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HomeMy WebLinkAbout03.08 Binder 2 - Appendix I• Lirws,QA4Li20: SUPERELEVATION CURVE DATA SPRING VALLEY RANCH P.U.D PHASE 1, FINAL DESIGN OCTOBER 15, 2007. PREPARED FOR: SPRING VALLEY HOLDINGS. LLC 4000 COUNTY ROAD 1 1 S GLENWOOD SPRINGS. COLORADO 81601 PREPARED BY: MICHAEL GAMBA, P.E & P.E.L.5 GAMBA !$ ASSOCIATES GAM BA & ASSOCIATES, INC. CONSULTING ENGINEERS & LAND SURVEYORS 970/945-2550 • WWW.GAMBAENG1NEERING.COM t /3 NINTH ST., STE 27A • P.0. 803 143E • GLENWOOD SPRINGS, CO 91602 Table of Contents Sapinero Pages 3 - 6 Hopkins Drive... Pages 7 -11 Mountain Sky Drive Pages 11 --12 County Road 115 Page 13 County Road 114 Pages 14 - 18 Superelevation Method .Page 18 • SUPERELEVATION OUTPUT FOR ALIGNMENT: Sapinero Curve number: 1 Curve Detail Information PC Sta: 1+31.10 Radius: 231.500 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 1+31.10 E value: 0.020000 Transition In Runout: 36.000 Runoff: 36.000 % Runoff: 80.000 Transition Out Runout: 36.000 Runoff: 36.000 % Runoff: 80.000 Subgrade: None Trans In: 0.000 PT Sta: 2+08.62 Length: 77.519 TS Sta: 1+31.10 ST Sta: 2+08.62 Direction: Left arc Ending: 2+08.62 Rollover: OFF Station: 0+66.30 Start sta: 1+02.30 End sta: 1+38.30 Station: 2+73.42 Start sta: 2+01.42 End sta: 2+37.42 Trans Out: 0.000 Curve number: 7 Curve Detail Information PC Sta: 18+89.03 Radius: 232.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 18+89.03 E value: 0.020000 Transition In Runout: 36.000 Runoff: 36.000 % Runoff: 80.000 Transition Out Runout: 36.000 Runoff: 36.000 % Runoff: 80.000 Subgrade: None Trans In: 0.000 PT Sta: 19+92.09 Length: 103.059 TS Sta: 18+89.03 ST Sta: 19+92,09 Direction: Left arc Ending: 19+92.09 Rollover: OFF Station: 18+24.23 Start sta: 18+60.23 End sta: 18+96.23 Station: 20+56.89 Start sta: 19+84.89 End sta: 20+20.89 Trans Out: 0.000 Curve number: 8 Curve Detail Information PC Sta: 21+77.76 Radius: 209.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 21+77.76 E value: 0.040000 Transition in Runout: 36.000 Runoff: 72.000 % Runoff: 85.000 Transition Out Runout: 36.000 Runoff: 72.000 % Runoff: 85.000 Subgrade: None Trans In: 0.000 PT Sta: 25+20.01 Length: 342.242 TS Sta: 21+77.76 ST Sta: 25+20.01 Direction: Left arc Ending: 25+20.01 Rollover: OFF Station: 20+80.56 Start sta: 21+16.56 End sta: 21+88.56 Station: 26+17.21 Start sta: 25+09.21 End sta: 25+81.21 Trans Out: 0.000 3 • Curve number: 9 Curve Detail Information PC Sta: 27+06.82 PT Sta: 28+38.08 Radius: 174.000 Length: 131.280 Sp0ndin: 0.800 TGSto:27+O8.82 Spiral out: 0.008 ST Sta: 28+38.08 Method: A Directicri: Right arc Beginning: 27+D /82 Ending: 28+3 D8 E value: 0]320800 Rollover: OFF Transition In Runout: 31.000 Station: 26+49.40 Runoff: 31.900 Start sta: 26+81.30 % Runoff: 80.000 End sta: 27+13.20 Transition Out Runout: 31.900 Station: 28+95.50 Runoff: 31.900 Start ote:28+3Y.70 % Runoff: 80.000 End sta: 28+63.60 8ubQnade:None Trans In: 0.000 Trans Out: 0.000 Curve number: 11 Curve Detail Information PCSW: 31+S7.60 Radius: 180.000 Spiral in: 0.000 Spiral out0D80 Method: A Beginning: 31+57.66 E value: 0D20000 Transition In PT Sta: 34+24.14 Length: 288.474 TS Sta: 31+57.66 ST Sta: 34+24.14 Direction: Right arc Ending: 34+24.14 Rollover: OFF Runout: 31.900 Station: 31+00.24 Runoft 31.900 S���o:31+32.14 411 q�Run�f 8��OOO End sta:31+84.O4 Transition Out Runout: 31.900 Runoff: 31.000 % Runoff: 80.000 Subgrade: None Trans In: 0.000 Trans Out: 0.000 Station: 34+81.56 Start sta 34+17.76 End sta: 34+49.66 Curve number: 12 CUrVe Detail Information PC Sta: 35+82.44 Radius: 390.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 35+82.44 Evmlum 0.020080 Transition In Runout: 38.000 Runoff: 38.000 q4Runoff: 80.000 Transition Out Runout: 30.080 Runoff: 38800 % Runoff: 80.000 Subgrade: None Trans In: 0.000 • PT Sta: 37+68.88 Length: 186.449 TS Sta: 35+82.44 ST Sta: 37+68.88 Direction: Left arc Ending: 37+68.88 Rollover: OFF Station: 35+17.64 Start sta: 35+5 84 End sta: 35+89.64 Station: 38+33.68 Start sta37+61.60 End sta:37+Q7/88 Trans Out: 0.000 4 Curve number13 Curve Detail Information PC Sta: 40+25.56 Radius: 320.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 40+25.56 E value: 0.030000 Transition In 36.000 54.000 83.333 Transition Out 36.000 54.000 83.333 Subgrade: None 0.000 Trans Out: Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: PT8ta:44+8111 Length: 455.557 TS Sta: 40+25.56 ST Sta: 44+81.11 Dfrection: Left arc Ending: 44+81.11 Rollover: OFF Station: 39+44.56 Start sta: 39+8 .56 End sta: 40+34.56 Station: 45+62.11 Start sta44+72.11 End sta: 45+26.11 Curve number:23 Curve Detail Information PCSta:80+20.5S Radius: 508.470 Spiral in: 0.000 Spiral out: 0.000 Method: A : 88+20.56 E value0.020000 Transition In Runout: 42.000 Runoff: 42.800 % Runoff: 80.000 Transition Out Runout: 42D00 Runoff: 42.000 %Runoft 80.080 Subgrade: None Trans In: 0.000 0.000 9TSta:92+R911 Length: 478.542 T80a.:88+20j56 ST Sta: 92+99.11 Direction: Rrght arc Ending: 92+99.11 Rollover: OFF Station: 87+44.98 Start stu:87+88.88 End sta: 88+28.96 Station: 93+74.71 Start sta: 92+90.71 End sta: 93+32.71 Trans Out: 0.000 Curve number24 Curve Detail Information 9CSta:08+13.08 Radius: 347.500 Spiral in: 0D00 Spiral out: 0.000 Method: A Beginning: 96+13.06 Evoluo 0.020000 Runout: Runoff: % Runoff: Runout Runoff: % Runoff: Trans In: PT Sta: 102+07.39 Length: 584827 TS Sta: 96+13.06 ST8ta:102+D7.30 Direction: Left arc Ending: 102+07.39 Rollover: OFF Transition In 36.000 36.000 80.000 Transition Out 36.000 36.000 80.000 Subgrade: None 0.000 Station: 95+48,26 Start sta: 95+84.26 End sta: 96+20.26 Station: 102+72.19 Start sta: 102+0019 End sta: 102+36.19 Trans Out: 0.000 5 Curve number: 27 Curve Detail Information PC Sta: 108+93,39 PT Sta: 113+10.41 Radius: 250.000 Length: 417.024 Spiral in; 0.000 TS Sta: 108+93.39 Spiral out: 0.000 ST Sta: 113+10.41 Method: A Direction: Right arc Beginning: 108+93.39 Ending: 113+10.41 E value: 0.020000 Rollover: CFF Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: Transition In 36.000 36.000 80.000 Transition Out 36.000 36.000 80.000 Subgrade: None 0.000 Station: 108+28.59 Start sta: 108+64.59 End sta: 109+00.59 Station: 113+75.21 Start sta: 113+03.21 End sta: 113+39.21 Trans Out: 0.000 Curve number: 29 Curve Detail Information PT Sta: 117+60.31 Length: 70.662 TS Sta: 116+89.64 ST Sta: 117+6031 Direction: Right arc Ending: 117+60.31 Rollover OFF PC Sta: 116+89.64 Radius: 338.734 Spiral in: 0.000 Spiral out: 0.000 Method; A Beginning: 116+89.64 E value: 0.020000 Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: • Transition In 36.000 36.000 80.000 Transition Out 36.000 36.000 80.000 Subgrade: None 0.000 Station: 116+24.84 Start sta: 116+60.84 End sta: 116+96.84 Station: 118+25.11 Start sta: 117+53.11 End sta: 117+89.11 Trans Out: 0.000 6 SUPERELEVATION OUTPUT FOR ALIGNMENT: Hopkins Drive Curve number: 4 Curve Detail Information PC Sta: 11+39.22 Radius: 342.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 11+39.22 E value: 0.020000 Transition In Runout: 36.000 Runoff: 36.000 % Runoff: 80.000 Transition Out Runout: 0.001 Runoff: 55.550 % Runoff: 100,000 Subgrade: None Trans In: 0.000 PT Sta: 13+66.76 Length: 227.544 TS Sta: 11+39.22 ST Sta: 13+66.76 Direction: Right arc Ending: 13+66.76 Rollover: OFF Station: 10+74.42 Start sta: 11+10.42 End sta: 11+46.42 Station: 14+22.31 Start sta: 13+66.76 End sta: 14+22.31 Trans Out: 0.000 Curve number: 5 Curve Detail Information PT Sta: 21+20.51 Length: 642.644 TS Sta: 14+77,87 ST Sta: 21+20.51 Direction: Left arc Ending: 21+20.51 Rollover: OFF PC Sta: 14+77.87 Radius: 354.885 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 14+77.87 E value: 0.020000 Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: Transition In 0.001 55.560 100.000 Transition Out 36.000 36.000 80.000 Subgrade: None 0.000 Station: 14+22.31 Start sta: 14+22.31 End sta: 14+77.87 Station: 21+85.31 Start sta: 21+13.31 End sta: 21+49.31 Trans Out: 0.000 Curve number: 8 Curve Detail Information PT Sta: 31+77.31 Length: 589.075 TS Sta: 25+88.23 ST Sta: 31+77.31 Direction: Left arc Ending: 31+77.31 Rollover: OFF PC Sta: 25+88.23 Radius: 303.770 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 25+88.23 E value: 0.040000 Runout: Runoff: % Runoff: Runout: Runoff: Runoff: Trans In: Transition In 36.000 72.000 85.000 Transition Out 36.000 72.000 85.000 Subgrade: None 0.000 Station: 24+91.03 Start sta: 25+27.03 End sta: 25+99.03 Station: 32+74.51 Start sta: 31+66.51 End sta: 32+38.51 Trans Out: 0.000 7 Curve number: 12 Curve Detail information PC Sta: 42+41.17 Radius: 175.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 42+41.17 E value: 0.020000 Transition In 31.900 31.900 80.000 Transition Out 31.900 31.900 80.000 Subgrade: None 0.000 Trans Out: Runout: Runoff: % Runoff: Runout: Runoff: °/° Runoff: Trans In: PT Sta: 43+75.89 Length: 134.722 TS Sta: 42+41.17 ST Sta: 43+75.89 Direction: Left arc Ending: 43+75.89 Rollover: OFF Station: 41+83.75 Start sta: 42+15.65 End sta: 42+47.55 Station: 44+33.31 Start sta: 43+69.51 End sta: 44+01.41 Curve number: 15 Curve Detail Information PT Sta: 52+23.60 Length: 110.022 TS Sta: 51+13.57 ST Sta: 52+23.60 Direction: Right arc Ending: 52+23.60 Rollover: OFF PC Sta: 51+13.57 Radius: 150.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 51+13.57 E value: 0.020000 Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: Transition In 31.900 31.900 80.000 Transition Out 31.900 31.900 80.000 Subgrade: None 0.000 0.000 Station: 50+56.15 Start sta: 50+88.05 End sta: 51+19.95 Station: 52+81.02 Start sta: 52+1722 End sta: 52+49.12 Trans Out: 0.000 Curve number: 18 Curve Detail Information PC Sta: 58+03.33 Radius: 150.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 58+03.33 E value: 0.020000 Transition In Runout: 31.900 Runoff: 31.900 % Runoff: 80.000 Transition Out Runout: 31.900 Runoff: 31.900 % Runoff: 80.000 Subgrade: None Trans In: 0.000 • PT Sta: 58+49.85 Length: 46.519 TS Sta: 58+03.33 ST Sta: 58+49.85 Direction: Left arc Ending: 58+49.85 Rollover: OFF Station: 57+45.91 Start sta: 57+77.81 End sta: 58+09.71 Station: 59+07.27 Start sta: 58+43.47 End sta: 58+75.37 Trans Out: 0.000 8 Curve number: 22 Curve Detail Information PCSta:70+O413 Radius: 300.000 Spiral in: 0.000 Spiral out: 0,00 Method: A Beginning: 78+0412 Evm|ue: 0J040000 Transition In Runout: 35J000 Runoff: 72.000 Y6Runoff: 85.000 Transition Out Runout: 36.000 Runoff: 72.000 % Runoff: 85.000 Subgrade: None Trans In: 0.000 PT Sta: 78+47.54 Length: 243.426 TS Sta: 76+04.12 ST Sta78+47.54 Direction: Left arc Ending: 78+47.54 Rollover. OFF Station: 75+08.02 Start sta:75+43.&2 End sta: 76+14.92 Station: 79+44.74 Start sta: 78+36.74 End star 79+08.74 Trans Out: 0.000 Curve number: 23 Curve PC Sta: 80+70.73 Radius: 190.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 80+70.73 E value0.020000 Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: Detail Information PT Sta: 82+28.90 Length: 158.176 TS Sta: 80+70.73 ST Sta: 82+28.90 Direction: Right arc Ending: 82+28.90 Rollover: OFF Transition In 31.900 31.900 80.000 Transition Out 31.900 31.900 80.000 Subgrade: None 0.000 Station: 80+13.31 Start sta: 80+45.21 End sta: 80+77.11 Station: 82+86.32 Start sta: 82+22.52 End sta: 82+54.42 Trans Out: 0.000 Curve number: 25 Curve Detail Information PT Sta90+30.40 Length: 137.242 TSSta:89+0Z15 ST Sta90+39.40 Direction: Right arc Ending: 90+39.40 Rollover: OFF PC Sta: 89+02.15 Radius: 190,000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 89+02.15 E value: 0.020000 Runout: Runoff: °A)Runoff: Runout: Runoff: % Runoff: Trans In: Transition In 31.900 31.900 80.000 Transition Out 31.900 31.900 80.000 Subgrade: None 0.000 Station: 88+44.73 Start stm:8B+7O.03 End sta: 89+08.53 Station: 90+96.82 Start sta: 90+33.02 End sta: 90+64.92 Trans Out: 0.000 9 Curve number: 26 Curve Detail Information • PC Sta: 92+61.85 PT Sta: 93+21.31 Radius: 190.000 Length: 59.458 Spiral in: 0.000 TS Sta: 92+61.85 Spiral out: 0.000 ST Sta: 93+21.31 Method: A Direction: Left arc Beginning: 92+61.85 Ending: 93+21.31 E value: 0.020000 Rollover: OFF Transition In Runout: 31.900 Station: 92+04.43 Runoff: 31.900 Start sta: 92+36.33 % Runoff: 80.000 End sta: 92+68.23 Transition Out Runout: 31.900 Station: 93+78,73 Runoff: 31.900 Start sta: 93+14.93 °I° Runoff: 80,000 End sta: 93+46.83 Subgrade: None Trans In: 0.000 Trans Out: 0.000 Curve number: 29 Curve Detail information PC Sta: 99+04.64 Radius: 150.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 99+04,64 E value: 0.020000 Transition In Runout: 31.900 Runoff: 31.900 % Runoff: 80.000 Transition Out Runout: 0.001 Runoff: 19.050 % Runoff: 100.000 Subgrade: None Trans In: 0.000 PT Sta: 100+26.04 Length: 121.405 TS Sta: 99+04.64 ST Sta: 100+26.04 Direction: Left arc Ending: 100+26.04 Rollover: OFF Station: 98+47.22 Start sta: 98+79.12 End sta: 99+11.02 Station: 100+45.09 Start sta: 100+26.04 End sta: 100+45.09 Trans Out: 0.000 Curve number: 30 Curve Detail Information PT Sta: 101+97.85 Length: 133.503 TS Sta: 100+64.34 ST Sta: 101+97.85 Direction: Right arc Ending: 101+97.85 Rollover: OFF PC Sta: 100+64.34 Radius: 150.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 100+64.34 E value: 0.020000 Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: • Transition in 0.001 19.250 100.000 Transition Out 0.001 19.150 100.000 Subgrade: None 0.000 Station: 100+45.09 Start sta: 100+45.09 End sta: 100+64.34 Station: 102+17 Start sta: 101+97.85 End sta: 102+17 Trans Out: 0.00 10 Curve number: 31 Curve Detail Information PC Sta: 102+36.15 Radius: 150.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 102+36.15 Evolue 0.020000 Transition In Runout: 0.001 Runoff: 19.150 % Runoff: 100.000 Transition Out Runout: 31.800 Runoff: 31.800 % Runoff: 80.000 Subgrade: None Trans In: 0.000 PTSt : 102+97.34 Length: 61.193 TS Sta: 102+36.15 8TSts 102+07.34 Direction: Left arc Ending: 102+97.34 Rollover: OFF Station: 103+17 Start sta: 102+17 End sta: 102+36.15 Station: 103+5476 Start sta: 102+90.96 End sta: 103+22.86 Trans Out: 0.000 SUPERELEVATION OUTPUT FOR ALIGNMENT: Mountain Sky Drive Curve number: 2 Curve Detail Information PC Sta: 2+62.66 PTGbo:3+58.08 Radius: 141.000 Length: 84.020 Spiral in: 0.000 TS Sta: 2+62.66 Spiral ut: 0.000 STSto:3+58.08 Method: A Direction: Left arc Beginning: 2+02.66 Ending: 3+56.68 E value: 0.030000 Rollover: OFF Runout: Runoff: Y6Runoff: Runout: Runoff: % Runoff: Trans In: Transition In 31.920 47.880 83.330 Transition Out 31.920 47.880 83.330 Subgrade: None 0.000 Station: 1+90.84 Start sta: 2+22.76 End sta: 2+70_64 Station: 4+28.50 Start sta: 3+48.70 End sta: 3+96.58 Trans Out: 0.000 Curve number: 5 Curve Detail information PCSW: 10+O7.84 Radius: 209.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 10+07.64 Evalua 0.040000 Transition in Runout: 38.000 Runoff: 72.000 Y6Runoff: 85.008 Transition Out Runout: 38.000 Runoff: 72.000 % Runoff: 85.000 Subgrade: None Trans In: 0.000 PT Sta: 11+75.95 Length: 168.303 TS Sta: 10+07.64 STSoa 11+75.95 Direction: Left arc Ending: 11+75.95 Rollover: OFF Station: 9+10.44 Start sta: 9+46.44 End sta: 10+18.44 Station: 12+73.15 Stadstm 11+8515 End sta: 12+37.15 Trans Out: 0.000 11 Curve number176 Curve Detail Information ���� PC Sta: 600+30.42 PT8�:002+21.0J ��� Radius: 231.500 Length: 191.176 Spiral in: 0.000 TS Sta: 000+30.42 Spiral out: 0.000 8T8ta:002+21l0 Method: A Direction: Right arc Beginning: 600+30.42 Ending: 602+21.60 E value0.020000 Rollover: OFF Transition In Runout: 36J300 Station: 599+65.62 Runoff: 38.000 Start ota:0QO+01.02 96Runoff: 80.000 End sta: 600+37.62 Transition Out Runout: 38.000 Station: 602+86.40 Runoff: 36.000 Start ata:S02+14.40 % Runoff: 80.000 End eta:8O2+50.4O Subgrade: None Trans In: 0.000 Trans Out: 0.000 • • Curve number180 Curve Detail Information PC Sta616+20.21 Radius: 149.008 Spiral in: 0.000 Spiral out: 0.000 Method: A : 616+20.21 E value: 0.020000 Transition In 31.900 31.900 80.000 Transition Out 31.900 31.900 80.000 Subgrade: None 0.000 Runout: Runoff: % Runoff: Runout: Runoff: °/0 Runoff: Trans In: PT Sta: 616+63.92 Length: 43.704 TS Sta: 616+20.21 ST Sta: 616+63.92 Direction: Righarc Ending: 616+63.92 Rollover: OFF Station: 015+82.70 Start sta: 615+94.69 End sta: 616+26.59 Station: 617+21.34 Start sta: 616+57.54 End sta: 616+89.44 Trans Out: 0.000 lZ SUPERELEVATION OUTPUT FOR ALIGNMENT: County Road 115 (CR115) Curve number: 2 Curve Detail Information PC Sta: 8+90.39 Radius: 882.820 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 8+90.39 E value: 0.020000 Transition In 48.000 48.000 80.000 Transition Out 48.000 48.000 80.000 Subgrade: None 0.000 Trans Out: Runout: Runoff: °I° Runoff: Runout: Runoff: % Runoff: Trans In: PT Sta: 13+06.06 Length: 415.668 TS Sta: 8+90.39 ST Sta: 13+06.06 Direction: Left arc Ending: 13+06.06 Rollover: OFF Station: 8+03.99 Start sta: 8+51.99 End sta: 8+99.99 Station: 13+92.46 Start sta: 12+96.46 End sta: 13+44.46 Curve number: 3 Curve Detail Information PC Sta: 19+50.68 Radius: 779.791 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 19+50.68 E value: 0.030000 Transition In Runout: 48.000 Runoff: 72.000 % Runoff: 83.333 Transition Out Runout: 48.000 Runoff: 72.000 % Runoff: 83.333 Subgrade: None Trans In: 0.000 0.000 PT Sta: 24+36.74 Length: 486.061 TS Sta: 19+50.68 ST Sta: 24+36.74 Direction: Left arc Ending: 24+36.74 Rollover: OFF Station: 18+42.68 Start sta: 18+90.68 End sta: 19+62.68 Station: 25+44.74 Start sta: 24+24.74 End sta: 24+96.74 Trans Out: 0.000 13 • • SUPERELEVATION OUTPUT FOR ALIGNMENT: County Road 114 (CR114) Curve number: 28 Curve Detail Information PC Sta: 160+56.47 Radius: 419.000 Spiral in: 0.000 Spiral out; 0.000 Method: A Beginning: 160+56.47 E value: 0.040000 Transition In Runout: 42.000 Runoff: 84.000 %o Runoff: 85.000 Transition Out Runout: 42.000 Runoff: 84.000 % Runoff: 85.000 Subgrade: None Trans In: 0.000 PT Sta: 165+85.90 Length: 529.428 TS Sta: 160+56.47 ST Sta: 165+85.90 Direction: Left arc Ending: 165+85.90 Rollover: OFF Station: 159+43,07 Start sta: 159+85.07 End sta: 160+69.07 Station: 166+99.30 Start sta: 165+73.30 End sta: 166+57.30 Trans Out: 0.000 Curve number: 30 Curve Detail Information PC Sta: 171+07.61 Radius: 464.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 171+07.61 E value: 0.030000 • Transition In Runout: 42.000 • Runoff: 63.000 % Runoff: 83.333 Transition Out Runout: 42.000 Runoff: 63.000 % Runoff: 83,333 Subgrade: None Trans In: 0.000 PT Sta: 173+55.96 Length: 248.356 TS Sta: 171+07.61 ST Sta: 173+55.96 Direction: Right arc Ending: 173+55.96 Rollover: OFF Station: 170+13.11 Start sta: 170+55.11 End sta: 171+18.11 Station: 174+50.46 Start sta: 173+45.46 End sta: 174+08.46 Trans Out: 0.000 Curve number: 32 Curve Detail Information PC Sta: 177+13.91 Radius: 464.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 177+13.91 E value: 0.030000 Transition In Runout: 42.000 Runoff: 63.000 % Runoff: 83.333 Transition Out Runout: 42.000 Runoff: 63.000 % Runoff: 83.333 Subgrade: None Trans In: 0.000 PT Sta: 180+07.04 Length: 293.132 TS Sta: 177+13.91 ST Sta: 180+07.04 Direction: Left arc Ending: 180+07.04 Rollover: OFF Station: 176+19.41 Start sta: 176+61.41 End sta: 177+24.41 Station: 181+01.54 Start sta: 179+96.54 End sta: 180+59.54 Trans Out: 0.000 14 Curve number: 33 Curve Detail Information PC Sta: 183+32.32 Radius: 464.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 183+32.32 E value: 0.030000 Transition In Runout: 42.000 Runoff: 63.000 % Runoff: 83.333 Transition Out Runout: 42.000 Runoff: 63.000 % Runoff: 83.333 Subgrade: None Trans In: 0.000 PT Sta: 186+81.57 Length: 349.257 TS Sta: 183+32.32 ST Sta: 186+81.57 Direction: Right arc Ending: 186+81.57 Rollover: OFF Station: 182+37.82 Start sta: 182+79.82 End sta: 183+42.82 Station: 187+76.07 Start sta: 186+71.07 End sta: 187+34.07 Trans Out: 0.000 Curve number: 34 Curve Detail information PC Sta: 188+41.67 Radius: 628.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 188+41.67 E value: 0.020000 Transition In Runout: 42.000 Runoff: 42.000 % Runoff: 80.000 Transition Out Runout: 42.000 Runoff: 42.000 % Runoff: 80.000 Subgrade: None Trans in: 0.000 PT Sta: 190+55.98 Length: 214.310 TS Sta: 188+41.67 ST Sta: 190+55.98 Direction: Left arc Ending: 190+55.98 Rollover: OFF Station: 187+66.07 Start sta: 188+08.07 End sta: 188+50.07 Station: 191+31.58 Start sta: 190+47.58 End sta: 190+89.58 Trans Out: 0.000 Curve number: 35 Curve Detail Information PC Sta: 192+32.77 Radius: 700.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 192+32.77 E value: 0.020000 Transition In Runout: 42.000 Runoff: 42.000 % Runoff: 80.000 Transition Out Runout: 42.000 Runoff: 42.000 % Runoff: 80.000 Subgrade: None Trans In: 0.000 PT Sta: 195+27.63 Length: 294.859 TS Sta: 192+32.77 ST Sta: 195+27.63 Direction: Right aro Ending: 195+27.63 Rollover: OFF Station: 191+57.17 Start sta: 191+99.17 End sta: 192+41.17 Station: 196+03.23 Start sta: 195+19.23 End sta: 195+61.23 Trans Out: 0.000 15 • • • Curve number: 37 Curve Detail Information PC Sta198+49.38 Radius: 347.500 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 198+49.38 E value0.028000 Transition In Runout: 38.000 Runoff: 30.000 Y4Runoff: 80.000 Transition Out Runout: 0D01 Runoff: 48.700 %Runoff: 100.000 Subgrade: None Trans In: 0.000 PTSta:2O1+O4.05 Length: 314.666 T8SUz1B8+4938 ST Sta: 201+64.05 Direction: Left arc Ending: 201+64.05 Rollover: OFF Station: 197+84.58 Start sta: 198+20.58 End sta: 198+56.58 Station: 202+10.75 Start sta: 201+64.05 End sta: 202+10,75 Trans Out: 0.000 Curve nurnber: 38 Curve Detail Information PC Sta: 202+57.45 Radius: 380.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 202+57.45 E value: 8.020000 Transition In Runout: 0.001 Runoff46.700 96Runoff: 100.000 Transition Out Runout: 38.000 Runoff: 30.000 % Runoff: 80.000 Subgrade: None Trans In: 0.000 PT Sta: 205+79.92 Length: 322.475 TS Sta: 202+57.45 ST Sta: 205+79.92 Direction: Right arc Ending: 205+79.92 Rollover: OFF Station: 202+10.75 Start stm:202+1O75 End sta: 202+57.45 Station: 206+44.72 Start sta: 205+72.72 End ota:300+O8.72 Trans Out: 0.000 Curve number: 40 Curve Detail infommtion PC Sta: 213+08.87 Radius: 572.264 8pirNhx 0.000 Spiral out: 0.000 Method: A Beginning: 212+08.87 E value: 0.040000 Transition In Runout: 42.030 Runoff: 84.000 % Runoff: 05.000 Transition Out Runout: 42D00 Runoff: 84.000 96Runoff: 85.000 Subgrade: None Trans In: 0.000 PT Sta: 214+34.13 Length: 227.257 TS Sta: 212+06.87 ST Sta: 214+34.13 Direction: Right aro Ending: 214+34.13 Rollover: OFF Station: 210+93.47 Start sta: 211+35.47 End sta: 212+19.47 Station: 215+47.53 Start sta: 214+21.53 End sta: 215+05.53 Trans Out: 0.000 16 Curve number: 41 Curve Detail PC Sta: 216+91.34 Radius: 562.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 216+91.34 E value: 0.040000 Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans In: Information PT Sta: 218+80.81 Length: 189.471 TS Sta: 216+91.34 ST Sta: 218+80.81 Direction: Left arc Ending: 218+80.81 Rollover: OFF Transition In 42.000 84.000 85.000 Transition Out 0.001 96.860 100.000 Subgrade: None 0.000 Station: 215+77.94 Start sta: 216+19.94 End sta: 217+03.94 Station: 219+77.67 Start sta: 218+80.81 End sta: 219+77.67 Trans Out: 0.000 Curve number: 42 Curve Detail Information PC Sta: 220+74.53 Radius: 562.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 220+74.53 E value: 0.040000 Transition In 0.001 96.860 100.000 Transition Out 42.000 84.000 85.000 Subgrade: None 0.000 Runout: Runoff: % Runoff: Runout: Runoff: % Runoff: Trans in: PT Sta: 222+22.27 Length: 147.746 TS Sta: 220+74.53 ST Sta: 222+22.27 Direction: Right arc Ending: 222+22.27 Rollover: OFF Station: 219+77.67 Start sta: 219+77.67 End sta: 220+74.53 Station: 223+35.67 Start sta: 222+09.67 End sta: 222+93.67 Trans Out: 0.000 Curve number: 47 Curve Detail Information PC Sta: 233+04.01 Radius: 593.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 233+04.01 E value: 0.030000 Transition In Runout: 42.000 Runoff: 63.000 % Runoff: 83.333 Transition Out Runout: 42.000 Runoff: 63.000 % Runoff: 83.333 Subgrade: None Trans In: 0.000 PT Sta: 238+34.43 Length: 530.428 TS Sta: 233+04.01 ST Sta: 238+34.43 Direction: Right arc Ending: 238+34.43 Rollover: OFF Station: 232+09.51 Start sta: 232+51.51 End sta; 233+14.51 Station: 239+28.93 Start sta: 238+23.93 End sta: 238+86.93 Trans Out: 0.000 17 Curve number: 49 Curve Detail Information PC Sta: 245+60.67 Radius: 280.000 Spiral in: 0.000 Spiral out: 0.000 Method: A Beginning: 245+60.67 E value: 0.020000 Transition In Runout: 36.000 Runoff:: 36.000 % Runoff: 80.000 Transition Out Runout: 36.000 Runoff: 36.000 % Runoff: 80.000 Subgrade: None Trans In: 0.000 PT Sta: 248+31.63 Length: 270.966 TS Sta: 245+60.67 ST Sta: 248+31.63 Direction: Right arc Ending: 248+31.63 Rollover: OFF Station: 244+95.87 Start sta: 245+31.87 End sta: 245+67.87 Station: 248+96.43 Start sta: 248+24.43 End sta: 248+60.43 Trans Out: 0.000 Superelevation Method A — Rotates a crowned surface about the centerline. Both edges move up and down depending upon the direction of curvature. SUBGRADE INVESTIGATION AND PAVEMENT DESIGN PHASE ROADS SPRING VALLEY RANCH GARFIELD COUNTY, COLORADO CTL/THOMPSON, INC. CONSULTING ENGINEERS SUBGRADE INVESTIGATION AND PAVEMENT DESIGN PHASE I ROADS SPRING VALLEY RANCH GARFIELD COUNTY, COLORADO Prepared For: SPRING VALLEY DEVELOPMENT, INC. 415 East Hyman Ave., Suite 101 Aspen, CO 81611 Attention: Mr. Cam Kicklighter Job No. GS -3347 July 26, 2001 CTLITHOMPSON, INC. CONSULTING ENGINEERS 234 CENTER DRIVE ■ GLENWOOD SPRINGS, COLORADO 81601 11 (970) 945-2809 TABLE OF CONTENTS SCOPE 1 FIELD AND LABORATORY INVESTIGATION 1 PAVEMENT DESIGN 2 PAVEMENT SELECTION 3 MATERIALS AND CONSTRUCTION 4 MAINTENANCE 4 LIMITATIONS 4 FIGURE 1 - APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS FIGURES 2 THROUGH 7 - SUMMARY LOGS OF EXPLORATORY BORINGS APPENDIX A - LABORATORY TEST RESULTS APPENDIX B - PAVEMENT DESIGN CALCULATIONS APPENDIX C - GUIDELINE SITE GRADING SPECIFICATIONS APPENDIX D - MATERIAL AND CONSTRUCTION CHECKLIST APPENDIX E - GUIDELINE MAINTENANCE RECOMMENDATIONS SPRING VALLEY DEVELOPMENT, INC. PHASE ROADS SPRING VALLEY RANCH CTL.JT JOE NO. GS -3347 • SCOPE • This report presents the results of our subgrade investigation and pavement design for Phase 1 roads at Spring Valley Ranch in Garfield County, Colorado. The purpose of this investigation was to determine the type and support characteristics of subgrade soils present below the proposed roads and provide design pavement alternatives and construction guidelines. The scope of our investigation was described in our Proposal No. GS -01-152 The report includes a description of the subgrade soils found in our exploratory borings, laboratory test results, alternative pavement sections, and construction and materials guidelines. The pavement alternatives presented were based upon laboratory test results and the AASHTO design methods. FIELD AND LABORATORY INVESTIGATION The total length of paved roads in Phase I will be approximately 45,000 feet. At this writing, roads have been "roughed in" to near subgrade elevations along approximately 31,000 lineal feet of the proposed road alignments. Our field investigation consisted of 100 borings spaced about 300 feet apart at the approximate locations shown on Figure 1. Soils found in our borings generally consisted of soft to stiff, moist to very moist, sandy to silty clay and clay -silt and medium dense to dense, moist, silty to clayey gravel with scattered cobble. Free ground water was riot encountered in the exploratory borings to depths of 5 to 15 feet beneath the ground surface. Figures 2 through 7 show logs of soils found in our borings. Classifications and engineering properties of samples of the soils encountered in our borings are summarized on Table A -I. The laboratory testing program was designed to provide index properties of the soils sampled and subgrade support values for those soil types which influence SPRING VALLEY DEVELOPMENT, INC. PHASE IROADS SPRING VALLEY RANCH CTLIT JOS NO. GS -3347 1 • • • the pavement design. In general, two types of subgrade soils are present below roads in Phase 1. Hveem Stabiiometer tests were performed on composite samples of each subgrade soil type (Group 1 and Group 2) to determine a design support value ("R" value). Test results are presented in Appendix A. Group 1 soils were granular and testing indicated an "R" value of 15. Group 2 soils were cohesive and testing indicated an "R" value of 8. The Effective Resilient Modulus (based on the COOT modified design criteria) was calculated to be 4,198 psi for Group 1 soils and 3,334 psi for Group II soils. PAVEMENT DESIGN We used the AASHTO design method. The design equivalent single -axle load (ESAL) application used for design was 21,900. The ESAL calculations are for a twenty-year design fife. Design calculations are presented in Appendix B. Pavement design alternatives are presented on TABLE A below. TABLE A PAVEMENT DESIGN ALTERNATIVES Group 1 Asphalt Concrete (AC) 5,0" AC asphalt Concrete (AC) Aggregate Base Course (AEC) + Fabric Asphaft Concrete (AC) + Aggregate Base Course (ABC); 3.0" AC + 5.0"ABC + Fabric 3.0" AC + 7.0"ABC Group 2 6.0" AC 3.0" AC + 7.0"ABC + Fabric 3.0"AC+ 9.0"ABC or 4.0" AC + 6,0"ABC SPRING VALLEY DEVELOPMENT, INC. PHASE ROADS SPRING VALLEY RANCH CTLIT JOB NO. GS -3347 2 • • PAVEMENT SELECTION We have provided three pavement design alternatives including full -depth asphalt concrete, asphalt concrete overaggregate base course over geotextile fabric, and asphalt concrete over aggregate base course without fabric. Our experience indicates each of the three recommended alternatives can perform adequately at this site. In our opinion, the alternative using aggregate base course without fabric is likely more susceptible to reduction in subgrade soil support from wetting and premature failure comparative to the other two alternatives. If aggregate base course is used, woven geotextile fabric placed on the subgrade soil will reduce migration of base course material into the clayey subgrade soils and resulting loss of support. A full -depth asphalt concrete section would be least susceptible to loss of subgrade soil support related to moisture infiltration and is the preferable option from a geotechnical viewpoint. The majority of the road alignments were near subgrade elevations at this writing. Grading to achieve subgrade elevations is required for some sections of road. Appendix C provides guideline site grading specifications for the roads. Subgrade should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent standard Proctor dry density (ASTM D 698). The moisture treated subgrade may produce isolated areas of yielding subgrade. Compaction of the first lift of the asphalt section may be difficult. As with any low traffic volume pavement, embrittlement of asphalt and moisture infiltration into the subgrade soils will be the primary causes of distress. Care must be taken to provide proper maintenance throughout the Iife of the pavement to ensure a 20 -year service Iife. SPRING VALLEY DEVELOPMENT. INC. PHASE ROADS SPRING VALLEY RANCH CTLIT JOS NO. GS -3347 3 MATERIALS AND CONSTRUCTION The performance of a pavement system is determined by the quality of the paving materials and construction practices, A material and construction checklist is presented in Appendix D. During construction, careful attention should be paid to the following details: ▪ Placement and compaction of trench backfill. • Compaction at curblines and around manholes and water valves. • Excavation of completed pavements for utility construction and repair. • Design slopes of the adjacent ground and pavement to rapidly remove water from the pavement surface. MAINTENANCE We recommend a preventive maintenance program be developed and followed for all pavement systems to assure the design life can be realized. Choosing to defer maintenance usually results in accelerated deterioration leading to higher future maintenance costs. A recommended maintenance program is outlined in Appendix E. LIMITATIONS The pavement and construction recommendations are based upon our field observations and laboratory testing and design criteria required by the AASHTO design methods. The design procedures were formulated to provide sections with adequate structural strength. Routine maintenance, such as sealing and repair of cracks, is necessary to achieve the Tong -term life of a pavement system. If the design recommendations and construction guidelines cannot be followed, or SPRING VALLEY DEVELOPMENT, INC. PHASE IROADS SPRING VALLEY RANCH CTLfT JOB NO, GS -3347 4 anticipated traffic Loads change considerably, we should be contacted to review the recommendations.. We believe the geotechnical services for this project were performed in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing under similar conditions in the locality of the project. No other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report, or in the analyses of the proposed pavement systems from a geotechnical point of view, please call. Very truly yours, CTUTH O P,5 N, II~tC. - / 1 ; John M g, Branch. anager (5 copies sent) SPRING VALLEY DEVELOPMENT, INC. PHASE I ROADS SPRING VALLEY RANCH CTL+TJOB NO. GS -3347 5 bola.4+4.:e 4A -34104N441 W-4 .. a Q+l.d!rL. MNLIIMV ( ,i1.Q'0a!p l!J IPMEMEMEMPIIMIN WoWlitagiLl Zi♦ Z�"Q!M1. Li 2—SO '°N cl°r. AelOrVdOldX3 Depth In Feet 11111[1111111111 (7- 1 0 a \\N\\\\ 's \\V\\1 rIIIJlIIIrLII11 teej Li! y}dea • Y/ N 0) w c1 0) 0) rb 113 • Depth In Feet 11111 I f 1 1 1 1 1 1 1 1` .--a 01 0 WfWilionWitul ® ( o }ee j u I gide° 0) 0 ii►OAL�►Qljr gmo co_ yroleo!yo 0 1 0 (Ji 0 I OIVda1dX3 Depth In Feet 1 i till 0 AWVOOM ..a! .al % mi \\\\\\\ N11\11\ • • 0,4 Q) "\\\l\ N I 1 1 1 \ \ \ W V H\\cl\\ 111111 \\\\\\ 1N1111 1 I 1 I I I,_I I_I I I II I I '71 ieej U1 1.0130 Depth In Feet 1111 1111111111 1 (yJ 0 ire O N N. N 1 \ \ S. 1 elemomemmmmie ZioSAWN 1111.11011 \ \. \ \ \ \ \ 1111 \ s mmmimmm ahlWROVIKVI clummpohno mmmmmilmm (ri C:7 (7e I 1 I 1 I I 1 1 1 I 1 I I 409j U! 41.deC3 Q N Isa 041 O aoogwow \ \\\\\\, \\\\\\\ \ \N\t\\ \ \\\\\� WAN mminoirdv mitiviwzo 0 04 +U7 M 0 00 -11 AelOIVKldX3 0 0 Depth In Feet 1 i i i i 1 i I I11 l 1 1 I 1 `1 l in 0 \ \\\\\N \\\s\\\ \ ‘‘N-...\\ \\L1\\\ ,\\\\\\ \\\\\\\ \\\\\\ \\\\\\\, \ \\\\\\ \\\\\\\ r\\\\\\ \\\ti\>> i 0 in 0 t@e� ul 44de© 01 ui U 111 t)r co 0) a Depth in Feet i111IIl1111111ij in in a \ \\\\\t \\\\\\'1 aWaw '4, mmiummmismi \ \\\\\\; `s\\\\\\ loaltheoltiocoa mmmommmm in ca in 0 I 1 I I I I 11 I I I I 11 I I }eIli j uI 44dea 0) 1 L 1,3 0) 0) 41] op t1} Y L u0 '4 +li.o. Lig££-SO '°N gob K K 0 00 -9 AdO±V O1dX3 w 0 .C7 Z 0 9 cn • Depth In Feet 01 0i cs cn 0 \,\'\\\ \\\\\ \\1\\1 (!J \\\\\\ V N \ \ \ \ \ \ \ \\\\\\\ MINN \ \\\\\\ \\ \ \\4\\.\ \\\ \\\1 D u+ 0 409.- LAI Lode0 Depth In Feet j 1 1 1 1 1_i 1 1 1 1 1 1 1 1 1 to 0 (n 0 \,\,\'%'\\ \\\‘\\\ °.\\\\\`. \\\\_\\1I \\\\\\\ \ \ \ \ \ \ \ 0) Ul I N \CC`\` {If cri \ \ \ \ N \\\\\\ \\\\\\ 03 (n cn 0 I1I111111111 }eej ul 4#dea -.( 0 rmatigutzil NNW FARM 111 RAMS aelluw. vow WaR RaWN RAMON \"%\ 1\ 1 1 L#r££—SO '°N cicIr • ) O1Y O1dX3 rn Depth In Feet 111111117MpriM1-1 (7 0 0 alawiwrovw morAvirotz cn a 1 1J 1 1 1 1 1 1 1 Ll_I I tee j ul ytde© • U) (44 t) 0) 0 a Depth In Feet 1111111111111111 0 tri VOWWWWw MMIIMMIMMIMIUM immmimmmom \»\_ti,\ cal t) w op cn CO m ANRRNSN o to a 1111111111111111 teej tit Ltden LEGEND: El Clay, sandy, silty to clay—silt, soft to stiff, moist to very moist, brown, tan. (CL, CH, CL—ML or ML) NOTES: Gravel, silty to clayey, scattered cobble, medium dense to dense, moist, brown or tan. (GM, GC) Indicates bulk sample taken from auger cuttings. 1. Exploratory borings were drilled on May 21, 22 and 24, 2001 with 4—inch diameter, continuous flight auger and an all—terrain drill rig. 2. Locations of exploratory borings are approximate. 3. No free ground water was found In our exploratory borings at the time of drilling. 4. These exploratory borings are subject to the explanations, limitations and conclusions as contained in this report. • SUMMARY LOGS OF EXPLORATORY BORINGS Job No. GS -3347 Fig. 7 • SPRING VALLEY DEVELOPMENT, INC. PHASE I ROADS SPRING VALLEY RANCH CTLIT JOB NO. GS -1347 APPENDIX A LABORATORY TEST RESULTS • EXUDATION PRESSURE (PSI1 • 400 3CC 200 100 G 0 L Group Number 1 AASHTO Classification Liquid Limit Plasticity Index Design R -Value 15 0 ;0 20 3C 40 50 60 70 8C 5C 100 110 "R" VALUE Job No. GS -3347 Hveem Stabilometer Test Results Fig. A-1 EXUDATION PRESSURE (PSI1 500 800 70C 0 500 400 300 200 100 0 0 10 "R'' VALUE Job No. GS -3347 20 30 40 50 50 70 80 50 1C0 Hveem Stabilometer Test Results 1 Fig. A-2 , 4 -4 Group Number 2 AASHTO Classification Liquid Limit Plasticity Index Design R -Value 8 • • • • • • • • • • • • • Job No. GS -3347 20 30 40 50 50 70 80 50 1C0 Hveem Stabilometer Test Results 1 Fig. A-2 JOB NO. GS -3347 w -J CO 1- SUMMARY OF LABORATORY TEST RESULTS Description CLAY, SANDY GRAVEL, CLAYEY GRAVEL, CLAYEY CLAY, SANDY GRAVEL, CLAYEY (GRAVEL, SILTY CLAY, SANDY GRAVEL, CLAYEY [GRAVEL, CLAYEY GRAVEL, SILTY 'GRAVEL, CLAYEY [GRAVEL, SILTY IG.RAVEL, SILTY (CLAY, SANDY GRAVEL, SILTY 0 < co > <L J o GRAVEL, SILTY GRAVEL, SILTY GRAVEL, CLAYEY 0000 Q U) >. <L J 0 < < (I) c!7 Cr) )- r >- v d Q J J ..al 0 0 0 GRAVEL, CLAYEY GRAVEL, CLAYEY {CLAY, SANDY (CLAY, SANDY SI LT, C LAYEY GRAVEL, CLAYEY GRAVEL, CLAYEY rn ¢ cr) >: Q J 0 N N m Z a C.0 0 v Cti = a. --- Q9 0 a Classification 1 c M CL GC GC CL GC GM CL GC o GM i GC 1 C GM CH GM CL GM 0 GC U CL CL [CL GG GC CL CL M{ 00 0 H to Co (O 7 c','<< <L A-6 A-6 A-2 (9 '9 C9 <<<<Q<cQ<C.c 7 c`,4C V � c <cL<C<<<<<<' 04 (t7 -7(9'9(9r <<¢<<< Cl- x O 0 r C7 147 t*) C7 Q "zt r 0 0 0 r O r 0 0 CO N- R"4° r Cil r 13 9 ;i R r d Atteaberg Limits 1 T U v a N -a Q CI C tsi o 14 L 13 '11 to m ry T T (NI 0 T' T R 7 35 0 34 3 14 o co C\I r 10 CD r 18 24 16 CA - T N r- - 't'_ [� r [v L3 — o C3 J 32 31 32 C d CD 1 CO C 7 C*7 r Co t'-- 7 C'7 COC co C"7 1 34 J 0) CO 35 51 27 47 28 O V C7 C*7 CO O (C7 (') (V 34 40 1 38 1 38 34 38 37 24 L 41 CV U N CI- 0_Z� N. C\d R CO C7 CV 53 47 23 CO LO U7 (0 '- C') OD Cr) CO T R Cr) N T Cr) LO CQ C"! LC) r co N 39 56 R Co Li) LO SC 6tt OL Ie r C9 R r 0) O C7 ri (0 C47 >" ., '5 L' u) Z 0 _, k7 `-' --,...,•-j J CO C '8 i7 O o Z 2 0 EC) 67 to r CV f t G' T S vi LC) co C`d C7 I� R R I� 1.6 co C*) r R O I 19.1 18.7 10.4 18.9 I 8.5 23.8 �. [ T ci V' r R T r 6-81 18 O1b1 13.8 1 12.4 1 r C ] Ca`:` CS7 r- V" 2^ r (v a 7 L4 0 N r r r r r N T, T r r r r CV r CV r r- r r r N( I T r (v r- r T r r Z. (6a 0,._ - L7 ooc�00000(F L7 LO Lr) 47 I L? Ls) �ooc in 1 47 Lr) 0-5 0-5 0-5 0-5 0-5 Lf) LC7 r� 1 i!) in in Lr) Lr) 6666 'l7 L0 1 Lr) LO LC) Lf) Sample No. N C] O CJ ffi CO CO 4 v) h,- C C7 n CO t)7 CO P CO CO C'7 CO In CJ7 { KGs j Cr) - CO S21 S23 525 S27 929 M co S33 935 n (D C C7 co S41 943 S45 N 0 V' co c) 1 S51 S53 14 I-- I$' Uf7 C) co SUMMARY OF LABORATORY TEST RESULTS Description En Qz (1) > 0 GRAVEL, CLAYEY GRAVEL, CLAYEY CLAY, SILTY ancOnn <¢<¢Q¢ cn u. >>>>>> ¢_I¢�¢¢ 000000 co ct 00 u) 'GRAVEL, SILTY CLAY, SANDY GRAVEL, CLAYEY rG.RAVEL, CLAYEY , O d 00 >2 0 GRAVEL, CLAYEY [GRAVEL, CLAYEY GRAVEL, CLAYEY LAY, SANDY GRAVEL, CLAYEY [GRAVEL, CLAYEY GRAVEL, CLAYEY 0 V vi 1cr) V Q: — 0_ : O tEi O LL..II.... v! CV ication -o --, D J 0 GC GC CL -ML J U CL CL CL CL CL 0 GC -J 0 - GC GC GC CL GC 0 0 0 ens:t, N(Vcr(n(n Et � Q « cn(9cf?L?crDLs�t.9(44(; < � < L? (ID C Q (9(9co der-- r- co (9 ck CL x drn 0 C N r O C7 t9 cD CO 1 14/ 12 13 2 10 C] L'+! (0 CD =— In Cil GO 01 CD Atterberg Limits Plasticity Index (%) in N a] CJ N c4 07 r U7 r co r r- r 16 14 14 14 N cn (V r COC) r C3) N r CA (s) r-- N c— r CU r T] _- 5 E' = cr.-G _ ..J ( ) N N N' N 0) NCr)C1 t() LC7 C) r 36 32 40 32 O (0 Q00 C' CO N N Si't1 45 43 34 0) N CD C CDN L83 '5 N 7 o cal tC_. Ci 0_ Z ,--- C9 22 I 17 ,r r (P 111 r-- (.0 O fes- r (0 76 87 38 72 r- 00 0) C) (0 C') 0 4C) (V N 'r 53 48 41 27 To 3, [C} CI c Q - Z Natural Moisture Content (%) 22.6 4.5 2.3 (s3 C? r r~ r r` t— ul ,c; v 1.6 r 15.2 12.0 8.7 - 13.2 8.4 11.2 MEM 3.6 o 0 z C'7 N r r r r r- r- N N N r- r- r r r r- r s--- r r e� L7 ill iv n LS} in Lr) L7 6666666666.666666666666 u? (0 `(0 up u? L? L? Lr: In L`) LIP L? L} L1-7 eS) u) up (0 Sample No. Qi r co-) (f7 u7 (0 (0 (0 CA to CO CO r- (0 ti) 1.99 6LS LLS - LS CLS LLS 69S S83 S85 Ss7 S88 990 892 S94 996 S98 0 (/) • • • SPRING VALLEY DEVELOPMENT, INC. PHASE! ROADS SPRING VALLEY RANCH CTLIT JOB NO. GS -3347 APPENDIX B PAVEMENT DESIGN CALCULATIONS • • DESIGN SERVICEABILITY LOSS Q PSI NI \NT .O a _ rt w _ O O Cr LII 1 i 111,11I -',1N. J 1*d j W 'Snit aori ZN31-1i5?23 MOS C394VO1f 3A113•d33 z v) CC - LLP N z n STRUCTURE z ea w ( SNollrlrr ) a1 'SN011701ldd7 Q70 -I 31x7 33DN15 1N317A111033 do1-81 17101, 0317W1153 J O 1 111 I 1 , 111 O D ri 0 0 ON O 0 0 0 ►� h w '�O r a i 1 i j�1�1 r4 {%)1f AZ1319V�3a Interior Streets DESIGN CHART FOR FLEXIBLE PAVEMENT Job No. GS -3347 • • DESIGN CALCULATIONS (GROUP 1 SOILS) DESIGN DATA Equivalent Single -axle Load (ESAL) = 21,900 Hareem Stabiiometer (R -Value) = 15 (from Fig. A-1 ) Structural Number (SN) = 2.1 (from Fig. A-3 ) DESIGN EQUATION SN = C,D, + C2D2 C, = 0.40 - Strength Coefficient - Asphalt Concrete C2 = 0.12 - Strength Coefficient - Aggregate Base Course D, - Depth of Asphalt Concrete (inches) D2 - Depth of Aggregate Base Course (inches) FOR ASPHALT CONCRETE SECTION: = ( 2.1 )10.40 = 5.3 inches of Asphalt Concrete FOR ASPHALT + AGGREGATE BASE COURSE SECTION: D2 = (( 2.1 ) - (3.0)(0.40))I0.12 = 7.5 inches of Aggregate Base Course RECOMMENDED SECTIONS: 1. 5.0 inches of Asphalt Concrete, or 2. 3.0 inches Asphalt Concrete + 7.0 inches Aggregate Base Course, or 3. 3.0 inches Asphalt Concrete + 5.0 inches Aggregate Base Course + Fabric. SPRING VALLEY PUD PHASE 1 ROADS CTL'TJOB NO. GS -3347 B-2 APPENDIX C GUIDELINE SITE GRADING SPECIFICATION SPRING VALLEY DEVELOPMENT, INC. PHASE 1 ROADS SPRING VALLEY RANCH CTLJT JOB NO. GS -3347 • • • GUIDELINE SITE GRADING SPECIFICATIONS 1. DESCRIPTION This item shall consist of the excavation, transportation, placement and compaction of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve subgrade elevations for areas which will support pavements. 2. GENERAL The Soils Engineer shall be the Owner's representative. The Soils Engineer shall approve fill materials, method of placement, moisture contents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove all existing deleterious material before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to provide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. 4. SCARIFYING AREA TO BE FILLED All topsoil and vegetable matter shall be removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified to a depth of at least 8 inches until the surface is free from ruts, hummocks, rocks larger than 8 inches in diameter or other uneven features, which would prevent uniform compaction by the equipment to be used. 5, COMPACTING AREA TO BE FILLED After the subgrade surface for the fill has been cleared and scarified, it shall be brought to the proper moisture content (2 percent below to 2 percent above optimum moisture content) and compacted to at least 95 percent of maximum density as determined in accordance with ASTM D 698. SPR6NG VALLEY DEVELOPMENT. NC. PHASE 1 ROADS SPRING VALLEY RANCH CTLfT JOS NO, GS.3347 C-1 • C. FILL MATERIALS Fill soils shall be free from vegetation, organics, or other deleterious substances, and shall not contain rocks having a diameter greater than four inches. Fill materials shall be obtained from cut areas shown on the plans or staked in the field by the Engineer or imported to the site. On-site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are acceptable as defined by ASTM D 2487-83. Imported fill soils should be approved by the soils engineer prior to hauling to the site. • • 7. MOISTURE CONTENT Fill material shall be moisture treated to within limits of optimum moisture content specified in MOISTURE CONTENT AND DENSITY CRITERIA. Sufficient laboratory compaction tests shall be made to determine the optimum moisture content for the various structural fill soils and other type fill soils. The Contractor will be required to add moisture to the fill soil prior to compaction of fill lifts. The Contractor may be required to rake or disc the fill soils to provide uniform moisture content through the soils. Should too much water be added to any part of the fill, such that the material is too wet to permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread layers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum density given in MOISTURE CONTENT AND DENSITY CRITERIA. Fill materials shall be placed such that the thickness of loose materials does not exceed 10 inches and the compacted lift thickness does not exceed 8 inches. Compaction as specified above, shall be obtained by the use of sheepsfoot rollers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the Soils Engineer for soils classifying as CL or SC. Granular fill shall be compacted using vibratory equipment or other equipment approved by the Soils Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall SPRING VALLEY DEVELOPMENT. INC. PHASE ROADS SPRING VALLEY RANCH CTLIT JOE NO. GS -3347 C-2 • be continuous over the entire area. Compaction equipment shall make • sufficient trips to ensure that the required density is obtained. 9. MOISTURE CONTENT AND DENSITY CRITERIA Fill soils shall be moisture conditioned to between 2 percent below and 2 percent above optimum moisture content. Fill placed outside building footprints shall be substantially compacted to at least 95 percent of maximum ASTM Q 698 (AASHTO T 99) dry density. Material in fills deeper than 10 feet should be compacted to 100 percent of maximum ASTM D 598 dry density. Additional criteria for acceptance are presented in DENSITY TESTS. 10. COMPACTION OF SLOPES Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until slopes are stable, but not too dense for planting, and there is no appreciable amount of loose soils on the slopes. Compaction of slopes may be done progressively in increments of three to five feet (3' to 5') in height or after the fill is brought to its total height. Permanent fill slopes shall not exceed 2:1 (horizontal to vertical). 11. PLACEMENT OF FILL ON NATURAL SLOPES Where natural slopes are steeper than 20 percent in grade and the placement of fill is required, cut benches shall be provided at the rate of one bench for each 5 feet in height (minimum of two benches). Benches shall be at least 10 feet in width. Larger bench widths may be required by the Engineer. Fill shall be placed ori completed benches as outlined within this specification. 12. DENSITY TESTS Field density tests shall be made by the Soils Engineer at locations and depths of his choosing. Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When density tests indicate that the density or moisture content of any layer of fill or portion thereof is below that required, the particular layer or portion shall be reworked until the required density or moisture content has been achieved. SPRING VALLEY DEVELOPMENT. INC PHASE ROADS SPRING VALLEY RANCH CTLlT JOB NO. GS -3347 C-3 13, SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing. or during unfavorable weather conditions. When work is interrupted by heavy precipitation, fill operations shall not be resumed until the Soils Engineer indicates that the moisture content and density of previously placed materials are as specified. 14. NOTICE REGARDING START OF GRADING The Contractor shall submit notification to the Soils Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 15. REPORTING OF FIELD DENSITY TESTS Density tests made by the Soils Engineer, as specified under DENSITY TESTS above, shall be submitted progressively to the Owner. Dry density, moisture content, and percentage compaction shall be reported for each test taken. SPRING VALLEY DEVELOPMENT, INC. PHASE 1 ROADS SPRING VALLEY RANCH CTLIT JOB NO. GS -3347 C -4 • • • MATERIAL PROPERTIES ASPHALT CONCRETE Design assumes a strength coefficient of 0.40. Asphalt concrete should be relatively impermeable to moisture and should be designed with 100% crushed aggregates that have a minimum of 80% of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. Gradations that approach the maximum density line (within 5% between the No. 4 and 40 sieve) should be avoided. A gradation with a nominal maximum size of 314" developed on the fine side of the maximum density line should be used. Total void content, Void in the Mineral Aggregate (VN1A) and voids filled shall be considered in the selection of the optimum asphalt cement content. The optimum asphalt content shall be selected at a total air void content of 4%. The mixture shall have a minimum VMA of 14% and voids filled that range from 65 to 80%. Polymer modification can change the rheology and viscosity to improve pavement performance and should be considered for the upper 3 inches of collector and arterial streets. Residential streets should be fog sealed approximately 1 year after the placement of asphalt concrete at 0.1 to 0.15 gallons per square yard. A job mix design and periodic checks on the job site shall be made to verify compliance with the specifications. AGGREGATE BASE COURSE ► Design assumes a minimum Hveem stabilometer value of 77. ► A Class 5 or 6 Colorado Department of Transportation (COOT) specified aggregate base course and a Mirafi 500x or equal fabric is recommended. • Aggregate base must be moisture stable. The change in R -value from 300 psi to 100 psi exudation pressure must be 12 points or less. If the construction materials cannot meet these recommendations, then the pavement design should be evaluated based upon available materials. Materials and placement methods should conform to the requirements of Garfield County. All material planned for construction should be submitted and the applicable laboratory tests performed to verify compliance with the specifications. SPRING VALLEY DEVELOPMENT, INC, PHASE I ROADS SPRING VALLEY RANCH CTLIT JOB NO. GS -3347 D-1 CONSTRUCTION CHECKLIST The construction procedures of the pavement system is as important as the quality of the materials. Inadequate compaction of the subgrade is often the reason for early pavement failure, resulting in pavement instability, rutting, cracking. settlement and heave. We recommend the proposed pavement be constructed in the following manner. PREPARATION Subgrade Preparation ■ Subgrade shall be stripped of organic matter, scarified, moisture treated, and compacted. Utility trenches and all subsequently placed fill shall also be compacted and tested prior to paving. • Final grading of the subgrade should be carefully controlled so the design cross -slope is maintained and low spots in the subgrade that could trap water are eliminated. The existing asphalt concrete shall be either removed and wasted or crushed to less than 2 inches in size and blended into the aggregate base course for reuse as subgrade material. = The recycled base and asphalt concrete shall be compacted within 2% of optimum moisture content to at least 95% of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180). ■ Excess shall be wasted at the contractor's expense. Granular Soils (A-1 to A-5) • Soils shall be moisture treated between 2% below to 2% above optimum moisture content. ■ Soils shall be compacted to at least 95% of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180) Cohesive Soils (A-6 to A-7-6) ► Soils shall be moisture treated between optimum to 2% above optimum moisture content. • Soils shall be compacted to at least 95% of maximum standard Proctor dry density (ASTM D 698, AASHTO T 99). Proof Testing ► After final subgrade elevation has been reached and the subgrade compacted, the area shall be proof -rolled with a pneumatic -tired vehicle loaded to at least 18 kips per axle. SPRING VALLEY DEVELOPMENT, INC. PHASE 1 ROADS SPRING VALLEY RANCH CTLITJOB NO. GS -3347 0-2 Subgrade that is pumping ar deforming shall be scarified, moisture conditioned, and tested. If areas of very soft or wet subgrade are found, the material shall be subexcavated and replaced with approved on-site ar import material, moisture conditioned, compacted and tested. Construction Observation • Where soft, yielding subgrade is encountered, the excavation shall be inspected by a representative of CTL!Thompson, Inc. ■ CTLlThompson shall be notified and tests taken to confirm whether the subgrade substantially meets the specifications. AGGREGATE BASE COURSE ■ Geotextile fabric (Mirafi 500X or equal) should be placed over the approved subgrade within 24 hours prior to placement of aggregate base. ■ Fabric shown on the plans shall be rolled out longitudinally with minimum overlapped seams of 2.5 feet. No wrinkles will be permitted. The subgrade shall be smooth and free of ruts or other grade variations which could affect the fabric. • Placement of the fabric shall be inspected. ■ CDOT Class 5 or 6 Aggregate base course shall be laid in thin, loose lifts, moisture treated to within 2% of optimum moisture content, and compacted to at least 95% of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180). CURB AND GUTTER Curb and gutter shall be backfilled and the backfill compacted to reduce the potential of heave or settlement that would cause water to pond adjacent to the pavement. Compaction shall be in accordance with Section 203.11 of the State of Colorado Standard Specifications for Road and Bridge Construction and Arapahoe County specifications. An asphalt cement tack coat should be applied to the curb, subgrade and all joints at a rate of not more than 0.10 gallon per square yard. The tack should be applied at a temperature between 80° F and 130°F and allowed to cure for at least 112 hour prior to paving. ASPHALT CONCRETE Asphalt concrete shall be hot plant -mixed material compacted to at least 93 to 96% of maximum theoretical density. SPRING VALLEY DEVELOPMENT, INC. PHASE I ROADS SPRING VALLEY RANCH CTLJT JOB NO. GS -3347 D-3 Paving should only be performed when subgrade temperatures are high enough to allow proper compaction of the lift. General guidelines are often for subgrade temperatures above 40° F and air temperatures at least 40 F and rising. The temperature at laydown time shall be determined according to the temperature -viscosity relationship of the asphalt cement. Experience indicates that the laydown temperature shall be at least 275 F for AC - 10 asphalt cement. The maximum compacted lift should be 3.0 inches and joints shall be staggered. No joints shall be placed within wheel paths. Surface shall be sealed with a finish roller prior to the mix cooling to 175 F. .ING VALLEY DEVELOPMENT. INC. PHASE 1 ROADS SPRING VALLEY RANCH CTLfT JOB NO. GS -3347 D-4 • AFPEN❑IX E GUIDELINE MAINTENANCE RECOMMENDATIONS SPRING VALLEY DEVELOPMENT. INC. PHASE I ROADS SPRING VALLEY RANCH CTLIT JOB NO. GS -3347 MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS The primary cause for deterioration of low traffic volume pavements is oxidative aging resulting in brittle pavements, Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. The primary cause for deterioration of high traffic volume pavements is loss of integrity of the asphalt concrete and subgrade failure. High volumes also create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations shall be performed each spring or fall. b. Reports documenting the progress of distress shall be kept current to provide information on effective times to apply preventive maintenance treatments. c. Crack sealing shall be performed annually as new cracks appear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 5 to 10 Year Corrective Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c, in order for the pavement to provide a 20 year service life, at least one major corrective overlay can be expected. SPRING VALLEY DEVELOPMENT. INC. PHASE I ROADS SPRING VALLEY RANCH CI -UT J0B NO. GS.3347 E-1 • CTL/Thompson, inc. 1971 West 12th Avenue Denver, Colorado 80204 (303) 825-0777 Commercial Testing Laboratories, Inc. 22 Lipan Street Denver, Colorado 80223 (303) 825-0777 CTLfThompson, inc. 5240 Mark Dabling Blvd. Colorado Springs, Colorado 80918 (719) 528-8300 CTL/Thompson, Inc. 234 Center Dr. Glenwood Springs, Colorado 81601 (970) 945-2809 CTL/Thompson, Inc. 375 E. Horsetooth Rd. The Shores Office Park Building 3, Suite 100 Ft. Collins, Colorado 80525 (970) 206-9455 CTL/Thompson, Inc. Ash 4718 N, Elizabeth Street, Suite C-2 Imp Pueblo, Colorado 81008 (719) 595-1287 SUOGRADE INVESTIGATION AND PAVEMENT DESIGN COUNTY ROAD 114 AND COUNTY ROAD 115 GARFIELD COUNTY, COLORADO CTL/THOMPSON, INC. CONSULTING ENGINEERS SUBGRADE INVESTIGATION AND PAVEMENT DESIGN COUNTY ROAD 114 AND COUNTY ROAD 115 GARFIELD COUNTY, COLORADO Prepared For: SPRING VALLEY DEVELOPMENT, INC. 415 East Hyman Ave., Suite 101 Aspen, CO 81611 Attention: Mr. Cam Kicklighter Job No. GS -3348 August 8, 2001 CTL/THOMPSON, INC. CONSULTING ENGINEERS 234 CENTER CHIVE • GLENWOOD SPRINGS, COLORADO 81601 • (970) 945-2809 TABLE OF CONTENTS SCOPE 1 FIELD AND LABORATORY INVESTIGATION 1 PAVEMENT DESIGN 2 PAVEMENT SELECTION 2 MATERIALS AND CONSTRUCTION 3 MAINTENANCE 4 LIMITATIONS 4 FIGURE 1 - APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS FIGURES 2 THROUGH 5 - SUMMARY LOGS OF EXPLORATORY BORINGS APPENDIX A - LABORATORY TEST RESULTS APPENDIX B - PAVEMENT DESIGN CALCULATIONS APPENDIX C - GUIDELINE SITE GRADING SPECIFICATIONS APPENDIX D - MATERIAL AND CONSTRUCTION CHECKLIST APPENDIX E - GUIDELINE MAINTENANCE RECOMMENDATIONS SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLIT JOS NO. GS -3345 SCOPE This report presents the results of our subgrade investigation and pavement design for County Road 114 and County Road 115 in Garfield County, Colorado. The purpose of this investigation was to determine the type and support characteristics of subgrade soils present below the roads and provide design pavement alternatives and construction guidelines. The scope of our investigation was described in aur Proposal No. GS -01-156. The report includes a description of the subgrade soils found in our exploratory borings, laboratory test results, alternative pavement sections, and construction and materials guidelines. The pavement alternatives presented were based upon laboratory test results and the AASHTO design methods. FIELD AND LABORATORY INVESTIGATION The total length of road that will be paved is approximately 17,700 feet as shown on Figure 1. Approximately 6,500 lineal feet of County Road 114 will be paved from the existing end of pavement near the Colorado Mountain College campus to the intersection of County Road 114 and County Road 115. County Road 115 will be paved from the east entrance to Spring Valley Ranch to Landis Creek, approximately 11,200 lineal feet to the west. Our field investigation consisted of 71 borings spaced about 300 feet apart at the approximate locations shown on Figure 1. Subgrade soils found in our borings generally consisted of medium stiff to stiff, moist, sandy to silty clay and medium dense to dense, moist, sandy to clayey gravel with scattered cobble. Free ground water was not encountered in the exploratory borings to depths of 5 feet beneath the ground surface. Figures 2 through 5 show graphic logs of soils found in our borings. Classifications and engineering properties of samples of the soils encountered in our borings are sumrnarized on Table A -I. SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTL/T JOB NO. G5.3348 • The laboratory testing program was designed to provide index properties of the soils sampled and subgrade support values for those soil types which influence the pavement design. A Hveem Stabilometer test was performed on composite sample of the clay subgrade soil to determine a design support value ("R" value). Test results are presented in Appendix A and indicated an "R" value of 24. The Effective Resilient Modulus (based on the CDOT modified design criteria) was calculated to be 5,623 psi. PAVEMENT DESIGN We used the AASHTO design method. The design equivalent single -axle Toad (ESAL) application used for design was 365,000. The ESAL calculations are for a twenty-year design life. Design pavement calculations are presented in Appendix B. Recommended pavement design alternatives for County Road 114 and County Road • 115 are presented on TABLE A below. • TABLE A PAVEMENT DESIGN ALTERNATIVES 7.5" AC Asphalt Concrete (AC)' + Aggregate Base Course (ABC) + Fabric Asphaft. Concrete. [AC + Aggregate Base Course (ABC) 4.4"AC+ 8.0"ABC + Fabric 5.0" AC + 8.0" ABC PAVEMENT SELECTION We have provided three pavement design alternatives including full -depth asphalt concrete, asphalt concrete over aggregate base course over geotextile fabric, SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLJT JOS NO. GS -3348 2 • • • and asphalt concrete over aggregate base course without fabric. Our experience indicates each of the three recommended alternatives can perform adequately at this site. In our opinion, the alternative using aggregate base course without fabric is likely more susceptible to reduction in subgrade soil support from wetting. This can result in premature failure comparative to the other two alternatives. If aggregate base course is used, woven geotextile fabric placed on the subgrade soil will reduce the migration of base course material into the clayey subgrade soils and the resulting loss of support. A full -depth asphalt concrete section would be least susceptible to loss of subgrade soil support related to moisture infiltration and is the preferable option from a geotechnical viewpoint. We anticipate subgrade surfaces along most of the road alignment to be paved are at planned subgrade elevations at this writing. However, grading may be required for some sections of the roads. Appendix C provides guideline site grading specifications for the roads. Subgrade soils should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent standard Proctor dry density (ASTM D 698). The moisture treated subgrade may produce isolated areas of yielding subgrade. Compaction of the first lift of the asphalt section may be difficult. Care must be taken to provide proper maintenance throughout the life of the pavement to ensure a 20 -year service life. MATERIALS AND CONSTRUCTION The performance of a pavement system is determined by the quality of the paving materials and construction practices. A material and construction checklist SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTUTJo8 NO. G5-3348 3 is presented in Appendix D. During construction, careful attention should be paid to the following details: • Placement and compaction of trench backfill. • Compaction at curblines and around manholes and water valves. • Excavation of completed pavements for utility construction and repair. • Design slopes of the adjacent ground and pavement to rapidly remove water from the pavement surface. MAINTENANCE We recommend a preventive maintenance program be developed and followed for all pavement systems to assure the design life can be realized. Choosing to defer maintenance usually results in accelerated deterioration leading to higher future maintenance costs. A recommended maintenance program is outlined in Appendix E. LIMITATIONS The pavement and construction recommendations are based upon our field observations and laboratory testing and design criteria required by the AASHTO design methods. The design procedures were formulated to provide sections with adequate structural strength. Routine maintenance, such as sealing and repair of cracks, is necessary to achieve the long-term life of a pavement system. If the design recommendations and construction guidelines cannot be followed, or anticipated traffic loads change considerably, we should be contacted to review the recommendations. We believe the geotechnical services for this project were performed in a manner consistent with that level of care and skill ordinarily exercised by members SPRING VALLEY DEVELOPMENT. INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTL/T JOS NO. GS -3348 4 • of the profession currently practicing under similar conditions in the locality of the project. No other warranty, express or implied, is made. If we can be of further service in discussing the c ntents of this report, or in the analyses of the proposed pavement sy erns from ra geotechnical point of view, please call, CTLJTHO J n Tgw•i• :+ i :\IEC AI,. 4.;i �� ran h `.nr 2YrT� -o . M:c1,3j•\-';;$ ��. �o .f s sen y�1 ti .'j 0 SPRING VALLEY DEVELOPMENT, lNC. COUNTY ROAD 174 AND COUNTY ROAD 115 CTLIT JOB NO. GS -3343 5 \''�.\\\ \\\\\\ \'")<> \ »til 6134,,'Ii. • ), SUMMARY LOGS OF EXPLORATORY BORINGS Depths In Feet 1111111 !III 0 0n 0 0 \\\\\JrXV '1\\\\\\ \\\\\\\, NMIROMIMINEWBOM teeJ 111 Wtdep 01 N N 01 N tO Depth In Feet 0 01 C) \NNtomN \\\\\\ 1QNIVIgilSoN L Q(AQ4 mommmmmimm —s 0 Cil 0 I I 1 1 1 1 I I L 1 I teeJ 'u1 g4defl cn N [�J W N rn cn 0 • '''' 1>1 Wale h�OJYIO1dX3 0 Z U ) W Depth In Feet I 1 1 1 1 1 1 I 1 1 j 0 0 1.=s0 MIN 49BJ u! 4}dea W N to I I w at c� w 0 Depth In Feet 1 1 1 1 1 1 1 1 1 1 1 1 \ �N.N.N. 01 ieej uI 'gtde© (0 N I) 0) N ('4 cn 00 aamoomm romourisim RAWARNI NNNNNNN 4\\\\\� a 0 z • AOJNdOldX3 Depth In Feet 11111111111 0 \\\t\\ \\\\\ • 0 0 \\\\\\\ ;\\\\\\\ '% f\."\\ a cn 0 4eeA uI 44dejl 0' t in to 01 to tIf or) 0 • Depth In Feet 1 1 1 1 1 1 1 1 1 1 1 0 c7' \\\\\D/ \\\\\ A 1,. • 1 r l \ \ \ \ \ \ \I \\\\\\N 0 in 0 4e9A uI utile❑ 0) to 0 (0 91,2£—So '°N q ) {O1VIo1dx3 0 z () • losn 9J 196no se{a3Ipu a y o_ to 0 to 0 C m 0 -1 y 0 4f] i] a -`ii, CD 0 a, m m ,t C 6A CT or 0 3op a 7 G = cr.( — 1° O -- to -i .7t a Z O 3cn- 0 .-0 moi, O to _' -.1m 0 0 Q, m C -i m a �r m 0' n O 0 --4i- O 7 ISD • 0 Cr x 0 O 3° 0 O 0 51'm 0 0 0 0 CD N • aslnoo Georg Nn69165y 0 P1 Z z 0 Depth In Feet 11111!11111 0 (.n 0 ti \\\\\\ c1 I L\\\\\NI \ \ \ \ \ \ \ \\\\1\\ \ \-N \\\!, r\\\\\ H"‘\ \\\\\\\ \\\\\\, \4\\\\ \\\\'� r.\NNN1 ‘\\\ (7! 0 11111111111 I<eej ui 4tde0 (7) 0) 01 0 • SPRING VALLEY DEVELOPMENT, INC, COUNTY ROAD 114 AND COUNTY ROAD 115 CTLIT JOE NO. GS -3348 APPENDIX A LABORATORY TEST RESULTS J • L Sample of CLAY, SANDY (CL) From GROUP 1 GRAVEL 20 % SAND 26 % SILT & CLAY 54 % LIQUID LIMIT - % PLASTICITY INDEX - I HYDROMETER ANALYSIS I SIEVE ANALYSIS I HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN.15 MIN. 60 MIN.19 MIN, 4 MIN. 1 MIN. '200 '100 '50'40'30 '16 -10'8 "4 3I$" 314" 11.4" 3' 516' 8" 1000 1 i fl 10 HYDROMETER ANALYSISL SIEVE ANALYSIS 0 50} 25 45 100 90C 1 5°4 a 30 20 10 .001 HR. 7 HR. TIME READINGS MIN. 15 MIN. 60 MIN.19 MIN. 4 MIN, U.S- STANDARD SERIES 1 MIN. `200 "100 '50 '40'30 '16 "108 '4 CLEAR SCUARE OPENINGS 3I8' 314' 1W 3' 5"S" 8' 1 0 70 a __----; _ r " 40 60 30 fil rL cyc 50 It } 1 z X40 D Wy 00 r F -i a Ta r t 4___--" -L N L t �. 7 ° r1 b 80 20 1 4 F 7 J c r 7 y _ i . 90 10' L 7 -•'--- "100 0.001 0.002 .005 .009 .019 .037 .074 .149 .297 S90 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIME i ERS SANDS I GRAVEL 80 i FINE I MEDIUM I COARSE 1 FINE I COARSE I COBBLES 1. . i- t # ! ' I, .1 1 90 F 0.002 .005 .009 .019 .037 .074 .149 .297 .590 1.19 2.0 2.38 4.76 0.42 DLAMETER OF PARTICLE IN MILLIMETERS 9.72 19.1 36.1 762 12752200 CLAY (PLASTIC) TO SILT (NON -PLASTIC) SANDS GRAVEL COARSE FINE { MEDIUM II( FINE I COARSE 7 COBBLES Sample of CLAY, SANDY (CL) From GROUP 1 GRAVEL 20 % SAND 26 % SILT & CLAY 54 % LIQUID LIMIT - % PLASTICITY INDEX - Sample of From JOB NO. GS -3348 GRAVEL % SAND SILT & CLAY % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Results F1G. A-1 I HYDROMETER ANALYSIS I SIEVE ANALYSIS I HR. 7 HR. TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN.15 MIN. 60 MIN.19 MIN, 4 MIN. 1 MIN. '200 '100 '50'40'30 '16 -10'8 "4 3I$" 314" 11.4" 3' 516' 8" 1000 1 i �__i 0 50} F 1• �� i r30 0 70 a __----; _ r " 40 60 rL cyc 50 It } ---• - Wy 00 .1. , Ta r t 4___--" -L N L t �. 7 ° r1 b 80 20 1 4 F 7 J c r 7 y _ i . 90 10' L 7 -•'--- "100 0.001 0.002 .005 .009 .019 .037 .074 .149 .297 S90 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 200 0.42 152 DIAMETER OF PARTICLE IN MILLIME i ERS SANDS I GRAVEL CLAY (PLASTIC) TO SILT (NON -PLASTIC) FINE I MEDIUM I COARSE 1 FINE I COARSE I COBBLES Sample of From JOB NO. GS -3348 GRAVEL % SAND SILT & CLAY % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Results F1G. A-1 1 • • EXUDATION PRESSURE (PSI) vQ 8:.v 7 ,0 ECC ECC 4C0 3C0 200 lcc G Group NumLer 1 AAEHTO Classification Liquid Limit Fiasticity index Design R-Va[ue 24 C 10 20 30 dC cC 70 E0 S0 1O0 110 "R"VALUE Job No. GS -3348 Hveem Stabilometer Test Results Fig. A-2 TABLE A -I SUMMARY OF LABORATORY TEST RESULTS Description 7- 7- 7- 000 Z Z Z <<< U) C/} CI) 72 72 72 4<Q J J J UUU GRAVEL, CLAYEY SAND, CLAYEY GRAVEL, CLAYEY GRAVEL, CLAYEY SAND, CLAYEY 7- 00 Z << Cf) 72 << J 00 7- Z (.I) 72 J GRAVEL, CLAYEY ] 7-7- 000 Z <<< co > <<< J 000 Z co > J 7- Z co > ..J SAND, CLAYEY 7- 00>-00 Z <<JS' co 7- <<Z<< J 00o)00 7- Z< co > J< uL' U 0 7- Z (/) 72 J 7- Z co >- J SAND, CLAYEY ] GRAVEL, CLAYEY GRAVEL, CLAYEY CLAY, SANDY GRAVEL, CLAYEY SAND, CLAYEY 7- 0 Z < co > < J 0 ICLAY, SANDY 7- 0a Z << co 7- <C< J' UU ?- Z U) 72 J L a) 0 IH - VJ 15 co d_ — 7 a To C7 1 � .__. - - Classification Unified CL CL J U CL 1 00000 Oc1700W GC SC CL CL GC CL CL CL SC SC CL CL 000JU0--1 cn0C7UCDcoUU I CL CL J c_7 0 I -' Ci> C 7 <<<<<< CO CO CO (S? A-4 1 CO CO 1 <L<L¢�t444<t<L< Cp UD (!} COD CCO CO 0? Co CO CCJ <<Ld�d<L< d 'Zr << < 0- x co 2 `Cs 0 g O) C1•] CO 'Cr N Cr) d r r 0) le o r nr CD co f`- CO CO to r O r 0 r ,_ ice- to C37 Atterberg Limits o 10t 0 C6' C LC) CD ,-r 473 rrr C0 L!) 0 d rrc�: (CJ rN C 4 Q) N rte'- r CO LC) r r CD C) Nr re—e— CD 0) CO 26 9 10 21 N 04�i - r 5 E Cr •— J —1 .__.• ti N 34 1 34 27 CO C.f CO CO r CO N "ZrCA G) CO C'] 27 ' 31 34 tl C') Cr) CD r d' v' "Cr CO 'Cr CO r CV C') C7 f— V LC) LC) 'LT 'N N CO 29 29 31 C 0) 8 CD Cu.} `4 N 7 ci) as C7 `" a..aZ") co CC) co 40 co CO co LC) CO co C) 'f' CO C) CO r C) CEJ 'q- Liz — I`-- 9L OZ r (0 to O f'- CO LL) "Cra) 40 Cil Lo d- (0 CC) C3 'Cr 36 33 50 24 42 63 1M1 d' co LO L0 CO T2 ? cox Q w g- Z 0 L_2. 3 a? CL]•C7 O Z 2 U co "Zr 0) CO 10 CO co CV 7.4 co r N r N N CO CO in CC) r C] r- CO 1.6 3.5 2.3 4.3 3.2 LO C3) (.0 CV CV CO r f` >C N Y CV r` LO CO CO C) N Cr) C'J o r N - c. 7 p z (....0 [ r .-- r r C11 r N CN N r r r r r Cwl r' r N r r N N N r N N r r r 1— C3 4l LO ix) I LC) I 1.9 1 LIS Lf) 1I� ! L[3 I LO LC) LC) I �•I�, I LL) �-tr, uo u? LL) LL) L!7 Li7 Lf 3 P I I L Su.-,)in U7 1 Lf) Li) t in LC) u? u-) a Lf) Lf) u? r I Sample No. ' Cf) ei CA Lfi U) C~ U) 6i r cJ) Ch CS 6 Li r- Cs) 6 6 6 N 6 C`7 LA (V N 6 6 5-27 5-31 5-33 5-35 5-37 CT)M C'1 V P 6 6 6 LI" UJ r-- ,:r Y Cf) 6 P} kn. r--a7 ul La' Li, LO CI) 6 6 6 ('7 LO W CLS 6 6 6 • SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLIT JOB NO, GS -3348 APPENDIX E PAVEMENT DESIGN CALCULATIONS & k 2 0 DESIGN SERVICEABiL 0 0 }H1 m1 Bbl:I (,3} -- %nom oo =NIBS I+os Q;e;,O ; 11,33J23 {S,o1iiw ) 'SNOLl,ol;dd/ o,c !N@,=AIflO d1I I1V±o. 03IYwtIS3 ;,x' 271,NLS (»J.129n13b 0 0 02R N—coel eel 7 11 = 11 § k < 11 o o m = U L @ DESIGN CHART FOR FLEXIBLE PAVEMENT Job No. GS -3348 DESIGN CALCULATIONS (C.R. 114 & C.R. 115) DESIGN DATA Equivalent Single -axle Load (ESAL) = 365,000 Hveem Stabilometer (R -Value) = 24 (from Fig. A-2 ) Structural Number (SN) = 3.0 (from Fig. 8-1 ) DESIGN EQUATION SN=C,D,+C2D2 C, = 0.40 - Strength Coefficient - Asphalt Concrete C2 = 0.12 - Strength Coefficient - Aggregate Base Course D, - Depth of Asphalt Concrete (inches) D2 - Depth of Aggregate Base Course (inches) FOR ASPHALT CONCRETE SECTION: D, = ( 3.0 )/0.40 = 7.5 inches of Asphalt Concrete FOR ASPHALT + AGGREGATE BASE COURSE SECTION: D2 = (( 3.0 ) - (5.0)(0.40))/0.12 = 8.3 inches of Aggregate Base Course RECOMMENDED SECTIONS: 1. 7.5 inches of Asphalt Concrete, or 2. 5.0 inches Asphalt Concrete + 8.0 inches Aggregate Base Course, or 3. 4.0 inches Asphalt Concrete + 8.0 inches Aggregate Base Course + Fabric. COUNTY ROAD 114 ANO COUNTY ROAD 115 CTLIT JOB NO. GS -3348 B-2 APPENDIX C GUIDELINE SITE GRADING SPECIFICATION SPRING VALLEY DEVELOPMENT INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLJT JOB NO. GS•3348 GUIDELINE SITE GRADING SPECIFICATIONS 1. DESCRIPTION This item shall consist of the excavation, transportation, placement and compaction of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve subgrade elevations for areas which will support pavements. GENERAL The Soils Engineer shall be the Owner's representative. The Soils Engineer shall approve fill materials, method of placement, moisture contents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove alt existing deleterious material before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to provide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. 4. SCARIFYING AREA TO BE FILLED All topsoil and vegetable matter shall be removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified to a depth of at least 8 inches until the surface is free from ruts, hummocks, rocks larger than 8 inches in diameter or other uneven features, which would prevent uniform compaction by the equipment to be used. 5. COMPACTING AREA TO BE FILLED After the subgrade surface for the fill has been cleared and scarified, it shall be brought to the proper moisture content (2 percent below to 2 percent above optimum moisture content) and compacted to at least 95 percent of maximum density as determined in accordance with ASTM D 698. SPRING' VALLEY DEVELOPMENT [NC. COUNTY ROAD 114 AND COUNTY ROAD 117 CTL/T JOB NO. G'S -3348 C-.1 6. FILL MATERIALS Fill soils shall be free from vegetation. organics, or other deleterious substances, and shall not contain rocks having a diameter greater than four inches. Fill materials shall be obtained from cut areas shown on the plans or staked in the field by the Engineer or imported to the site. On-site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are acceptable as defined by ASTM D 2487-83. Imported fill soils should be approved by the soils engineer prior to hauling to the site. 7. MOISTURE CONTENT Fill material shall be moisture treated to within limits of optimum moisture content specified in MOISTURE CONTENT AND DENSITY CRITERIA, Sufficient laboratory compaction tests shall be made to determine the optimum moisture content for the various structural fill soils and other type fill soils. The Contractor will be required to add moisture to the fill soil prior to compaction of fill lifts, The Contractor may be required to rake or disc the fill soils to provide uniform moisture content through the soils. Should too much water be added to any part of the fill, such that the material is too wet to permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread Iayers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum density given in MOISTURE CONTENT AND DENSITY CRITERIA. Fill materials shall be placed such that the thickness of loose materials does not exceed 10 inches and the compacted Iift thickness does not exceed 8 inches. Compaction as specified above, shall be obtained by the use of sheepsfoot rollers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the Soils Engineer for soils classifying as CL or SC. Granular fill shall be compacted using vibratory equipment or other equipment approved by the Soils Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTL•'T JOB NO. GS -33348 C-2 13. SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or during unfavorable weather conditions. When work is interrupted by heavy precipitation, fill operations shall not be resumed until the Soils Engineer indicates thatthe moisture content and density of previously placed materials are as specified. 14. NOTICE REGARDING START OF GRADING The Contractor shall submit notification to the Soils Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 15. REPORTING OF FIELD DENSITY TESTS Density tests made by the Soils Engineer, as specified under DENSITY TESTS above, shall be submitted progressively to the Owner. Dry density, moisture content. and percentage compaction shall be reported for each test taken. SPRING VALLEY DEVELOPMENT. INC COUNTY ROAD 114 AND COUNTY ROAD 115 CTL+T JOE NO. GS -3348 C -4 • • APPENDIX D MATERIAL AND CONSTRUCTION CHECKLIST SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLJT JOB NO. GS•3344 MATERIAL. PROPERTIES ASPHALT CONCRETE • Design assumes a strength coefficient of 0.40. • Asphalt concrete should be relatively impermeable to moisture and should be designed with 100% crushed aggregates that have a minimum of 80% of the aggregate retained on the No. 4 sieve with two mechanically fractured faces. Gradations that approach the maximum density line (within 5% between the No. 4 and 40 sieve) should be avoided. • A gradation with a nominal maximum size of 3/4" developed on the fine side of the maximum density line should be used. • Total void content. Void in the Mineral Aggregate (VMA) and voids filled shall be considered in the selection of the optimum asphalt cement content. The optimum asphalt content shall be selected at a total air void content of 4%. The mixture shall have a minimum VMA of 14% and voids filled that range from 65 to 80%. • Polymer modification can change the rheology and viscosity to improve pavement performance and should be considered for the upper 3 inches of collector and arterial streets. • Residential streets should be fog sealed approximately 1 year after the placement of asphalt concrete at 0.1 to 0.15 gallons per square yard. • A job mix design and periodic checks on the job site shall be made to verify compliance with the specifications. AGGREGATE BASE COURSE Design assumes a minimum Hveem stabilometer value of 77. • A Class 5 or 6 Colorado Department of Transportation (CDOT) specified aggregate base course and a Mirafi 500x or equal fabric is recommended. • Aggregate base must be moisture stable. The change in R -value from 300 psi to 100 psi exudation pressure must be 12 points or Tess. If the construction materials cannot meet these recommendations, then the pavement design should be evaluated based upon available materials. Materials and placement methods should conform to the requirements of Garfield County. All material planned for construction should be submitted and the applicable laboratory tests performed to verify compliance with the specifications. SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 C T UT JOB NO. GS -3348 D-1 CONSTRUCTION CHECKLIST The construction procedures of the pavement system is as important as the quality of the materials. Inadequate compaction of the subgrade is often the reason for early pavement failure, resulting in pavement instability, rutting, cracking, settlement and heave. We recommend the proposed pavement be constructed in the following manner. PREPARATION Subgrade Preparation ■ Subgrade shall be stripped of organic matter, scarified, moisture treated, and compacted. ■ Utility trenches and all subsequently placed fill shall also be compacted and tested prior to paving. ■ Final grading of the subgrade should be carefully controlled so the design cross -slope is maintained and low spots in the subgrade that could trap water are eliminated. ■ The existing asphalt concrete shall be either removed and wasted or crushed to less than 2 inches in size and blended into the aggregate base course for reuse as subgrade material. • The recycled base and asphalt concrete shall be compacted within 2% of optimum moisture content to at least 95% of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180). • Excess shall be wasted at the contractor's expense. Granular Soils (A-1 to A-5) Soils shall be moisture treated between 2% below to 2% above optimum moisture content. Soils shall be compacted to at least 95% of maximum modified Proctor dry density (ASTM Q 1557, AASHTO T 180). Cohesive Soils (A-6 to A-7-6) Soils shall be moisture treated between optimum to 2% above optimum moisture content. Soils shall be compacted to at least 95% of maximum standard Proctor dry density (ASTM D 698, AASHTO T 99). Proof Testing After final subgrade elevation has been reached and the subgrade compacted, the area shall be proof -rolled with a pneumatic -tired vehicle loaded to at least 18 kips per axle. SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTUT JOE NO. GS 3348 0-2 Subgrade that is pumping or deforming shall be scarified, moisture conditioned, and tested. if areas of very soft or wet subgrade are found, the material shall be subexcavated and replaced with approved on-site or import material, moisture conditioned, compacted and tested. Construction Observation ► Where soft, yielding subgrade is encountered, the excavation shall be inspected by a representative of CTLlThompson, Inc. CTL/Thompson shall be notified and tests taken to confirm whether the subgrade substantially meets the specifications. AGGREGATE BASE COURSE • Geotextile fabric (Mirafi 500X or equal) should be placed over the approved subgrade within 24 hours prior to placement of aggregate base. Fabric shown on the plans shall be rolled out longitudinally with minimum overlapped seams of 2.5 feet. No wrinkles will be permitted. The subgrade shall be smooth and free of ruts or other grade variations which could affect the fabric, ■ Placement of the fabric shall be inspected. ■ CDOT Class 5 or 6 Aggregate base course shall be laid in thin, loose lifts, moisture treated to within 2°/4 of optimum moisture content, and compacted to at least 95% of maximum modified Proctor dry density (ASTM D 1557, AASHTO T 180). CURB AND GUTTER ■ ■ Curb and gutter shall be backfilled and the backfill compacted to reduce the potential of heave or settlement that would cause water to pond adjacent to the pavement. Compaction shall be in accordance with Section 203.11 of the State of Colorado Standard Specifications for Road and Bridge Construction and Arapahoe County specifications. An asphalt cement tack coat should be applied to the curb, subgrade and all joints at a rate of not more than 0.10 gallon per square yard. The tack should be applied at a temperature between 80°F and 130°F and allowed to cure for at least 112 hour prior to paving. ASPHALT CONCRETE ► Asphalt concrete shall be hot plant -mixed material compacted to at least 93 to 96% of maximum theoretical density. SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLIT JOB NO. GS -3345 D-3 • • • Paving should only be performed when subgrade temperatures are high enough to allow proper compaction of the lift. General guidelines are often for subgrade temperatures above 40° F and air temperatures at least 40° F and rising. • The temperature at laydown time shall be determined according to the temperature -viscosity relationship of the asphalt cement. Experience indicates that the laydown temperature shall be at least 275° F for AC - 10 asphalt cement. • The maximum compacted Ziff should be 3.0 inches and joints shall be staggered. No joints shall be placed within wheel paths. • Surface shall be sealed with a finish roller prior to the mix cooling to 175' F. SPRING VALLEY DEVELOPMENT, INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLJT JOB NO. G&3348 d-4 • APPENDIX E GUIDELINE MAINTENANCE RECOMMENDATIONS SPRING VALLEY DEVELOPMENT. INC. COUNTY ROAD 114 AND COUNTY ROAD 115 CTLT JOB NO. GS -3348 • MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS The primary cause for deterioration of low traffic volume pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. The primary cause for deterioration of high traffic volume pavements is Toss of integrity of the asphalt concrete and subgrade failure. High volumes also create pavement rutting and smooth, polished surfaces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations shall be performed each spring or fail. b. Reports documenting the progress of distress shall be kept current to provide information on effective times to apply preventive maintenance treatments. c. Crack sealing shall be performed annually as new cracks appear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approximate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 3. 5 to 10 Year Corrective Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c. In order for the pavement to provide a 20 year service life. at least one major corrective overlay can be expected. SPRING VALLEY DEVELOPMENT. INC. COUNTY ROAD /44 AND COUNTY ROAD 115 CT1J` JOS NO. GS -3333 E-1 • CTL/Thompson, Inc. 1971 West 12th Avenue Denver, Colorado 80204 (303) 825-0777 Commercial Testing Laboratories, Inc. 22 Lipan Street Denver, Colorado 80223 (303) 825-0777 CTLiThompson, Inc. 5240 Mark Dabling Blvd. Colorado Springs, Colorado 80918 (719) 528-8300 CTL Thompson, Inc. 234 Center Dr. Glenwood Springs, Colorado 81601 (970) 945-2809 CIL/Thompson, Inc. 375 E. Horsetooth Rd. The Shores Office Park Building 3, Suite 100 Ft. Collins, Colorado 80525 (970) 206-9455 CTL1Thompson, Inc. 718 N. Elizabeth Street, Suite 0-2 ueblo, Colorado 81008 719) 595-1287