATE COMPLETED: 11/12/02 LABORATORY TEST DATA H w MATERIAL H n w ca ao H do vo w H a W 3 CLASSIFICATION AND DESCRIPTION H H A w a H Q wnH wa °? v o aHH H a a4 V U — — TOPSOIL,Organic Matter 0.5 '% Lean CLAY,firm to stiff,moist to very moist, roots,light brown (CL) I 2.5 Clayey GRAVEL with Sand,very dense,very moist to saturated,subround gravel,fine sand,grey-brown (GC) i 5 � LSS 87/0.9 9 1 y i i 1 10 1 LSS 86/0.9 11 End of Boring B-6 @ 10.9ft i I *SAMPLE TYPE KEY: ® SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON j m ST - SHELBY TUBE O RS - RING SAMPLE ❑ SK - SACK SAMPLE LOG OF BORING B- 7 page 1 of 1 ��,C\PROJECT: MSU Foundation Property LOCATION: See Site Plan ��uFanac caosc�ce Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4843.4 DRILLING Mobile B-59 3-I/4" Hollowstem Auger GROUNDWATER DEPTH: Q 2.3 11/13/02 METHOD: 1 DRILLER: Boland Drilling DATE STARTED: 11/13/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/13/02 LABORATORY TEST DATA O L) H L° El >+ F E, MATERIAL a v CO -- - H ono O\o x o a w H 3 CLASSIFICATION AND DESCRIPTION w A w H H w a ao do ao W E{ U] H w z >+ v a z Q a ca 04 o A a s rw H L 0.3 TOPSOIL,Organic Matter / lSS 8 Lean CLAY,firm to stiff,moist,roots,brown (CL) j 28 i 1.8 18/0.5 Clayey GRAVEL with Sand,very dense;very moist SSS 50/0.5 to saturated,subround gravel,fine sand,grey-brown 11 (GC) 1 5 SSS 98/0.8 9 1 End of Boring B-7na 6.3ft 10 'SAMPLE TYPE KEY: ®SSS - STANDARD SPLIT SPOON(SPT) . REMARKS i B LSS - LARGE SPLIT SPOON OJ ST - SHELBYTUBE RS - RING SAMPLE ❑ SK - SACK SAMPLE LOG OF BODING B- 8 page 1 of 1 PROJECT: MSU Foundation Property LOCATION: See Site Plan EN( UN6 GEORCEICE Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4845.9 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: - 3.6 11/13/02 METHOD: 1 DRILLER: Boland Drilling DATE STARTED: 11/13/02 LOGGED BY: J. Hepfiler DATE COMPLETED: 11/13/02 LABORATORY TEST DATA 0UH o�� H >q H a H w MATERIAL a _ -� H 0\0 w a ~ z o aa CLASSIFICATION AND DESCRIPTION ww w> A H w o A a �v>"wF z � z wF 0.3 TOPSOIL,Organic Matter Lean CLAY,stiff to very stiff,moist to very, moist, LSS 21 roots,light brown (CL) 13 45 27 1.2 1 B Silty CLAY,very stiff,moist,dilatant,light brown 50/0.5 CL-ML) 1 Clayey GRAVEL with Sand,very dense,very moist SSS I 84 to saturated,subround gravel,fine sand,grey-brown 7 1 (GC) d SZ 1 I i i 5 SSS 76/0.8 8 1 End of Boring B-8 @ 5.8ft i I I 10 i i I i I "SAMPLE TYPE KEY: ®SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON m ST - SHELBY TUBE O° RS - RING SAMPLE SK - SACK SAMPLE -- i LOG OF BORING B- 9 page 1 of 1 aG 'G"E' PROJECT: MSU Foundation Property LOCATION: See Site Plan EHcm�E� CIENCE Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4855.4 DRILLING Mobile B-39 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: 2 3.0 11/12/02 METHOD: V DRILLER: Boland Drilling DATE STARTED: 11/12/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/12/02 LABORATORY TEST DATA H a F w MATERIAL a -- - H do ono Cx� Q,' a Ey C\II A E 4 7. 4+ A ow H o w �, 3 CLASSIFICATION AND DESCRIPTION F z W U H -- H X a ow do ao 4 W Ei H O W A a4 A H H W Cs7 r H W £ C4 LL W U) a H E., O� H U1 A r� A E+ >+ W E u] H W W p 6Y a H H tx H A In w a '" v A a alw ch cn v 0.2 — — LSS 26 TOPSOIL,Organic Matter 12 Lean CLAY,stiff to finn,moist to very moist, / roots,light brown (CL) 1.6 SSS 6 Silty CLAY,firm,moist to saturated,dilatant,light 15 brown (CL-ML) 3.5 Poorly Graded GRAVEL with Sand,very dense to dense,saturated,subround gravel,some clayey gravel zones,fine sand,grey-brown (GC) � � I 5 f. y SSS 50 6 1/ 1 1 ' •' I r i 10 SSS 81 9 81 17 End of Boring B-9 a, 11.5ft "SAMPLE TYPE KEY: SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON m ST SHELBY TUBE OO RS - RING SAMPLE 0 SK - SACK SAMPLE LOG OF BODING B-10 -page 1 of 1 PROJECT: MSU Foundation Property LOCATION: See Site Plan INc coec�cF Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4854.0 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: Q 3.5 11/13/02 METHOD: t DRILLER: Boland Drilling DATE STARTED: 11/13/02 LOGGED BY: 7, Hepfner DATE COMPLETED: 11/13/02 LABORATORY TEST DATA z -- w a a Eo " MATERIAL � ao m --- -- H E-E M E 4 Z w A ao U -- x a o a w H o CLASSIFICATION AND DESCRIPTION w A a H H w w do do �a ~ va° HoE t w z HH a P w C7 rn U 0.3 TOPSOIL,Organic Matter Lean CLAY,firm to stiff,moist to very moist, LSS 13 roots,brown (CL) 23 SSS 55/1.0 2.2 Silty CLAY,very stiff,moist,dilatant,light brown 26 37 18 (CL-IvII,) 2.8 Clayey GRAVEL with Sand,very dense,very moist to saturated,subround gravel,fine sand,grey-brown (GC) I 5 f SSS 47 10 .l y 1 I i End of Boring B-10 @ 6.5ft j I 10 i -SAMPLE TYPE KEY: SSS - STANDARD SPLIT SPOON (SPT) REMARKS 8 LSS - LARGE SPLIT SPOON ST SHELBY TUBE 0 IRS - RING SAMPLE 0 SK - SACK SAMPLE LOG OF BORING B-11 page 1 of 1 \PROJECT: MSU Foundation Property LOCATION: See Site Plan Fa cn smu c GEOSCWNcr Bozeman, Montana JOB NO.: 02-388 SURFACE ELEVATION: 4854.5 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: Y 2.5 11/12/02 METHOD: i DRILLER: Boland Drilling DATE STARTED 11/12/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/12/02 LABORATORY TEST DATA U U E+ � H a H MATERIAL a " m - H do 0 H 0 w a� 3 CLASSIFICATION AND DESCRIPTION E4 z W v H - H x a °° a° 0\° x 0: 4 W E-F H O W W A w � E-i E+ W W WCa E Ul Ei W W Pq H Z Z v a H z H FC 0: A ra a 0+ C7 U) v1 U LSK TOPSOIL,Organic Matter 42 23 19 21 60 0.4 Lean CLAY,firm to stiff,moist to very moist, roots,brown (CL) 2. Silty CLAY,very stiff,moist to saturated,dilatant, Q light brown (CL-ML) 3Z Clayey GRAVEL with Sand,very dense,saturated, 1 subround gravel,fine sand,grey-brown (GC) 5 1 SSS 94 11 1 End iof Boring B-11 @ 6.5ft 10 'SAMPLE TYPE KEY: ®SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON m ST - SHELBY TUBE © RS - RING SAMPLE 0 SK - SACK SAMPLE LOG OF BORING B-12 page 1 of 1 Z�TPROJECT: MSU Foundation Property LOCATION: See Site Plan avcn�rxua. �sz Bozeman,Montana JOB NO.: 02-388 SURFACE ELEVATION: 4857.0 DRILLING Mobile B-59 3-1/4" Hollowstem Auger GROUNDWATER DEPTH: Q 1.8 11/13/02 METHOD: 1 DRILLER: Boland Drilling DATE STARTED: 11/13/02 LOGGED BY: J. Hepfner DATE COMPLETED: 11/13/02 LABORATORY TEST DATA z w . � y, O U ; oVo E-H H a F MATERIAL -, H �� oko x a w H o CLASSIFICATION AND DESCRIPTION w Q w ] H H w w ao �o �o Q a > r — — TOPSOIL,Organic Matter 0.5 LSS 12 Lean CLAY;stiff,moist to very moist,roots, 26 45 26 disturbed(agricultural tilled),oxidized,roots,dark brown (CL) SSS 90 trace gravel 13 2.5 Clayey GRAVEL with Sand,very dense,saturated, subroUnd gravel, fine sand,grey-brown (GC) LSK 44 18 38 5 1 f SSS 95 6 � � I d ractical auger refusal on cobble End of Boring B-12 @ 7.Oft 10 i i i I `SAMPLE TYPE KEY: ©SSS - STANDARD SPLIT SPOON(SPT) REMARKS B LSS - LARGE SPLIT SPOON m ST - SHELBY TUBE 01 RS - RING SAMPLE �2 SK - SACK SAMPLE- SACK SAMPLE 70 60' CL NCH 50 X w z 40 F i U F� 30 a a. �m 20 ML MH 10 CL-ML 0 0 20 40 60 80 100 LIQUID LIMIT(LL) Specimen Identification LL PL PI Fines Classification • B- 2 0.2 43 17 26 33.0 Clayey Gravel With Sand GC m B-8 0.5 45 18 27 Lean Clay CL ♦ B-10 2.0 37 19 18 Lean Clay CL * B-11 0.0 42 18 23 60.0 Sandy Lean Clay With Gravel CL X B-12 0.5 45 19 26 Lean Clay CL PROJECT MSU Foundation Property JOB NO. 02-388 Bozeman, Montana DATE 1/16/03 ATTERBERG LIMITS TGGE0 �CMN NTL Engineering& Geoscience, Inc. Plate No. 1 E`GUMEE Great Falls, MT 59405 pMEN 111111 11juls 11111 U.S.SIEVE OPENING IN INCHES U.S.SIEVE NUMBERS HYDROMETER 6 4 11.5 1 3/4 112 3/8 3 4 6 810 1416 20 30 40 50 70100140 200 100 90 80 70 x60 c� w 3 �50 z W 40 w 30 20 10 0 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS [_COBBLES GRAVEL SAND SILT OR CLAY coarse I fine 1coarsel medium I fine Specimen Identification Classification MC% LL PL PI Cc Cu • B-11 0.0 Sandy Lean Clay With Gravel CL 42 18 23 m B-12 3.5 Clayey Gravel With Sand GC Specimen Identification D100 D60 D30 D10 %Gravel °oSand %Silt I %Clay 0 B-11 0.0 50.00 0.08 18.8 21.3 60.6 m B-12 3.5 75.00 8.12 43.5 18.0 38.5 I PROJECT MSU Foundation Property JOB NO. 02-388 Bozeman, Montana DATE 1/16/03 GRADATION CURVES NTL Engineering& Geoscience,Inc. Plate No.3 ENGMERMG GF°5CEENCE Great Falls,MT 59405 Job No. 02-388 Date 1/16/03 Project MSU Foundation Property Bozeman,Montana Source of Material Composite Sample,Borings B-2(0.2-5.0) & Lab No. B-12(3.0-5.0) Point ID and Depth B-2 0.2 Description of Material CLAYEY GRAVEL with SAND GC I Test Method ASTM D698 Rammer Type Manual, 5.5# i TEST RESULTS ATTERBERG LIMITS Maximum Dry Density 117.7PCF LL PL PI Optimum Water Content 13.5% 43% 17% 26% Curves of 1001/c, Saturation 12$ For Specific Gravity Equal to. ---- -- 2.60 2.70 124 2.80 0 w d120 w \� a116 � I �112 \� Q 108 104 100 6 10 14 1g WATER CONTENT(Percent Dry Weight) MOISTURE-DENSITY RELATIONSHIP NTL Engineering & Geoscience,Inc. Plate No.4 �,�UNd GE°yCEENCE Great Falls, MT 5.9405 Job No. 02-388 Date 1/16/03 Project MSU Foundation Property Bozeman,Montana Source of Material Lab No. Point ID and Depth B-11 0.0 Description of Material SANDY LEAN CLAY with GRAVEL CL Test Method ASTM D698 Ranimer Type Manual,5.5# TEST RESULTS ATTERBERG LIMITS Maximum Dry Density 109.9PCF LL PL PI Optimum Water Content 17.0% 42% 18% 23% Curves of 100% Saturation For Specific Gravity Equal to: 128 -- 2.60 2.70 124 2.80 o 0 n 0120 0 H 1 TJ C 7 c°116 \ I z i A112 108 104 100 6 10 14 18 WATER CONTENT(Percent Dry Weight) MOISTURE-DENSITY RELATIONSHIP NTL Engineering&Geoscience, Inc. Plate No.5 E 0.400U ; GE°SC'CE Great Falls,MT 59405 1 1 Job No. 02-388 Date 1/16/03 Project MSU Foundation Property Bozeman,Montana Source of Material Lab No. Point ID and Depth B-11 0.0 Description of Material SANDY LEAN CLAY with GRAVEL CL Test Method ASTM D698 Rammer Type Manual,5.5# TEST RESULTS 1 ATTERBERG LIMITS Maximum Dry Density 109.9PCF LL PL PI 1 Optimum Water Content 17.0% 42% 18% 230/0 I i Curves of 100% Saturation t 128 For Specific Gravity Equal to: \ ---- ----- 2.60 \ 2.70 124 2.80 6 w U \ c'120 a \ w°116 F h z w A112 q 108 104 100 6 10 14 18 WATER CONTENT(Percent Dry Weight) MOISTURE-DENSITY RELATIONSHIP NTL Engineering&Geoscience, Inc. Plate No.5 Great Falls, MT 59405 140 120------ 100 I i { f .+ -{-40 y_ I 20 AL i 0 0.1 0.2 0.3 0.4 0.5 Penetration(in) 4.2 i 1 ------ LLB 3.8 -_ __---1-------._-_- -.......----------' - , y U I i N j � 1 , O WIN U 3.4 I 3.2 .. .-' __ . - _. ---_;..- ........ - I i 100 102 104 106 108 110 112 114 Dry Density as Molded (pcf) California Bearing Ratio @ 95% max dry density: 3.9 Specimen Identification: B-2, 0.2&13-12,3 Maximum Dry Density-ASTM D698 117.7 Visual Classification: Clayey Gravel with Sand (GC) Optimum Moisture Content(%) 13.5 Before Soaking: After Soaking: Blows Moisture Wet Dry Moisture Wet Dry Moist. Cont. per Content Density Density Content Density Density (top 25mm) Swell Surcharge Point Lift (%) pcf Pcf % pcf pcf (%) (%) lb K 10 17.9 125.8 106.7 14.5 122.0 106.5 16.5 0.1 10.0 A 30 18 133.3 112.9 14.3 128.9 112.8 14.7 0.1 10.0 Project MSU Foundation Property Job No. 02-388 Bozeman, Montana Date 01/16/03 CALIFORNIA BEARING RATIO TEST NTL Engineering and Geoscience Plate No. 6 Great Falls, Montana ENGINEERING GEoSCEENCE 40 a •4'/ . •,¢�� ���I , } , r �.•L •y�,�R rn��" �+ ✓- r"".B� �' •1 y 'AMR+.: , 16. rA , " •� '�'4t ter•• � •� �.' - �• 1y.. '� ._ .t �-�� � � .� •. � � yam. ����t�jy,�' .-. 41" ni � '� C - 'a �•!-��' f ,� .4 � �•ey ��� r�_a.Q �.�.��� � ''1� �'- � y � ' �� ,�., t �y ah• �7�` ' �`;4 ♦ lw IV IL vo oil '�. Lin �`�k�, •,!` '� ', +,r J'^ � kry fit; •�� I. }`�a '« „Y�� � 4' � �� '� s!• �- Ml •+'y �� � , � �'' ��+ + '�,�{t' E ,rya' . .r. . t.;. 00A . .�. .., li. ice. .} t: ,! 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