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CQ ('J f r.f r:1 ci d7 n to ? ,q a; r; cC c; J' ti •• G J CO rj I ?i i C.i i:. :n I? 1) in :U PRE & POST DEVELOPMENT HYDOGRAPHS Table of Contents Eastern Yadkin Middle School Basins.gpw Hydraflow Hydrographs by Intellsolve Monday, Apr 29 2008, 3:5 PM Hydrograph Return Period Recap ...................................................................... 1 10 -Year Summary Report ................................................................................................................. 2 3 Hydrograph Reports ........................................................................................................... 3 Hydrograph No. 1, Rational, POST Basin 1 Area ............................................................. Hydrograph No. 2, Reservoir, Area 1 to Basin 1 .............................................................. 4 Pond Report ................................................................................................................. 5 Hydrograph No. 3, Rational, POST Basin 2 Area ............................................................. 6 Hydrograph No. 4, Reservoir, Area 2 to Basin 2 .............................................................. 7 Pond Report., ............................................................................................................... 8 Hydrograph No. 5, Rational, PRE Basin 1 Area ............................................................... 9 Hydrograph No. 6, Rational, PRE Bain 2 Area ............................................................... 10 Hydrograph No. 7, Combine, PRE Development ........................................................... 11 Hydrograph No. 8, Combine, POST Development .................... ................................ 12 100 - Year Summary Report ............................................................................................................... 13 Hvdroaranh Renorts ......................................................................................................... 14 Hydrograph No. 1, Rational, POST Basin 1 Area ........................................................... 14 Pond Report ............................................................................................................... 16 Hydrograph No. 3, Rational, POST Basin 2 Area ........................................................... 17 Hydrograph No. 4, Reservoir , Area 2 to Basin 2 ............................................................ 18 Pond Report .................... ........................................................................................... 19 Hydrograph No. 5, Rational, PRE Basin 1 Area ............................................................. 20 Hydrograph No. 6, Rational, PRE Bain 2 Area ...... .................................................. 21 Hydrograph No. 7, Combine, PRE Development ........................................................... 22 Hydrograph No. 8, Combine, POST Development ......................................................... 23 Hydrograph No. 2, Reservoir, Area 1 to Basin 1 ............................................................ 15 Hydrograph Return Period Recap Hyd, Hydrograph Inflow Peak Outflow (cfs) Hydrograph i ti d No. type Hyd(s) escr p on (origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 Rational ------- ------- 11,48 ------ ------- 15.21 16.96 ------- 19.39 POST Basin 1 Area 2 Reservoir 1 ------- 0.05 ----- ------- 0.05 0.06 ....... 0.70 Area 1 to Basin 1 3 Rational ------- ------- 25.12 ------ ------- 33.29 37.13 ....... 42.45 POST Basin 2 Area 4 Reservoir 3 ------- 0.09 ------ ....... 0.11 0.20 ------- 1.78 Area 2 to Basin 2 5 Rational ------- ------- 4.25 ------ ------- 5.63 6.28 ------- 7.18 PRE Basin 1 Area 6 Rational ------- ------- 7.39 ...... ....... 9.79 10.92 ----- -- 12.48 PRE Bain 2 Area 7 Combine 5,6 ------- 11.64 ....... ------- 15,42 17.20 ---- --- 19.67 PRE Development 8 Combine 2, 4, ------- 0.42 ------- --- 0.49 0.52 --..--- 0.56 POST Development Proj. file: Eastern Yadkin Middle School Basins.gpw Monday, Apr 21 2008, 3:05 PM Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cuft) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 Rational 15.21 1 10 9,124 ------ ------ POST Basin 1 Area 2 Reservoir 0.05 1 20 6,828 1 805.88 9,086 Area 1 to Basin 1 3 Rational 33.29 1 10 19,974 ---- ------ ----- POST Basin 2 Area 4 Reservoir 0.11 1 20 14,255 3 782.65 19,897 Area 2 to Basin 2 5 Rational 5.63 1 10 3,379 -.-- ------ ------ PRE Basin 1 Area 6 Rational 9.79 1 10 5,875 .-- ------ ------ PRE Bain 2 Area 7 Combine 15.42 1 10 9,254 5,6 ------ ------ PRE Development 8 Combine 0.49 1 20 27,815 2, 4, ------ ------ POST Development Eastern Yadkin Middle School Basin .mourn Period: 10 Year Monday, Apr 21 2008, 3:05 PM Hydraflow Hydrographs by Intelisolve 3i Hydrograph Plot Hydraflow Hydrographs by Intellsolve Monday, Apr 21 2608, 3:5 PM Hyd. No. 1 POST Basin 1 Area Hydrograph type = Rational Peak discharge = 15.21 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 5.160 ac Runoff coeff. = 0.54 Intensity = 5.458 in/hr Tc by User = 10.00 min IDF Curve = Yadkin County.IDF Asc/Rec limb fact = 111 Hydrograph Volume W 9,124 cuff Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.0 hiyd No. 1 0.1 POST Basin 1 Area Hyd. No. 1 -- 10 Yr 0.2 0.3 Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.3 Time (hrs) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3:5 PM Hyd. No. 2 Area 1 to Basin 1 Hydrograph type = Reservoir Peak discharge = 0.05 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 805.88 ft Reservoir name = Stormwater Basin 1 Max. Storage = 9,086 cuft Storage Indication method used. Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0 5 10 Hyd No. 2 Hydrograph Volume = 6,828 cult Area 1 to Basin 1 Hyd. No. 2 -- 10 Yr Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0,00 15 19 24 29 34 39 44 48 - Hyd Na. 1 Time (hrs) 4 Pond Report Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3:5 PM Pond No. 4 - Stormwater Basin 1 Pond Data Pond storage is based on known contour areas. Average end area method used, Stage 1 Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (curt) Total storage (cult) 0.00 805.00 8,602 0 0 0.50 805.50 10,757 4,840 4,840 1.00 806.00 11,541 5,575 10,414 2.00 807.00 13,156 12,349 22,763 3.00 808.00 14,824 13,990 36,753 Culvert 1 Orifice Structures [A] [B] [Cl [D] Rise (in) = 15.00 1.50 0.00 0.00 Span (in) = 15.00 1.50 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft) = 796.50 805.00 0.00 0.00 Length (ft) = 10.00 0.00 0.00 0,00 Slope (%) = 0.05 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n/a Yes No No Weir Structures [A] [B] [C] [D] Crest Len (ft) = 7.07 15,00 0.00 0,00 Crest El. (ft) = 806.00 807.00 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0,00 Weir Type = Riser Rect --- --- Multi-Stage = Yes No No No Exflltration = 0.000 inlhr (Contour) Tailwater Elev, = 0.00 ft Dote: Culvert/Orifice outflows have been analyzed under inlet and outlet control. Stage (ft) 3.00 2.00 1.00 0.00 - 0.00 7.00 Total Q Stage 1 Discharge Stage (ft) 3.00 2.00 1.00 0.00 63.00 70.00 Discharge (cfs) 14.00 21.00 28.00 35.00 42,00 49.00 56.00 Hydrograph Plot Hydraflow Hydrographs by Intellsolve Hyd. No. 3 POST Basin 2 Area Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 8.970 ac Intensity = 5.458 in/hr IDF Curve = Yadkin County.IDF Monday, Apr 21 2008, 3:5 PM Peak discharge = 33.29 cfs Time interval = 1 min Runoff coeff. = 0.68 Tc by User = 10.00 min Asc/Rec limb fact = 111 Hydrograph Volume = 19,974 tuft Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.0 Hyd No. 3 POST Basin 2 Area Hyd. No. 3 -- 10 Yr Q (cfs) 35.00 30.00 25.00 20.00 15.00 10.00 5.00 0.00 0.3 Time (hrs) 6 0.1 0.2 0.3 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3;5 PM Hyd. No. 4 Area 2 to Basin 2 Hydrograph type = Reservoir Peak discharge = 0.11 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyd. No. = 3 Max. Elevation = 782.65 ft Reservoir name = Stormwater Basin 2 Max. Storage = 19,897 cuft Storage Indication method used. Area 2 to Basin 2 Hydrograph Volume T 14,255 tuft 7 Pond Report Hydrafiow Hydrographs by Intelisolve Monday, Apr 21 2008, 3:5 PM Pond No. 2 - Stormwater Basin 2 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage 1 Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cult) 0.00 781.50 13,883 0 0 0.50 782.00 17,753 7,909 7,909 1.25 782.75 19,143 13,836 21,745 1.50 783.00 19,613 4,845 26,590 2.50 784.00 23,470 21,542 48,131 Culvert 1 Orifice Structures [A] [B] [C] [D] Rise (in) = 15.00 2.00 0,00 0.00 Span (In) = 15.00 2.00 0.00 0.00 No. Barrels = 1 1 0 0 Invert El. (ft) = 776.50 781.50 0.00 0.00 Length (ft) = 10.00 0.00 0,00 0.00 Slope (%) = 0.05 0.00 0.00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = nla Yes No No Weir Structures [A] [g] [Cl [D] Crest Len (ft) = 7.07 15.00 0.00 0.00 Crest El. (ft) = 782.75 783.00 0.00 0.00 Weir Coeff. = 3.33 3,33 0.00 0.00 Weir Type = Riser Rect --- --- Multi-Stage = Yes No No No Exfiitration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: Culvard0rifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions. Stage (ft) 3.00 2.00 1.00 0.00 0.00 Stage 1 Discharge 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 Total Q Stage (ft) 3,00 2.00 1.00 0.00 70.00 Discharge (cfs) 8 9 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 5 PRE Basin 1 Area Hydrograph type = Rational Storm frequency = 10 yrs Drainage area = 5.160 ac Intensity = 5.458 in/hr IDF Curve = Yadkin County.IDF Monday, Apr 21 2008, 3:5 PM Peak discharge = 5.63 cfs Time interval = 1 min Runoff coeff. = 0.2 Tc by User = 10.00 min Asc/Rec limb fact = 111 Hydrograph Volume = 3,379 cuft Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 PRE Basin 1 Area Hyd. No. 5 -- 10 Yr 0.00 0.0 Hyd No. 5 0.1 0.2 0.3 Q (cfs) 6.00 5.00 4.00 3.00 2.00 1.00 0.00 0.3 Time (hrs) 10 Hydrograph Plot Hydraflow Hydrographs by In#elisolve Monday, Apr 21 2008, 3:5 PM Hyd. No, 6 PRE Bain 2 Area Hydrograph type = Rational Peak discharge = 9.79 cfs Storm frequency = 10 yrs Time interval = 1 min Drainage area = 8.970 ac Runoff coeff. = 0.2 Intensity = 5.458 in/hr Tc by User = 10.00 min OF Curve = Yadkin County.IDF Asc/Rec limb fact = 111 Hydrograph Volume = 5,875 cuft Q (cfs) 10.00 8.00 6.00 4.00 2.00 PRE Bain 2 Area Hyd. No. 6 -- 10 Yr Q (cfs) 10.00 8.00 6.00 4.00 2.00 0.00 I I .. ....- "1 0,00 0.0 0.1 0.2 0.3 0.3 Hyd No. 6 Time (hrs) 11 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3;5 PM Hyd, No. 7 PRE Development Hydrograph type = Combine Peak discharge = 15.42 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyds. = 5, 6 Hydrograph Volume = 9,254 cuft- Q (cfs) 18.00 -? ...- 15.00 _ _....- 12.00 - 9.00 - 6.00 - 3.00 - 0 00 - PRE Development Hyd. No. 7 -- 10 Yr 0.0 Hyd No. 7 0.1 Hyd No. 5 Q (cfs) 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.2 0.3 0.3 Hyd No. 6 Time (hrs) Hydrograph Plot Hydraflow Hydrographs by Infellsolve Monday, Apr 21 2008, 3;5 PM Hyd. No. 8 POST Development Hydrograph type = Combine Peak discharge = 0.49 cfs Storm frequency = 10 yrs Time interval = 1 min Inflow hyds. = 2, 4 Hydrograph Volume a 27,815 cuft Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 0 POST Development Hyd. No. 8 --10 Yr Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 48 Time (hrs) 12 5 10 15 19 24 29 34 39 44 Hyd No. 8 Hyd No. 2 Hyd No. 4 13 Hydrograph Summary Report Hyd. No. Hydrograph type (origin) Peak flow (cfs) Time Interval (min) Time to peak (min) Volume (cult) Inflow hyd(s) Maximum elevation (ft) Maximum storage (cult) Hydrograph description 1 Rational 19.39 1 10 11,635 -.._ ...... ------ POST Basin 1 Area 2 Reservoir 0.70 1 20 8,573 1 806.09 11,469 Area 1 to Basin 1 3 Rational 42.45 1 10 25,469 -.-- ...... ------ POST Basin 2 Area 4 Reservoir 1.78 1 20 18,307 3 782,92 25,044 Area 2 to Basin 2 5 Rational 7.18 1 10 4,309 ---- ...... ------ PRE Basin 1 Area 6 Rational 12.48 1 10 7,491 ---- ------ PRE Bain 2 Area 7 Combine 19.67 1 10 11,800 5.6 ------ PRE Development 8 Combine 0.56 1 20 35,609 2, 4, ------ ------ POST Development Eastern Yadkin Middle School Basin .urn Period: 100 Year Monday, Apr 21 2008, 3:05 PM Hydraflow Hydrographs by Intelisolve Hydrograph Plot Hydraflow Hydrographs by Intelisoive Monday, Apr 21 2008, 3:5 PM Hyd. No. 1 POST Basin 1 Area Hydrograph type = Rational Peak discharge = 19.39 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 5.160 ac Runoff coeff. = 0.54 Intensity = 6.959 in/hr Tc by User = 10.00 min IDF Curve = Yadkin County.IDF Asc/Rec limb fact = 111 Hydrograph Volume = 11,635 tuft Q (Cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.0 Hyd No. 1 POST Basin 1 Area Hyd. No. 1 -- 100 Yr Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.3 Time (hrs) 14 0.1 0.2 0.3 Hydrograph Plot Hydraflow Hydrographs by Intelisoive Monday, Apr 21 2008, 3:5 PM Hyd. No, 2 Area 1 to Basin 1 Hydrograph type = Reservoir Peak discharge = 0.70 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 1 Max. Elevation = 806.09 ft Reservoir name = Stormwater Basin 1 Max. Storage = 11,469 cult Storage Indication method used, Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0 Area 1 to Basin 1 Hyd. No. 2 -- 100 Yr Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 5 10 15 19 24 29 34 39 44 48 Time (hrs) Hyd No. 2 Hyd No. 1 Hydrograph Volume = 8,573 cult 15 Pond Report Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3:5 PM Pond No. 4 - Storrttwater Basin 1 Pond Data Pond storage is based on known contour areas. Average end area method used. Stage 1 Storage Table Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (tuft) Total storage (tuft) 0.00 805.00 8,602 0 0 0.50 805.50 10,757 4,640 4,840 1.00 806.00 11,541 5,575 10,414 2.00 807.00 13,156 12,349 22,763 3.00 808.00 14,824 13,990 36,753 Culvert 1 Orifice Structures [A] [B] [C] [D] Rise (in) = 15.00 1.50 0.00 0.00 Span (in) = 15.00 1.50 0,00 0.00 No. Barrels = 1 1 0 0 Invert El, (ft) = 796.50 805.00 0.00 0.00 Length (ft) = 10.00 0,00 0.00 0.00 Slope (%) = 0.05 0.00 0.00 0.00 N-Value = .013 .013 ,000 .000 Orif. Coeff. = 0.60 0.60 0.00 0.00 Multi-Stage = n!a Yes No No Weir Structures [A] [B] [C] [D] Crest Len (ft) = 7.07 15.00 0.00 0.00 Crest El.(ft) = 806.00 807.00 0.00 0.00 Weir Coeff. = 3.33 3.33 0.00 0.00 Weir Type = Riser Rect --- --- Multi-Stage = Yes No No No EAltration = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft Note: CulvertlOrifice outflows have been analyzed under inlet and outlet control. Stage (ft) 3.00 2.00 1,00 0.00 0.00 Stage 1 Discharge 7.00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 Total Q Stage (ft) 3.00 2.00 1.00 0.00 70.00 Discharge (cfs) 16 Hydrograph Plot Hydraflow Hydrographs by Intellsolve Hyd. No. 3 POST Basin 2 Area Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 8.970 ac Intensity = 6.959 in/hr IDF Curve = Yadkin County.IDF Monday, Apr 21 2008, 3;5 PM Peak discharge = 42.45 cfs Time interval = 1 min Runoff coeff. = 0.68 Tc by User = 10.00 min Asc/Rec limb fact = 111 Hydrograph Volume = 25,469 cult Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0.0 POST Basin 2 Area Hyd. No. 3 -- 100 Yr 0.1 0.2 0.3 Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 0.3 Time (hrs) 17 Hyd No. 3 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3;5 PM Hyd. No. 4 Area 2 to Basin 2 Hydrograph type = Reservoir Peak discharge = 1.78 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyd. No. = 3 Max. Elevation = 782.92 ft Reservoir name = Stormwater Basin 2 Max. Storage = 25,044 cult Storage Indication method used. Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 .11 0 Area 2 to Basin 2 Hyd. No. 4 -- 100 Yr 5 10 15 19 24 29 34 Hyd No. 4 Hyd No. 3 Hydrograph Volume = 18,307 tuft Q (cfs) 50.00 40.00 30.00 20.00 10.00 0.00 39 44 48 Time (hrs) 18 Pond Report Hydraflow Hydrographs by lntelisolve Monday, Apr 21 2008, 3:5 PM Pond No. 2 - Stormwater Basin 2 Pond Data Pond storage is based on known contour areas. Average end area me thod used. Stage I Storage Table Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (tuft) Total storage (tuft) 0.00 781,50 13,883 0 0 0,50 782,00 17,753 7,909 7,909 1.25 782,75 19,143 13,836 21,745 1,50 783.00 19,513 4,845 26,590 2.50 784,00 23,470 211,542 48,131 Culvert/ Orifice Structures Weir Structures [A] [B] [C] [D] [A] [B] [C] [D] Rise (in) = 15.00 2,00 0.00 0.00 Crest Len (ft) = 7.07 15.00 0.00 0.00 Span (In) = 15.00 2,00 0.00 0.00 Crest El, (ft) = 782.75 783.00 0.00 0.00 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 0.00 0.00 Invert EL (ft) = 776.50 781.50 0.00 0.00 Weir Type = Riser Rect --- --- Length (ft) = 110.00 0.00 0.00 0.00 Multi-Stage = Yes No No No Slope (%) = 0.05 0.00 0,00 0.00 N-Value = .013 .013 .000 .000 Orif. Coeff. = 0.60 0.80 0.00 0.00 Multi-Stage m nla Yes No No Exfiltration = 0 .000 Whir (Contour) Tailwater Elev. = 0.00 ft Note: CulverUOrifice outflows have been analyzed under inlet and outlet control. Weir riser checked for orifice conditions. Stage (ft) 3.00 2.00 1.00 0 00 Stage I Discharge II 1 Stage (ft) 3.00 2.00 1,00 0.00 19 1 0.00 7,00 14.00 21.00 28.00 35.00 42.00 49.00 56.00 63.00 70.00 Discharge (cfs) Total Q Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. No. 5 PRE Basin 1 Area Hydrograph type = Rational Storm frequency = 100 yrs Drainage area = 5.160 ac Intensity = 6.959 in/hr OF Curve = Yadkin County.IDF Monday, Apr 21 2008, 3;5 PM Peak discharge = 7.18 cfs Time interval = 1 min Runoff coeff. = 0.2 Tc by User = 10.00 min Asc/Rec limb fact = 111 Hydrograph Volume = 41309 curt Q (cfs) 8.00 6.00 PRE Basin 1 Area Hyd, No. 5 -- 100 Yr 4,00 2.00 0.00 -/ 0.0 0.1 0.2 0.3 Q (cfs) 8.00 6.00 4.00 2.00 N 0.00 0.3 Time (hrs) 20 Hyd No. 5 21 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3:5 PM Hyd. No. 6 PRE Bain 2 Area Hydrograph type = Rational Peak discharge = 12.48 cfs Storm frequency = 100 yrs Time interval = 1 min Drainage area = 8.970 ac Runoff coeff. = 0.2 Intensity = 6.959 in/hr Tc by User = 10.00 min OF Curve = Yadkin County.IDF Asc/Rec limb fact = 1/1 Hydrograph Volume m 7,491 cuft Q (cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0 00 PRE Bain 2 Area Hyd. No. 6 _.. 100 Yr Q (cfs) 14.00 12.00 10.00 8.00 6.00 4.00 2.00 0.00 0.0 0.1 0.2 0.3 0,3 Hyd Na. 6 Time (hrs) Hydrograph Plot Hydraflow Hydrographs by Intelisolve Monday, Apr 21 2008, 3:5 PM Hyd. No. 7 PRE Development Hydrograph type = Combine Peak discharge = 19.67 cfs Storm frequency = 100 yrs Time interval = 1 min Inflow hyds. = 5, 6 Hydrograph Volume = 11,800 Cuft Q (Cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.0 PRE Development Hyd. No. 7 -- 100 Yr Q (cfs) 21.00 18.00 15.00 12.00 9.00 6.00 3.00 0.00 0.3 Time (hrs) 22 1 0.1 0.2 0.3 - Hyd No, 7 Hyd No. 5 Hyd No. 6 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Hyd. o. 8 POST Development Hydro raph type = Combine Storm requency = 100 yrs Inflow yds. = 2, 4 Peak discharge = 0.56 cfs Time interval = 1 min Hydrograph Volume = 35,609 cuff Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 POST Development Hyd. No. 8 -- 100 Yr i i ji - i 3 i o.oo 0 5 10 Hyd No. 8 Monday, Apr 21 2008, 3:5 PM 15 19 24 29 - Hyd No. 2 Hyd No. 4 Q (cfs) 1.00 0.90 0.80 0.70 0.60 0.50 0.40 0.30 0.20 0.10 0.00 34 39 44 48 Time (hrs) 23 RIP RAP APRON DESIGN RIP RAP APRON DESIGN SHEET DATE. Ap1121 2000 SHEET 1 OF 4 PROJECT: Eestetn Yadkin Middle School _ I.D. NO.: Basin 1 • 24" RCP PIPE TO BASIN DESIGN BY. APL PROJECT NO.: 11.07.015 FILE: stn-M., CHECKED Sr. LSM DESCRIPTION: RIp Rap Design LOCATION: Yadkin County, NC Rip Rap Zone Delineation 25 20 N 15 O 10 9 5 0 0 5 10 15 20 25 Do, Depth of Flow (ft.) Noles: 1. Use next Maher zone for?redes X1056. 2. For pipe arch, arch, W culvert, paved channel outlets, use Da=Gross ceceonel area of ouuot flow. Number of Culverts: 1 Design Velocily, Vd : 665 fire Flow, Q: 15164cfs (efrornOatershed) Pipe Diameter, Do : 2 ft Slope, Seuon= 3 It& Using NCDOT Rip Rap Apron Design: ¦ Design Pointe Use: Zone 3 LI: 8 ft. L2: 12 ft. W: 6.0 ft. W: 6,8 ft. CLASS'B' RIP RAP USE MINIMUM 18" STONE THICKNESS TOTAL STONE VOLUME= 54.0 ft' 122.4 ft' 'Based upon Lt "Based upon L2 MINIMUM CLASS LI L2 STONE NCOOT RIP OF Coefficient Coefficient THICKNESS ZONE FLAP CLASS STONE k ft. in. 1 'A' FINE 3 4 12 2 '9' LIGHT 3 8 15 3 1 MEDIUM 4 8 24 4 1 HEAVY 4 9 30 5 2 HEAVY 5 10 30 0 2 HEAVY 5 10 D f nis B eyond the SCqp 9 of This Method L1=Lenathto Protect Cutven L2 =Lenath 1a Prevent Scour Hole NAME WEIGHT SIZE SPECIFICATIONS Lea R IP-RAP CLASSI 5.200 30A SHALLWEI.HAT LEAST 50 LBS. EACH. NO MORE THAN 10% SHALL WEIGH LESS THAN 13 EACH CLASS 2 25.250 60A SHALL WEIGH AT LEAST 00 LAS. EACH, NO MORE THAN 5-A SHALL WEIGH LESS THAN LBS. EACH E ROS10 C ONTROLSTON GLA55A 10w lop& BOTTOM SIZES, GRADATION SPEC FEED GLASSB -300 5-55' OGRADATION SPE F1ED RIP RAP APRON DESIGN SHEET DATE: A 721 2009 SHEET 2 OF 4 PROJECT: Eastern Yadkin M1ddle8chool I.D. NO.: Basin g-36"RCP PIPE TO BASIN DESIGN SY: APL PROJECT NO.: 1107015 FILE: sl-m ler CHECKHU BY; LSM DESCRIPTION: ft Rfl Design LOCATION: Yadkin County, NC _ 25 Rip Rap Zone Delineation 20 M 15 "O 10 v 5 0 ' I- 0 5 10 15 20 25 Do, Depth of Flow (ft.) ¦ Design Point holes: 5. We next hlaher zone Lon Blades 110%. 2. Far pipe arch, arch, box cuNart, Paved channel oLtats, use Ds=Cross codonal sloa of out'et flow. Number of Culverts: 1 Design Velocity, Vd : 8.13 R.18 Flow. Q: 32.79cfe (0komwaterahed) Pipe Diameter, Do : 25 R Slope, s,,,=,= 3 ILA Using NCDOT Rip Rap Apron Design: Use: Zone 3 L7: 7.5 ft. L2: 15 ft. W: 6.0 ft. W: 8.5 fl. CLASS W RIP RAP USE MINIMUM 18" STONE THICKNESS TOTAL STONE VOLUME= 67.5 113 191.3 ft3 'Based upon LI 'Based upon L2 MINIMUM CLASS Lt L2 STONE NCOOT RIP OF Coefficient Coatriolent THICKNESS ZONE RAP CLASS STONE R. 11. in. 1 'A' FINE 3 4 12 2 'B' LIGHT 3 8 18 3 1 MEDIUM 4 e 24 4 1 HEAVY 4 9 36 5 2 HEAVY 5 10 38 6 2 HEAVY 5 1 38 7 Doslan 1,1 B eyond the Scop e ofTtfs Method L7 :LOnath to Proleel CuNen L2 =Lenalh to =nt scour Hole NAME WEIGHT SIZE SPECIFICATICNS BS R IP-RAP GLASS 1 5-200 30% SHALL WEIGH AT LEAST 60 LES. EACH. NO MORE THAN 10%SHALL WEIGH LE55 THAN 15 LB CH CLASS 2 25.250 60% SHALL WEIGH AT LEAST80 LES. EACH. NO MORE THAN 51.4 SHALL WEIGH LE55 T 50 LE CH HAN E R05ION OLSTONE CO CLASS A 2-8" 1"TOP s BOTTOM 51ZE5. NOG DATIONSPECIFIEO CtASSB 15-3 515" NOG ADATION BPECIFIEO RIP RAP APRON DESIGN SHEET DATE: Aprl 21, 2008 SHEET 3 OF 4 PROJECT: Eastern YadW Middle School LA. NO.: FES - 3W' RCP DESIGN BY: APL PROJECT NO.: 11.07 .015 FILE: storm tw _ CHECKEDBY: LSM DESCRIPTION: Rip Rap Design LOCATION: Yadkin County. NC _ Rip Rap Zone Delineation 25 20 15 O 10 5 0 0 5 10 15 20 25 DD, Depth of Flow (ft.) • Design Point Rota: 1. Use neA hinhef zone afar amdoolo%. 2. For ppe emh, amh, box cuNert, paved channel outlets. use Derfoss sscuonel area of outlet flow. Numtler of Culverts: 1 Design Velocity, Vd : 7.14 ftle Flow, Q: 34,27 de (0 fromwaterehed) Pipe Diameter, Do : 3 ft Slope, sao<on a t rLA Using NCDOT Rip Rap Apron Design: Use: Zone 3 LI: 9 ft. L2: 38 ft. W: GA ft. W: 14.2 ft. CLASS'B' RIP RAP USE MINIMUM 16" STONE THICKNESS TOTAL STONE VOLUME= 85.1 f13 275A ft3 'Based upon LI 'Based upon L2 MINIMUM CLASS L1 L2 STONE NCDOT RIP OF Coelrlcienl Coeff[clenl THICKNESS ZONE RAPCLASS STONE fl. f1. In. 1 FINE 3 4 12 2 LIGHT 3 e 1S 3 1 MEDIUM 4 6 24 4 1 HEAVY 4 6 39 5 2 HEAVY 5 16 30 a 2 EAVY 5 10 3e 7 D I nisB nd thes of Phis Methotl L7 :Lenath to Prolecl CUNeft L2 ?Lenoth to Prevent scour Hole NAME WEIGHT SIZE SPECIFICATIONS LBS R IP-RAP CLAS 30% SHALL WEIGH AT LEASTOO LBS. EACH. NO MORE THAN IM SHALL WEIGH LESS E 53. FACH T CLAS 2 25-250 Soto SHALL WEIGH AT LEAST OO LBS, EACH. NO MCRE THAN 5%SHALL WEIGH LESS THAN 50 LB S. EACH E ROSION 0014TROL STONE CLASS A 2-0- 10%TCP & BOTTOM SIZP3. HO GRADATION SP IFIED CLASS B 15 -100 5-16" GRADATION SP !FIFO RIP RAP APRON DESIGN SHEET DATE: A td21 2000 SHEET 4 OF 4 PROJECT: Easter.Yedldn Middle School I, D. NO.: FES-30"RCP DESIGN BY: APL PROJECT NO.: 11.07.015 FILE: Starmwater CHECKED BY: LSM DESCRIPTION: RI Rap Design LOCATION: Yedldn County, NC Rip Rap Zone Delineation 25 20 N 15 4 i0 a 5 0 7 0 5 10 15 20 25 Do, Depth of Flow (ft.) Notes: L Ilea next Maher zone for nodes X10%. 2. For pipe arch, arch, box culved, pavedchacnel outlels, use Dc=Crass WdOrd area of outlet 0aw. Number of Culverts; Design Velocity, Vd : 5,79 ILra Flow, Q; 17,1$ c1a (OSrom wata shell Pipe DSameter, Da : 2.5 tt Slope. S.' 0.1 fL.NL Using NCDOT Rip Rep Apron Design: ¦ Design Point Use: Zone 3 L1; 7.5 ft. L2: 15 R. W: 6.0 ft. W: 8.5 ft. CLASS'S' RIP RAP USE MINIMUM 18" STONE THICKNESS TOTAL STONE VOLUME= 67.5 ft3 191.3 ft3 *Based upon L1 *Based Upon L2 MINIMUM CLASS L, L2 STONE OF Coefficient Coefficient THICKNESS ZONE STONE 1t. f1. in. 1 FINE 3 4 12 2 t LIGHT 3 S 1a 3 METH UM 4 24 4 HEAVY 4 30 5 HEAVY 5 10 6 HEAVY 10 is Beyond In. Sco of Th elhod DesIcn L1 =Lenath Lo Pratedufiued L2 =LenOth to PMent Scour Hole NAME WEIGHT SIZE SPECIFICATIONS USS R IP-RAP CLASS1 5.200 30% SHALL WEIGH AT LEAST e0 1-65. EACH, NO MORE THAN 10% SHALL WEIGH LESS HAN 15 LBS. EACH. CLASS2 25-250 SO% SHALL WEIGH AT LEAST 90 LOS, EACH NO MORE THAN V.4 SHALL WEIGH LESS -WLBS. H E1 118101 CONTRO STONE CLASS A 2.0" 10% Top & BOTTOM SIZES. 4 NO GRAD ON SPECIFIED CLA55 15.300 -15' NON% ONSPECkFIED SOILS REPORT a v MACTEC engineering and constructing a better tomorrow October 23, 2007 Mr. Donald Hawks Yadkin County Schools 121 Washington Street Yadkinville, North Carolina 27055 Subject: Report of Subsurface Exploration and Geotechnical Evaluation Proposed Eastern Middle School at Forbush Falcon Road East Bend, North Carolina MACTEC Project No. 6264-07-1368 Dear Mr. Hawks: MACTEC Engineering and Consulting, Inc. (MACTEC), is pleased to submit this report of our subsurface exploration and geotechnical evaluation for the referenced project. Our services were provided in general accordance with Proposal Nos. PROP07GSBO-176 and PROP07GSBO-176B, dated September 13 and 27, 2007, respectively, and authorized by you on September 13, 2007. 'This report presents a review of the project information provided to us, a discussion of the site and subsurface conditions, and our geotechnical recommendations. The Appendix contains a boring location plan, borings logs, and laboratory test results. The purpose of this exploration and evaluation was to characterize the subsurface conditions in the proposed construction areas, and to provide site development and foundation support recommendations based on those conditions. The assessment of site environmental conditions or determining the presence of pollutants in the soil, rock and groundwater of the site was beyond the scope of this exploration. A Phase I Environmental Site Assessment was performed for the property, and has been previously reported under separate cover. PROJECT INFORMATION The site of the proposed construction is located south of and adjacent to Forbush High School, on Falcon Road, in East Bend, North Carolina. The site consists of both wooded and open areas, including an asphalt parking lot currently being used by high school students, and a shooting range. Existing site grades range from Elevation 860 feet (msl) in the existing parking lot along Falcon Road to approximately Elevation 750 feet along the south property line. Proposed for construction is a new single-story middle school, along with associated parking lots and bus drives. The proposed site development also includes tennis courts, and baseball, softball, football, and soccer fields. A finished floor grade of Elevation 832 feet has been established for the building. Finished grades for the athletic facilities range from Elevation 771 feet (baseball MACTEC Engineering and Consulting, Inc. 7347 West Friendly Avenue, Suite P o Greensboro, NC 27410 0 Phone: 336294.4221 9 Fax: 336.294.4227 www.mactec.com Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 2 Falcon Road, East Bend, North Carolina MACTEC Project No. 6264-07-1368 field) to Elevation 822 feet (soccer field). Based on the proposed finished grades and the existing grades, grading for the building pad will consist of cuts and fills on the order of 2 feet and 42 feet, respectively. The remaining site features will generally require cuts of up to 45 feet, except for a portion of the football field, which will require approximately eight feet of fill. FIELD EXPLORATION Seven test borings were performed at the site - six on September 17, and one on October 3, 2007. The boring locations were selected by MACTEC personnel, except for B-5 and B-6, which were selected by Cavanaugh Associates, the Civil/Site Engineer. The borings were located in the field by MACTEC personnel using the existing parking lot and school, and topographic features, as reference, The approximate locations are indicated on the attached Boring Location Plan (Drawing No. 1). The borings were performed using 2-1/4 inch (I.D.) hollow stem auger drilling procedures. Soil sampling and penetration testing were performed in general accordance with ASTM D 1586. At regular intervals, soil samples were obtained with a standard 1.4-inch I.D., 2-inch O.D., split-tube sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an additional 12 inches with a 140-pound hammer falling 30 inches. The number of hanuner blows required to drive the sampler the final 12 inches was recorded and is designated the "standard penetration resistance". The standard penetration resistance, when properly evaluated, is an index to the soil's strength and foundation supporting capability. Boring logs with visual classifications of the soil samples were maintained in the field by the drill crew. Portions of the soil samples were placed in glass jars and transported to the laboratory. In the laboratory, the samples were manually classified by a Geotechnical Engineer in general accordance with the Unified Soil Classification System (USCS), and the field classifications were revised where necessary. In addition, a bulk sample was obtained from one of the borings. Test Boring Records, showing the soil descriptions and standard penetration resistances, along with a brief summary of the USCS, are appended to this report. The elevations indicated on the Test Boring Records were interpolated from a site grading plan provided by Cavanaugh Associates. We will store the soil samples, available for inspection, for a period of sixty days after which time they will be discarded unless requested otherwise. AREA GEOLOGY The project site is located in the Piedmont Physiographic Province, an area underlain by ancient igneous and metamorphic rocks. The virgin soils encountered in this area are the residual product of in-place chemical weathering of rock which was similar to the rock presently underlying the site. In areas not altered by erosion or disturbed by the activities of man, the typical residual soil profile consists of clayey soils near the surface, where soil weathering is more advanced, underlain by sandy silts and silty sands. The boundary between soil and rock is not sharply defined. This transitional zone termed "partially weathered rock" is nonnally found overlying the parent bedrock. Partially weathered rock is defined, for engineering purposes, as residual material with Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposer! Eastern Middle School at Forbush Page 3 Falcon Road, East Bend, North Carolina MACTEC Project No. 6264-07-1368 standard penetration resistances in excess of 100 blows per foot. Weathering is facilitated by fractures, joints and by the presence of less resistant rock types. Consequently, the profile of the partially weathered rock and hard rock is quite irregular and erratic, even over short horizontal distances. Also, it is not unusual to find lenses and boulders of hard rock and zones of partially weathered rock within the soil mantle, well above the general bedrock level. SUBSURFACE CONDITIONS The subsurface conditions encountered by the borings are summarized in the following paragraphs. More detail of the subsurface conditions encountered at each boring location is provided on individual Soil Test Boring Records in the Appendix. Approximately 1 to 10 inches of organic-laden soil is present at the boring locations, except at B-3 and B-6, where the ground surface had been graded. From the ground surface at B-3, and below the surficial material at B-4, fill is present to approximate depths of 3 to 17 feet. The fill generally consists of a red-Drown elastic silt with sand. Standard Penetration Test (SPT) resistance values of 11 to 34 blows per foot (bpf) were recorded in the fine-grained fill, indicating stiff to hard consistency. Below the surficial material at B-1, B-2, B4, and B-5, from the ground surface at B-6, and below the fill at B-3 and B-6, undisturbed residual soil derived from in-place weathering of parent rock is present to approximate depths of 20 to 40 feet. The residual material generally consists of a fine- grained ELASTIC SILT WITH SAND (MH) in the upper 3 to 3-'/z feet at B-1, B-2, and B-7, generally underlain by a micaceous SILT (ML), containing various amounts of sand. At B-4, a fine-grained SANDY LEAN CLAY (CL) underlies the fill. At B-2 and B-3, a coarse-grained SILTY SAND (SM) is interbedded with, or underlies, the ML material at an approximate depth of 12 feet. SPT resistance values of 8 to 56 blows per foot (bpf) were recorded in the fine-grained soils, indicating medium stiff to hard consistency. SPT resistance values of 13 to 30 bpf were recorded in the SM material, indicating medium dense relative density. With the exception of B-7, the borings were terminated in residual soil. Partially Weathered Rock (PWR) is present below the residual soils at B-7 at an approximate depth of 39 feet below existing grade. PWR is defined, for engineering purposes, as a residual material exhibiting SPT resistance values in excess of 100 blows per foot. The PWR generally sampled as a micaceous sandy silt. Boring B-7 was terminated in PWR. Groundwater was not encountered at the borings during or immediately following completion of drilling operations. Approximate caved depths of 14 to 42 feet were recorded after drilling. It should be noted that groundwater levels may fluctuate several feet with seasonal and rainfall variations. Normally, the highest groundwater levels occur in late winter and spring and the lowest levels occur in late summer and fall. Report of Subs:uface Exploration and Ceotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 4 Falcon Road, East Bend, North Carolina MACTEC Project No. 6264-07-1368 SOIL LABORATORY TESTING One bulk sample was tested to aid in classification and estimate pertinent engineering properties. The testing included natural moisture content determination, Atterberg Limits, percent finer than No. 200 sieve, Standard Proctor, and California Bearing Ratio (CBR). The testing was performed in general accordance with applicable ASTM standards, and the results 'of these laboratory tests are discussed below. The sample was obtained from B-7, between 10 and 15 feet below the ground surface. The material tested contained approximately 35% material finer than the No. 200 sieve, with a natural moisture content of 17.0%. Liquid Limit (LL) and Plasticity Index (PI) values of 56 and 16, respectively, indicate that the material exhibits medium plasticity. Based on the test results, the material classifies as a SILTY SAND (SM) in accordance with the Unified Soil Classification System (USCS), ASTM D-2487. A Standard Proctor (ASTM D-698) performed on the sample resulted in maximum dry density and optimum moisture content values of 100.8 pounds per cubic foot (pcf) and 21.8%, respectively. A CBR test was performed on the sample to determine the strength characteristics to be used in pavement thickness design. The sample was compacted to approximately 98% of the Standard Proctor maximum dry density, at approximately the optimum moisture content. After soaking the compacted sample for 4 days under a 10 pound surcharge, a CBR value of 2 was obtained. EVALUATION AND RECOMMENDATIONS Evaluation In general, the subsurface conditions across the site consist of an ELASTIC SILT (MH) underlain by a micaceous SANDY SILT (ML) and SILTY SAND (SM). Based on the existing and proposed grades, the majority of the material to be used as fill will be obtained from the athletic field areas, with some lesser amount from the bus loop in front of the school. The ML and SM material, which are the predominant materials to be used as fill, are lightweight in nature. The presence of mica in these materials will cause them to become "slick" during earthwork, resulting in placement and compaction being relatively difficult. Therefore, proper working of the fill material during placement, including controlling of lift thiclaiess and moisture content, will be critical to successful completion of earthwork operations. An experienced soils technician working under the supervision of the Geotechnical Engineer should be on site during earthwork to assist the contractor with the evaluation of soil during placement, and to verify that the carthwork specifications are met. It is anticipated that the ML and SM materials will be the bearing materials for building foundations. Because of the soils lightweight nature, some "fluff' may be present in footing excavations if the subgrade is allowed to stand open before concrete is placed, allowing the subgrade to dry. This soft, loose material should be removed prior to reinforcing steel and concrete placement. Report ofAbsroface Exploralion and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 5 Falcon Road, East Bend, North Carolina MAC=Project No. 6264-07-1368 Seismic Site Class The 2006 State of North Carolina Building Code has adopted the 2003 International Building Code (IBC) for seismic site design. The code requires the assignment of a seismic Site Class based on evaluation of the subsurface profile to a depth of 100 feet. Although we did not explore to 100 feet, Boring B-7 was terminated in PWR. The PWR represents the top of known geologic conditions. Using the N-value methodology as presented in the code, we determined that seismic Site Class D is applicable for the site. Recommendations Site Preparation The organic-laden soil should be stripped prior to fill placement. This material can be stockpiled on the site and used for final grading outside proposed building and pavement areas. Areas to receive compacted fill should be evaluated for suitability by proofrolling following stripping. We recommend that subgrades in cut areas also be evaluated for suitability by proofrolling with a 25 to 35 ton, four wheeled, rubber tired roller or similar approved equipment, such as a loaded tandem-axle dump truck, The proofroller should make at least four passes over the areas, with the last two passes perpendicular to the first two. Proofrolling should be performed after a suitable period of dry weather to avoid degrading an otherwise suitable subgrade. Proofrolling should be observed by an engineering technician working under the supervision of the geotechnical engineer. Any areas that pump, rut or deflect excessively and continue to do so after several passes of the proofrolling equipment should be evaluated by the geotechnical engineer. Subgrade soils can deteriorate and lose their support capabilities when exposed to environmental changes and construction activity. Deterioration can occur in the form of freezing, formation of erosion gullies, extreme drying, exposure to moisture, or exposure for a long period of time to construction traffic. We recommend that any areas of the floor slab subgrade that have deteriorated or softened be proofrolled, scarified and recompacted (and additional fill placed, if necessary) immediately prior to construction of the floor slab or placement of stone base. Additionally, any excavations through the subgrade soils (such as utility trenches) should be properly baekfilled and compacted in thin loose lifts. Recompaction of subgrade surfaces and compaction of backfill should be evaluated with a sufficient number of density tests to determine if adequate compaction is being achieved. Structural Fill The laboratory test results indicate that the predominant fill material (ML, SM) exhibits a relatively high Liquid Limit (56), and a Plasticity Index (PI) of 16, indicating a moderate potential for volume change (shrink/swell). The natural moisture content value of 17% is approximately 4 percentage points below the optimum moisture content value of 21.8%, indicating that moisture conditioning (watering) will be required in order to achieve proper compaction. It is also possible that the moisture content of fill material obtained from other areas of the site will be above Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 6 Falcon Load, East Bend, North Carolina MA C7T C Project No. 6264-07-1368 optimum moisture content, thereby requiring drying prior to or during placement in order to achieve proper compaction. Therefore, the difficulties of working with the material should be taken into consideration, and sufficient time should be allowed for earthwork. Any fill material should be properly compacted in accordance with project specifications, and each individual lift should be stable prior to placement of subsequent lifts. Off-site borrow should meet the following criteria: 1) contain no more than 5 percent (by weight) fibrous organic materials; 2) have a Liquid Limit (LL) less than 40; 3) have a Plasticity Index (PI) less than 20; and 4) have a Standard Proctor maximum dry density greater than 90 pounds per cubic foot (pcf). Prior to the commencement of fill operations, a sample of each proposed fill material should be obtained and tested to determine the index properties, maximum dry density, and optimum moisture content values. Structural fill should be placed in horizontal 6- to 8-inch lifts and compacted to a minimum of 95% of the maximum dry density obtained in accordance with ASTM Specification D-698 (Standard Proctor). The upper 18-inches of fill should be compacted to a minimum of 98% in accordance with the same standard. The moisture content of fill at the time of placement should be within optimum to 3 percentage points wet of the optimum moisture content determined in the laboratory. Fills placed against sloping surfaces should be benched into the existing slope in horizontal layers in such a manner as to provide a satisfactory bond and to avoid planar surfaces of potential sliding. This is of particular importance because of the deep fills on this site. Materials should not be placed when either the fill material or the foundation surface is excessively wet, frozen, improperly compacted, or otherwise unsuitable. Utility trench backfill should also be placed and compacted to the same specifications as for structural fill, A sufficient number of density tests should be performed during fill placement by an experienced engineering technician working under the supervision of the geotechnical engineer to measure the degree of compaction being obtained. A minimum of one density test should be performed in general accordance with ASTM Specification D-1556 for each 2500 square feet of lift area with a minimum of two tests per lift. Inadequate compaction may result in differential settlement of foundations. Slopes We recommend that all finished cut and fill slopes be no steeper than 314:1 V to minimize sloughing and maintenance, and for ease of mowing. Regardless of the slope inclination, we recommend that it be "overbuilt" and cut back to the desired configuration, and that all fill meet the compaction criteria previously discussed. Aggressive vegetation should be utilized to minimize erosion and sloughing. Ditches, berms and/or pipes should be used to minimize surface water from draining down slopes. Finished grades should slope away from the building on all sides. Exterior grades should be at least one foot lower than the slab-on-grade subgradc elevation. Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 7 Falcon Road, East Bend, North Carolina MACTEC Project No. 6264-07-1368 Temporary cut slopes in compacted fill or in-place soils should be no steeper than 11-1: IV. Confined excavations such as for utility installation or below-grade wall construction should conform to Occupational Safety and Health Administration (OSHA) regulations. A "competent person", as defined by OSHA, working for the contractor should monitor construction excavations and determine suitable slopes. Foundation Sunnort The proposed building may be supported on a shallow foundation system bearing on suitable residual soils or properly placed and compacted fill. The footings may be designed for a net allowable soil bearing pressure of 2,000 ps£ The minimum column and continuous wall footing widths should be 24 inches. The colurnn and wall footings should bear at least 18 inches below finished grades to protect against environmental stresses. We recommend that each footing excavation be evaluated by an experienced soil technician working under the supervision of a Geotechnical Engineer. The evaluation program should include examining footing areas using a Dynamic Cone Penetrometer (DCP) to a depth equal to at least the footing width. Areas that are judged to be unsatisfactory for the design bearing pressure should be undercut and replaced with properly compacted soil or washed stone. Exposure to the environment may weaken the soils at foundation bearing levels if the foundation excavation remains open for an extended period of time. Therefore, we recommend that the foundation excavation be extended to final grade and the foundations be constructed as soon as possible to minimize the potential deterioration of bearing soils. The foundation bearing area should he level or suitably benched and should be free of loose soil, ponded water and debris. If the bearing soils are softened by surface water intrusion or exposure, the softened soils must be removed from the bottom of the foundation excavation immediately prior to placement of concrete. Settlements Settlements will be comprised of the following three components: 1) settlement due to structural loads; 2) settlement of the fill due to the weight of overlying fill; and 3) settlement of the subgrade soils due to the weight of the fill. Each of these components is discussed below. Considering a net allowable soil bearing pressure of 2,000 psf and assumed maximum column loads of 50 kips, total settlements due to structural loads should be on the order of %Z-inch. Differential settlements should be on the order of %4-inch. Most of the settlement due to structural loads should occur during and soon after building construction. As previously discussed, up to 42 feet or more of fill will be required to achieve finished grades in the building area. Compacted fill will typically settle approximately 1% to 1-%z% of its depth due to the weight of the overlying fill. Therefore, depending on the depth of fill, settlements on the order of 1 to 7 inches should be anticipated.. Most of this settlement should occur during fill placement. In the building area, this settlement would be in addition to the settlement due to structural loads, and the settlement of the underlying soils. Building construction should be delayed to allow time for the fill settlement to occur. Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 8 Falcon Road, East Bend, North Carolina MA CTFC Project No. 6264-07-1368 The settlement of the underlying residual soils due to the weight of the fill will be on the order of 3 to 4 inches. The maximum subgrade settlement should occur in the area of deepest fill, which is along the west wall line of the proposed building. In order to monitor the magnitude and rate of settlement of the underlying residual soil and fill, survey monuments should be installed on the stripped subgrade prior to fill placement, and at approximate 15-foot vertical intervals up to, and including, finished subgrade. The monuments should consist of a 5-foot long, ''/2" diameter steel bar or pipe welded onto a 2-foot by 2-foot steel plate. The monuments should be set level on the subgrade. or fill surface, and they should be protected from disturbance by construction activities. Initial survey readings on the plate and bar (or pipe) should be recorded. As fill placement approaches the top of the rod or pipe, another section of rod or pipe should be added so that the readings can continue. Readings should be obtained each time a new section is added, before and after adding the section. Survey readings should be obtained on a regular basis as the fill is being placed and on a weekly basis after placement has been completed until the movement essentially ceases. The Geotechnical Engineer should evaluate the readings to determine when the settlement has essentially ceased and construction can proceed. We can assist in identifying settlement plate locations, installing the plates, and developing a detailed monitoring plan if notified of your requirements. Floor Slab The floor slab for the proposed building can be supported on properly compacted fill or on suitable residual soils in cut. The slab should be jointed around columns and along footing supported walls to allow for independent movements. We recommend a modulus of subgrade reaction of 100 psi/inch for the design of the floor slab bearing on properly compacted structural fill or suitable residual soils. Additionally, we recommend that a minimum 4- to 6-inch thick layer of washed stone meeting the gradational requirements of No. 57 stone be placed under the slab to act as a capillary break. For a more stable working surface during construction, the capillary break may consist of compacted dense graded aggregate (ABC). A vapor barrier, placed immediately before the floor slab is poured, may be utilized on top of the stone for additional moisture protection. Prior to placing the stone for the capillary cutoff layer, the floor slab subgrade soil should be properly compacted and free of standing water or mud. Pavement Thickness Desirr Prior to stone base and asphalt placement, We recommend that the areas be leveled and proofrolled as described above in the section entitled "Site Preparation". Fills placed within pavement areas should be compacted per criteria detailed in the section of this report entitled "Structural Fill". The site plan provided to us indicates approximately 200 individual parking spaces, in addition to bus parking areas, entrance drives and travel lanes, and a bus loop in front of the school. Therefore, we have assumed traffic loading conditions of 200 cars, 5 delivery trucks per day, and 25 school buses Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 9 Falcon Road, East Bend, North Carolina MACTECProject No. 6264-07-1365 per day, with a design life of 20 years. A CBR value of 2 was determined in the laboratory, and was used for evaluation purposes. We used the AASHTO Guide for Design of Pavement Structures, 1993 and the Asphalt Institute's Thickness Design (MSS-1) as a basis for our reconunendations. Based on the above assumptions and criteria, we recommend the following flexible pavement sections: ? 1 I FN'1 ` ? I z(1 ,? ' {, s 'yr r 11 f ?', A!n "wff'i +t iM h; " r ! 7 '? HTCt NE + r r r Heavy-Duty Bituminous Concrete 2 Asphalt Surface (NCDOT Type S9.513) (Entrance drives, Bituminous Concrete 4 bus loop and bus Base (NCDOT Type I19.OC) parking areas, and travel lanes) Crushed Stone 12 (NCDOT Aggregate Base Course Type A or B) i•5k e! frYs, ??1 ?` ?? X"'ftc f?1?4k # `??ts ?Es 4 h "4Prt 4 if,?'? I w _7 f } »? - I '?.r4 a,y?y I I )01 r! Y,. +4l. '. s i e? JrCY ,kll +.,. I I I h -' 11 + Th ykt ,3fFT} Tr f} ? l h I I i l 1(?1y n Y H,I. A'./; IAL v. {ll / F??{tti?p; S - i .. tk ; +, ti t I, era??i .i,Y5.3 k1 ..,zz r. ?S10 (I ?' xr?t i //'?`II, ,t ,41? S.' ! i( _: I r? a- l+ ?r§1Ry 1 e'i (,IN/^? ?y1 K4.? ! a Standard-Duty Bituminous Concrete 2 Asphalt Surface (NCDOT Type S9.513) (Isolated parking Crushed Stone 6 spaces only) (NCDOT Aggregate Base Course Type A or B) The pavement materials should conform to applicable sections of the North Carolina Department of Transportation (NCDOT) Standard Specifications. The bituminous concrete courses should be placed and compacted in accordance with NCDOT Standard Specification, Section 610. The base course material should be ABC stone conforming to NCDOT Standard Specification, Section 520. The base course should be compacted to 100 percent of the Modified Proctor (ASTM D-1557) maximum dry density. It is recommended that a prime coat (NCDOT Standard Specification, Item 600) be applied to the base course prior to construction of the bituminous concrete surface course. We recommend that pavement areas be provided with effective surface and subsurface drainage. Where standing water develops, either on the pavement subgrade or within .the base course layer, swelling and softening of the subgrade, or other problems resulting in deterioration of the pavement, can be expected. Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 10 Falcon Road, Eas1 Bend, North Carolina MCI CTEC Project No. 6264-07-1368 Based on the previously discussed assumptions and criteria, we recommend the following rigid pavement section (concrete) for the dumpster pad and other service areas: 2 s Rigid Concrete 6 Crushed Stone 6 (Dumpster Pad) (NCDOT Type A or B) The 6-inch concrete thickness for the rigid pavement section is a recommended minimum for service areas and dumpster pads. The crushed stone is not required beneath the concrete. However, it is recommended by AASHTO for the following reasons: • It provides uniform, stable, and permanent support; • It increases the modulus of subgrade reaction (K,); • It minimizes the detrimental effects of frost action; • It helps prevent pumping of fine-grained soils at joints, cracks, and edges; • It provides a working platform for construction equipment; and • It serves as a drainage layer, and will help reduce the possibility of water related pavement distress. In order to convey water away from below the pavement, the crushed stone should be carried 1 to 3 feet beyond the edge of the pavement. The outside edge of rigid pavements should be stiffened to prevent possible distress due to wheel loads. Concrete used for the rigid pavement should be Type I PCC with minimum 28-day design flexural strength of 630 pounds per square inch (psi). We recommend that the dumpster pad be extended in front of the dumpster so that the entire collection truck is on the pad when making a pick-up. The refuse collector should be consulted to confirm the size of the truck, as well as the size, thickness, and layout of the concrete pad. CONSTRUCTION CONSIDERATIONS The near-surface soils can lose strength when wet. Therefore, the contractor should promptly remove any surface water or groundwater from the construction area. This has been done effectively on similar construction projects by means of gravity drainage and sump pumping. We recommend that construction begin in the drier months of the year to minimize difficulties relating to the on-site soils, which will become wet, soft, and difficult to compact when rains occur. The surface soils should be protected from excessive infiltration and surface water by grading the site to promote the rapid clearing of rainwater and surface runoff from the building areas both during and after construction. Report of Subsurface Exploration and Geotechnical Evaluation October 23, 2007 Proposed Eastern Middle School at Forbush Page 11 Falcon Road, East Bend, North Carolina MACTEC Project No. 6264-07-1365 QUALIFICATION OF REPORT The information and recommendations reported herein are presented to assist in the design of this project. Our evaluation of foundation support conditions has been based on our understanding of the site and project information and the data obtained in our exploration. In the event there are any significant changes in the size, design, or location of the project structures, changes in the }Manned construction from the concepts previously outlined, or changes of the design parameters stated in this report, the conclusions and recommendations contained in this report shall not be considered valid unless these changes have been reviewed and our conclusions and recommendations reaffirmed or appropriately modified in writing. The general subsurface conditions utilized in our foundation evaluation have been based on subsurface data encountered at the borings. In evaluating the boring data, we have considered previous correlations between SPT resistance values and foundation bearing pressures observed in soil conditions similar to those at the site. The discovery of any site or subsurface conditions during construction which deviate from the data outlined in this exploration should be reported to us for our evaluation. There is a possibility that variations in soil conditions will be encountered during construction. In order to permit correlation between the data and the actual soil conditions encountered during construction and to ensure conformance with plans and specifications as originally contemplated, it is recommended that this fine be retained to perform full time on-site construction testing during the earthwork phase of this project. CLOSURE We appreciate the opportunity to provide our professional geoteclurical services during this phase of your project. Please contact us when we can be of further service or if you have any questions concerning this report. Respectfully, MACTEC D. Steven Copley, P.E. Principal Geotechnical En; Registered. NC, No. 1 S 979 DSC/JhV/sc zx t ` (- V # t.; ??ll N,.40, r -) V-'e4 arnes E. Veith, P.E. ' rincipal Geotechnical Engineer Registered NC, No. 23232 Attachments: Boring Location Plan, Drawing No. 1 Key to Symbols and Descriptions Soil Test Boring Records B-1 through B-7 Laboratory Test Results BORING LOCATION PLAN _???CCCCCCCC o° O% %? 1 ti y i y,1 11 1 I\ l l 4 1 {{ ? >ll?? - ? - ? -,1 ?' ' + 111 ~ y ! 11 \ \ \\ \ fill I ?? ?? ??1?1 I._' X11; I l 1 1 ,.v ? •? ? .? i' / I I ? _ // / .- , 1\ \111 \ \\ \ \ \\ /ice / t 1 \ \ _ 1?/i , \11 1 I ! 1 1 \ \? \\\ ??^ j \ \ \ ?, ,?1 y1 II11 ?\ '?/ ? =1' / y 1 \ ?i? \111 1fI I I 1 l t ?? V\\. ?., 1/ / 1 1 1 ? ??, ?\ y111 f 111 1 { y 1 \?\ +Ii 11111 f 1/f t //?/ / r` 1111 !!r/l/'rr'/ ?1 liil! 1?1?\\?\?.`??_=. lit /I/ It, lilt ,]l 111 1 ? \\ '? ?\ - -- Ill1 II11!lIII?'??\1?-? ( 1 ?_ ?b ? y.?`:?? ?? 11 Iy11y111yI ?lyy 1111 \? ?_ s 3;5 _ - - . \? - f/ 1111 /Ill! 1 1 4.1 f ? fl1\?? ? yi 1 \ lr1+ 1 1 1 1 I. f NORTH g APPROXIMATETEST BORING LOCATION Reference: Site pian'provided by Cavanaugh Associates MACTEC oKd.by ` BORING LOCATION PLAN EASTERN N MIDDLE SCHOOL AT FORBUSH Dm. by R..1. EAST BEND, NORTH CAROLINA T34]c WESEG< FRIENDLY AND NSlO MC r ENGINEERING AVE GREENSBORO, NC 27410 REV. E1Y BORING LOGS SOIL CLASSIFICATION MAJOR DIVISIONS 1GROUP cVTvFRnr c TYPICAL NAMES CLEAN L-WJ GW COARSE GRAINED SOILS (More than 50% of material is LARGER than No. 200 sieve size) FINE GRAINED SOILS (More than 50% of material is SMALLER than No. 200 sieve size) GRAVELS GRAVELS (More than SO% of (Little or no fines) a C?° GP coarse fraction is LARGER than the No. 4 sieve size) GRAVELS M WITH FINES V (Appreciable amount of fines) G C CLEAN SW SANDS SANDS (More than 50% of (Little or no fines) SP coarse fraction is SMALLER than the No. 4 Sieve SANDS 5M Size) WITH FINES (Appreciable amount of fines) Sc Well graded gravels, gravel - sand mixtures, little or no fines. Pooly graded gravels or gravel - sand mixtures, little or no fines. Silty gravels, gravel - sand - silt mixtures Clayey gravels, gravel - sand - clay mixtures. Well graded sands, gravelly sands, little or no fines. Poorly graded sands or gravelly sands, little or no fines. Silty sands, sand - silt mixtures Clayey sands, sand - clay mixtures (Liquid limit LESS than 50) Inorganic silts and very fine sands, rock SILTS AND CLAYS eu flour, silty of clayey fine sands or clayey silts and with slight plasticity. Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty OL Organic silts and organic silty clays of low - plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. SILTS AND CLAYS (Liquid limit GREATER than 50) 0 CH Inorganic clays of high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups are designated by combinations of group symbols. SILT OR CLAY SAND GRAVEL Cobbles E Fine Medium Coarse Fine Coarse :Ii No.200 No.40 N0.10 No.4 314" 3" 12" U.S. STANDARD SIEVE SIZE ,,eference: The Unified Soil Classification System, Corps of Engineers, U.S. Array Technical 1lemorandum No. 3-357, Vol. 1, March, 1953 (Revised April, 1960) NON-SOIL CLASSIFICATION Undisturbed Sample Auger Cuttings Split Spoon Sample Bulk Sample Rock Core Crandall Sampler Dilatometer ^? Pressure Meter Packer 0 No Recovery Water Table at time of drilling Water Table after 24 hours Grab Bag Sample _ Caved-in Depth Correlation of Penetration Resistance with Relative Density and Consistency SAND & GRAVEL SILT & CLAY No. of Blows Relative Densit No. of Blows Consistency < 4 Very Loose < 2 Very Soft 4-10 Loose 2-4 Soft 10 - 30 Medium Dense 4-8 Medium Stilt' 30 - 50 Dense 8-15 Stiff > 50 Ve dense 15 - 30 Ve Stiff >30 Hard Saturated: Wet: Moist: Dry: Sample Moisture Description Usually liquid; very wet, usually from below the groundwater table Semisolid; required drying to attain.optimurn moisture Solid; at or near optimum moisture ltcgaires additional water to attain optimum moisture KEY TO SYMBOLS AND DESCRIPTIONS ?MACTEC D SOIL CLASSIFICATION L I- SAMPLES PL (?io) NM (%) LL (%) v P AND REMARKS G E I 7 N-COUNT' A PINES (%) T If E V D N Y o SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N A • SPT (bpt) SYMBOLS AND ABBREVIATIONS BELOW. D (R) T (0) 812 0 10 20 30 40 50 50 70 80 90 100 5 2( 25 30 35 40 o? a 45 50 0 a .a 0 "0 55 Or anic-laden sail l0"+/- LASTIC SILT SIDUU - Stiff red-brown E WITII SAND (MH?, moist SPT-I 5-7-8 I Stiff t0 very stiff brown slightly icaceous to T nueaceous SANDY SILT , worst 807 0 SPT-2 6-7-8 T - 5 SPT-3 5-6-7 I 1 0 SPTA 5-7-9 802 16 0 . 1 0 SPT-5 9-8.10 797 . 15 J?- SPT-G 8-10-11 621 -----792.0 Boring terminated at 20 feel CiroundwAter not encountered during or immediately after drilhn Caved at 164 feet. 20 787 0 . 25 782 0 30 . 777 0 5 . 3 0 772 4 . 0 767 0 45 . 762.0 50 !s-r n DRILLER: Jamie (w/Bore & Core) EQUIPMENT : ATV-mounted CME-550 w/safety hammer ME'T'HOD: Hollow Stem Augers HOLE DIA.: 2-1/4" REMARKS: Located near the southwest corner o€proposed building. Elevation should be considered accurate tf +/-aft. TkIIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. IU 2U 3U 40 50 60 7U 8O 90 IOU SOIL TEST BORING RECORD PROJECT: Eastern Middle School at Forbush BORING NO.: D-1 COORD N: COORD E: DRILLED: September 17, 2007 PROJ. NO.: 6264-07-1368 PAGE 1 OF 1 MACTEC Engineei ing and Consulting, Me. D E P 's i{ (0} 5 10 15 20 25 30 35 40 0 45 w ca ?i x 50 0 w 0 O 55 SOIL CLASSIFICATION L E SAMPLES PL (°i) NM (°i°) I I• (°i°) AND REMARKS SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. E E N D L V (R) I D L T T Y E N-COUNT o a N ?- ""- 0- o --® FINES (%) ®SPT (bpt} 10 20 30 40 50 60 70 80 90 100 820.0 IDUUM - Ver stif red-brown ELASTIC SILT WITH SAND (MI-?, moist _ - v SPT-I 7-12-16 8 VerrYYSOHO stiffbrown slightlymicaceous SANDY SILT (ML), moist 815 0 5PT-2 7-9-10 . 5 SPT-3 5-7-8 1 810 0 SPT-4 4-6-7 . 10 MediunT denso brown fine to medium SILTY SAM? (SM), moist 805 0 SPT-S 4-7-8 . l5 - Stiff brown slightly micaceous SANDY SILT (ML), moist SPT-6 6-7-9 Boring tenninated at 20 feet Groundwgter not encountered during or immediately after drillm . Caved at 16A feet. 800.0 20 795 0 . 25 790 0 . 30 -785 0- . 35 780 0 . 40 775 0 . 45 770 0 . 50 765.0 DRILLER: Jamie (w/Bore & Core) EQUIPMENT : ATV-mounted CME-550 w/safety hammer METHOD: Hollow Stem Augers HOLE DIA.: 2-1/4" REMARKS: Located near the southeast corner of proposed building. Elevation should be considered accurate t I/-aft. THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. ro 20 39 40 50 60 70 80 90 )00 SOIL TEST BORING RECORD PROJECT: Eastern Middle School at Forbush BORING NO.: B-2 COORD N: COORD E: DRILLED: September 17, 2007 PROJ. NO.: 6264-07-1368 PAGE I OF 1 NIACTEC Engineering and Consulting, Inc. D E P T H (0' 5 10 l5 20 25 30 35 40 0 0 45 a. . c? vi x 50 0 a " 55 SOIL CLASSIFICATION L E SAMPLES PL (%) N NILL (%) AND REMARKS G E D T N-COUNT a FINES (%) E V E Y o O SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N H ? N ? O SPT (bpl) SYMBOLS AND ABBREVIATIONS BELOW. D 00 T 10 20 30 40 50 66 70 80 90 100 Hard red-brown sandy elastic silt FILL, contains 842'0 quartz fragments, moist SPT-1 12-I6-1$ 3 RESIDUUM - Stiff brown slightly ncaceous SANDY SILT (ML), moist $37 0 SPT-2 5-5-6 . 5 SPT-3 5-5-5 1 010 832 0 SPT4 4-4-5 . 10 - - - - - - - - - - - - - Medium dense to dense brown slightly micaceous fine to coarse SILTY SAND (SM), contains rock fragments at 18.5 ft., moist 827 0 SPT-5 5-6-7 . 15 SPT-6 35-20-10 if) Boring terminated at 20 feef. 8220 20 Groundwater not encountered during or immediately after drillin . Caved at 1-9 feet. 817 Q . 25 812 D • 30 807 0 . 35 802 0 . 40 797 0 . 45 792 0 . 50 ?n7 n DRILLER: Jamie (w/Bore & Core) EQUIPMENT: ATV-mounted CME-550 w/safety hammer METTJOD: Hollow Stem Augers HOLE DIA.: 2-1/4" REMARKS: Located near the northwest comer of proposed building. Elevation should be considered accurate +/-3ft. THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. 10 20 30 40 50 60 70 80 90 100 BORING RECORD E SOIL TEST PROJECT: Eastern Middle school at Forbush BORING NO.: B-3 COORD N: COORD E: DRILLED: September 17, 2007 PROJ. NO.: 6264-07-1368 PAGE 1 OF 1 MACTEC Engineering and Consulting, Inc. SOIL CLASSIFICATION L r SAMPLES PL (°r°) NM i°i°) LL (r°? AND REMARKS F E D T couNr ?--- T E[ V A FINES (°i) SEE KEY SYMBOL SHEET FOR EXPLANATION OF N C P v v SPT (bpE) (h) SYMBOLS AND ABBREVIATIONS BELOW. D (ft) T E v D c ]adeuso „ - 822.0 10 20 30 40 50 60 70 8o 90 l00 Sti3f and vcn), stiff red-broom elastic silt with sand FILL, moist SPT-] 4-5-6 1 5 817.0 SPT-2 8-12-15 5 SPT-3 6-8-9 7 10 -812.0- SPT-4 6-8-13 ]0 15 - 8070 SPT-5 6-8-11 ? 15 RESID UUM - Ve stiff d and brown mottled SANDY LEAN C?AY (CL), moist 20 SPT-fi 7 8 12 Baring temuna[ed at 20 feet 802.0 - - . I= = w0er not encountered during or immediately d i 20 er r lhnp. Caved at l {gi.2 feet. 25 797 0 . 25 30 792.0 30 35 787.0 35 40 782.0 40 n 0 w 45 77.0 45 u. C7 i ' v - x a 0 50 772 0 w . 5D O O O L LH 55 ?67A 10 20 30 40 50 60 70 - 80 90 100 11 SOIL TEST BORING RECORD REMARKS; Located near the northeast corner of proposed PROJECT: Eastern Middle School at Forbush BORING NO.: B-4 building. Elevation should be considered accurate to - COORD N: -I-/-3ft. COORD E: DRILLED: September 17, 2007 THIS RECORD IS A REASONABLE INTERPRETATION PROD. NO.. 6264-07-1368 PAGE I OF OF SUBSURFACE CONDITIONS AT THE EXPLORATIOI,,T LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE. GRADUAL. MACTEC Engineering and Consulting, Inc. D E P T If (R 0 5 IC 15 20 25 30 35 40 45 SO 0 55 SOIL CLASSIFICATION AND REMARKS SEE KEY SYMBOL SHEET FOR EXPLANATION OF SYMBOLS AND ABBREVIATIONS BELOW. L G E N D 1-s? „ IDUUM 5 if - t to hard red-brown to brown to gray micaceous SANDY SILT (ML), moist I? Boring terminated at 40 feet. Groundwater not encountered during or immediately after drillin . C d 3 ave at .7 feet. DRILLER: 7arrue (w/Bore & Core) EQUIPMENT: ATV-mounted CME-550 w/safety hammer METT-IOD: Hollow Stem Augers HOLE DIA.: 2-1/4" REMARKS: Located in the proposed baseball field area. Elevation should be considered accurate to +/-3ft. THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT TI4E EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER TIMES MAY DWFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRA'T'A MAY BE GRADUAL. E L E V (0) 806.0 801.0 796.0 791.0 786.0 781.0 176.0 171.0 166.0 '61.0 56.0- 751.0- 10 20 30 40 50 60 70 80 9o 300 SOIL TEST BORING RECORD PROJECT: Eastern Middle School at Forbush BORING NO.: B-S COORD N: COORD E: DRILLED: September 17, 2007 PROJ. NO.: 6264-07-1368 PAGE I OF MACTEC Engineering and Consulting, Inc. SAMPLES PL (%) NM I N-COUNT D T Y A FINES (%) E ° o N ® SPT (bp0 T 10 20 30 40 50 60 A 80 90 100 SPT-l 5-7-8 1 _ SPT-2 5-9-9 5 SPT-3 8-8-9 7 SPT-4 6-7-10 1Q SPT-5 5-7-9 15 SPT-6 7-9-12 20 SPT-7 9-20-21 25 SPT-8 15-16-18 30 SPT-9 12-26-30 35 SPT-10 16.19-26 40 45 50 D E P T II ?Ol 5 10 15 20 25 30 35 40 h d 0 45 n. x 50 P C7 O ..7 a O `^ 55 SOIL CLASSIFICATION L E SAMPLES PL M) NM (°io) LL (%) G E N-COUNT AND REMARKS T A FINES (%) V t Y SEE KEY SYMBOL SKEET FOR EXPLANATION OF N N 4 N v ®SPT (hpi) SYMBOLS AND ABBREVIATIONS BELOW. D (0) T E ID 20 30 40 SD 60 70 80 40 IDD - - - 846.0 RESIDUUM- Sliff to hard b own slightly micaceous to micaceous SANDY SILT 6ML), moist SPT-1 5.7-8 ' SPT-2 6-8-9 1 7 841.0 5 SPT-3 5-8-10 IB SPT4 6-8-10 10 836.0 SPT-5 10-12.16 35 -831.0- SPT-6 12-15-16 20 826.0 SPT-7 15-26-27 25 821.0 SPT -8 16-22-34 30 Boring terminated at 30 feet. 516.0 Groundwpter not encountered during or immediately after drllbn . T 7 feet. Caved at 2 35 811.0 40 806.0 45 $01.0 50 796.0 IU 20 SU 40 5U UU !U W VU lUU DRILLER: Jamie (w/Bore & Core) EQUIPMENT: ATV-mounted CME-550 w/safety hammer METHOD: Hallow Stem Augers HOLE DIA.: 2-1/4" REMARKS: Located in the proposed soccer field area. I should be considered accurate to +/-3ft. THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCA'T'IONS AND AT OTHER TIMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. SOIL TEST BORING RECORD PROJECT: Fastem Middle School at Forbush BORING NO.: 13-6 COORD N: COORD E: DRILLED: September 17, 2007 PROJ. NO.: 6264-07-1368 PAGE I OF 1 MACTEC Engineering and Consulting, Inc. L e P 1 H (0 0 5 1C 15 20 25 30 35 40 45 n. c? vi x 50 0 0 0 0 ` 55 SOIL CLASSIFICATION L r SAMPLES PL NM(%) LL(%) AND REMARKS a E D T N-COUNT A FINr:S (%) E V E Y 6 O SEE KEY SYMBOL SHEET FOR EXPLANATION OF N N ° SPT (bp>) SYMBOLS AND ABBREVIATIONS BELOW. D (0) T N } 10 20 30 40 50 60 70 80 90 100 1Ej r " ,. n 842.0 ID-UM - Vey stiff 'red-brown ELASTIC SILT WITH SAND (W, moist SPT-1 7-8-9 7 Medium stiff and stiff red-brown micaceous SANDY - SILT (ML), moist 0- SPT-2 -837 6-8-$ 1, C, . 5 SPT-3 5-4-4 g - 0 SPT-4 832 5-5-6 ediumdense Urown rr M ''caceous SILTY SAND (S% . 10 moist Bplk.san)ple obtained 10 to 15 fl. Liquid Lu1ut (LL - 56 Pl i i I d 1?= 16 ast c ty n ex ( % F h 9 2 0 i = 353 iner t an eve M D D it = 100 f SFT-5 827 0 4.7-9 aximum ry ens y .pe m l O ti t C t t = t 8% . 15 p mum ois ure on en . 1 N t l M i t C t t = 17 0% 1 a ura o ure on en s . -CBI-=2----------_-_ _..____--_-.! Stiff to hard brown micaceous SANDY SILT (ML), moist 0 SPT-6 822 6-7-8 . 20 0 SPT-7 817 20-21-25 . 25 0 SPT-$ 812 14-17-18 . 30 0 SPT-9 8D7 34-29-20 49 . 35 PARTIALLY WEATHEREDROCK (PWR) i SPT-l0 802 41-50/3" 0 0 samples as m caceous sandy silt, contains rock fragments . SPT-11 5012" l00 797.0 45 " Boring terminated at 48.7 feet. SPT-t2 5012 10 100 Groundwater not encountered during or immediately - 792.0 - 50 after drill''' Caved at feet. ti4? n DRILLER: Jamie (w/Bore & Core) EQUIPMENT : ATV-mounted CME-450 w/safety hanuner METHOD: Hollow Stem Augers HOLE DIA.: 2-1/4" REMARKS: Located in the proposed bus loop area in front of proposed school. Elevation should be considered accurate to +/-3ft. THIS RECORD IS A REASONABLE INTERPRETATION OF SUBSURFACE CONDITIONS AT THE EXPLORATION LOCATION. SUBSURFACE CONDITIONS AT OTHER LOCATIONS AND AT OTHER 'T'IMES MAY DIFFER. INTERFACES BETWEEN STRATA ARE APPROXIMATE. TRANSITIONS BETWEEN STRATA MAY BE GRADUAL. 10 20 30 40 50 60 70 80 90 100 11 SOJL TEST BORING RECORD ? y PROJECT: Eastern Middle School at Forbush BORING NO.: B-7 COORD N: COORD E: DRILLED: October 3, 2007 PROJ. NO.: 6264-07-1368 PAGE I OF 1 MACTEC Engineering and Consulting, Inc. LABORATORY TEST RESULTS COMMA TM TEST REPORT/ A T D-698 101C 101 ?? 99 a (D Q 97 95 93 TESTING DATA 7 2U 22 24 26 28 Date Tested iU/11/07 Water content, % Tested By A.IW 1 2 3 4 5 6 WM+WS 3889.9 3911.8 _ 3871.7 3641.7 WM 2055.5 2055.5 2055.5 ' 2055.5 ~ WW+T#1 760.8D 744.00 757.50 664.50 ^?^ ?^ WD+TIN 630.50 611.60 605.80 560.20 TARE R1 7. 10 9 . 20 9100 9.20 WW+T#2 WD+T#2 - TARE !12 _ MOISTURE 20,9 22.0 25.4 18.9 DRY DENSITY 100.5 100 , 8 95.9 99.4 _ TEST RESULTS Maximum dry density = 100.5 pcf Optimum moisture = 21.8 5Io Project No. 626407€368 Client: Yadkin County Schools Project: Eastern INfiddle School L') Furbush + Source: Borin 13-7 Sample too.: 07-255- i Elev MACTEC, Inc. Raleigh, North Carolina Curve No. 07-255-1 Test Specification: ASTM D 699-00a Modiod A Standard Preparation Method dry Hammer Wt, 5.5 lb. Hammer Drop 12 in. Number of Layers three Blows per Layer 2.5 ?T Mold Size .01333 cu.fl. Test Performed on Material Passing No"I Sieve NM _ 17.0 LL 56 PI f 6 - Sp.G. (ASTM D 854) ND %>No.4 0.0 %CNo,200 35.3 uscS SM AASHTO A-2-7 Date Sampled 10/4/07 Material Description Brown silty SAND Remarks: S;rmple cnrntains mica 10.0-15.0' Checked by: 1_131 Title: Lab Managor f=igure f i. MACTEC ? w MACTEC ENGINEERING AND CONSULTING, INC. RALEIGH, NORTH CAROLINA REPORT OF CALIFORNIA FEARING RATIO OF LABORATORY COMPACTED SOILS Performed in General Accordance with ASTIR! D18€33 PROJECT NAME: Eastern Middle School @ ParbUsh MACTEC PROJECT NUMBEt1:6264071368 SAMPLE IDENTIFICATION: Boring B-7,BLIII(, 10-15' DATE: 10/22/07 PENETRATION finches _STR LOAD DIAL ESS PSI 0.000 0 0 0.025 5 5 _ 0.050 8 _8 0.075 µ 14 0.100 19 ?.. 20 0.125 25 26 0.150 33 34 0.'175 40 42 0.200 47 . ----- 49 0.300' ?? /5 0.400 92 96 0.500 _-µ 110 115 MAXIMUM DRY DENSITY (pef): 100.8 OPTIMUM MOISTURRE (%): 21.8 COMPACTED VALUES - WET UN.1..T WEIGHT.. .:............... ... ........ 99 1.?. : . QRY UNIT WEIGI;IT 6`1 ........ ................... INITIAL. MOISTURE ........ ... 2" 21 9 ............. ..................................................................... PERCENT MDD: . 97.6 FINAL. MOISTURE CONTENT (°/n) AVERAGE: 22.3 .......... . ....... . ... TOP ONE INCH: 31.2 r-INAL UNC011REC T C-D GOnRI C"i'E1) CG I? % ar 0.10 inches of Penetration: 2.0 2.0 C13R (%) at 0.20 Inches of Penetration: 3.3 3.3 - STRESS-PENETRATION CURVE 140 120 S 00 1 T BO Fi 60 ). 40 20 0 0.000 0.050 0.100 0.150 0.200 0.250 0.300 0.350 0.400 0.450 0.500 PENETRATION (in) REMARKS: SOAKED SPECIMEN SURCHARGE WEIGH"I" -- 10 lbs.