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Home My WebLink AboutSDP199100014 Plan - Approved 1992-05-29 .., - 8. t 12 to, 'J/Cf/vEfl MINOR REVISION TO MILLSTON - OF IVY SITE P ' ENG,� 2 i� ‘03 / s Eoliva / ,,,- , vi , ci, N 434 oe' io" //i /4'0.75' 1 // _fro • ' // I�ai1 /�, / I ' // It /' V • Q /' �0 . , 9, / ci_oc 62 la, I , -;--7/ . , / / . .. , A ,-,,,. ..‘,.,,,,, ,, , 0 , , , 0 . / ,/ • z4 .Ee .-'3 , , 199,7 : , •spz . , .._.,k. , ( A ..v . , / , ___ ) ,,, / ... ,, . 0/ 0 -7,\, 7"--- IP /' / r * Ct° i // //644 eill A , . , -_--./c Nitt -,f-, ,t).,/ / , ,- /z . ti!4#%4,, ,,,,,, ,, 0 14/,, : ce / / 0 4/10 z _ , , ri. dilli /40- te -- .X4 ,, 4 ',' • /. ,' Cii / 0 / ,. , \ 4 le, /// 1 . 111 ' ifF- / V • li% a / 14 °o / a // 1x ; / / • lb /A / te / ti0� a c• /' / / / / ' : O4 / R•\ a / / / :3/ O,. / L / /0 ~ i / // `de cl / '• •. // /i l // ,��... f, / t.,, / i t -j QO' '$ -vr' • i.,.., / . . : II AI, ,E _ART m SUN' Y / kv �qY �� e ► d ,; eR1►L:.' ..la` � o A/Fi I •e •'v.;.e.;.!;•:.' / I WO / *r \ Ni / ! t ,.42 ( /: • %WA'1 NW ' J / 112d1 ' / / / I / / NOTES : . THIS SKETCH IS FOR THE CONSTRUCTION OF 3 PARALLEL PARKING SPACES AS SHOWN. 2. PARKING SPACES SHALL BE A MINIMUM OF 10' WIDE BY 20' LONG. 3. CONSTRUCTED SECTION SHALL BE VDOT TYPE D BLOTTED SEAL COAT PLACED OVER 6"-VDOT #21A STONE ON A COMPACTED SUB-GRADE. I.. 6"X6"X8' PRESSURE TREATED TIMBERS ANCHORED W/18" REBAR SHALL BE INSTALLED AS WHEEL STOPS AS SHOWN. - i. DISTURBED AREAS BEYOND THE EDGE OF AVEMENT SHALL BE SEEDED & MULCHED IMMEDIATELY IN ACCORDANCE WITH THE SI = PLAN SPECIFICATIONS. . STANDARDS AND SPECIFICATIONS DETAILED ON THE FINAL SITE PLAN FOR MILLSTONE OF IVY, INC., PREPARED BY SUSAN AITKEN RIDDLE, P.E. DATED 5-30-91 SHALL APPLY. . OWNERS: JAMES H. AND SUE H. WILLIS P.O. BOX 140 IVY VA 22945 . ADJACENT PARCEL T.M. 58,P,37C OWNED 'Y JAMES H. & SUE H. WILLIS AILLSTONE OF IVY , INC , SHEET 1 OF 2 USAN AITKEN RIDDLE, P.E. 1006 EAST JEFFERSON ST. CHARLOTTESVILLE, VA 22902 :17 MAY 1992 804-296-3293 MINOR REVISION TO MILLSTONE OF IVY SITE PLAN REVISION TO STORMWATER DETENTION CALCULATIONS (5/30/91 ) - Rati.onal ! ormul a 11?,`ODA%S►NG D "CaNT IC44 Ar e: Number C Area (ac:) CA • 0. 900 0. 050 0. 045 ASIDE 2 0. O. 0'70 0. 021 DMA 0. 900 900 0. 064 0. 05 t eer 4 0. 300. :_'•00 0. 966 0. 290 Row Weight.od Totals: 0=0. 359 1 . 150 0. 413 Time of concentration= 10 min Period Intensity Peak: Flow (years) (in/hr) (cfs) 4. 20 1 . 74 5. 00 :2. 07 5. 60 2. 32 25 f5. 55 '. 71. 50 '7. 5 3. 00 100 B. 00 3. 31 NOTES : 1 . ADDITIONAL 3 PARKING SPACES INCREASES THE IMPERVIOUS AREA SHEETFLOWING OFF-SITE, BYPASSING DETENTION TO 0.064 ACRES. 2. SEE RATIONAL FORMULA CALCULATIONS ABOVE. 3. POST-DEVELOPMENT 10-YEAR FLOW BYT'ASSING DETENTION IS INCREASED FROM 2.27 C.F.S. TO 2.32 C.F.S. 4. ALLOWABLE RELEASE RATE SHOWN ON ; ALCULATIONS DATED 5/30/91 STILL APPLIES. 5. ALLOWABLE 10-YEAR RELEASE RATE: PRE-DEV 4.2 C.F.S. - POST-DEV. BYPASS 2.3 C.F.S. + OFFSITE 0.1 = 2.0 C.F.S. MILLSTONE OF IVY , INC . SHEET 2 OF 2 SUSAN AITKEN RIDDLE, P.E. 1006 EAST JEFFERSON ST. CHARLOTTESVILLE, VA 22902 27 MAY 1992 804-296-3293 Runoff Control Permit Application 1JAO Millstone of Ivy Site Plan Albemarle County, Virginia Rf�t March 11 , 1991 ; Revised 30 May,1991 JUN 5 Page 1 of 6 FNG/ /99/ NEE/4G MODULE 1 - GENERAL INFORMATION •1A •The site is currently undeveloped, wooded with a mix of hardwood and coniferous trees, sloping at 8-10%. Site development proposed is as shown on the Final Site Plan prepared by Susan A. Riddle, P.E., dated 11 March 1991 , rev. 5/30/91 •1 B •Existing topography is shown on the attached Final Site Plan prepared by Susan A. Riddle, P.E., dated 11 March 1991 , revised 30 May 1991 . •1 C •Proposed topography is shown on the attached Final Site Plan prepared by Susan A. Riddle, P.E., dated 11 March 1991 , revised 30 May1991 . •1 D -See Soil Erosion & Sediment Control Plan for limits of soil types •1 E -On-site soils (Information from SCS Soil Survey of Albemarle County) ••Cullen Loam (SCS Soil Type 19B) covers 95% of site •A deep well-drained soil -Surface layer: Reddish loam, 8" thick •Sub-soil: Red clay & clay loam, 52" thick •Sub-strata: multi-colored loam •Erosion hazard is moderate Depth Permeability Erosion Factor (in.) (in./hr.) K T 0 - 8 2.0 - 6.0 0.37 4 8 - 67 0.6 - 2.0 0.24 4 ••Hayesville Clay Loam (SCS Soil Type 37C3) covers front 5% of site •A deep well-drained, strongly sloping soil -Surface layer: Yellowish red clay loam, 4" thick •Sub-soil: Red clay & clay loam, 47" thick •Sub-strata: multi-colored sandy clay loam, 79" thick -Erosion hazard is slight Depth Permeability Erosion Factor (in.) (in./hr.) K T 0 - 7 2.0 - 6.0 0.20 5 7 - 58 0.6 - 2.0 0.24 5 58-83 0.6 - 2.0 0.20 5 MODULE 2 - TIMING AND STABILIZATION •2A,B -Grading and construction will commence immediately upon obtaining an erosion control permit from the County of Albemarle and will continue until completion. Projected startup date is April 1 , 1991 , with completion by September 1 , 1991 . SUSAN AITKEN RIDDLE, P.E. P.O. BOX 75 FREE UNION, VA 22940 804-978-1015 Runoff Control Permit Application Millstone of Ivy Site Plan Albemarle County, Virginia March 11 , 1991 ; Revised 30 May, 1991 Page 2 of 6 MODULE 3 - RUNOFF CHARACTERISTICS FOR EX. CONDITIONS •3A •Runoff from the site is currently via sheet flow. Approximately half of the site drains to a culvert at the easterly corner of the site, going under S.R. 738. The other halfe of the site drains to a roadside ditch along S.R. 738 westerly to a culvert under the Dettor Edwards road to the west. Peak flow for existing, pre-development, conditions have been computed by the rational formula for the 10-year and 25-year storms as follows: Q=CxIxA A = area = 2.5 acres C= runoff coefficient = 0.3 Tc = time of concentration = 10 minutes I = Rainfall Intensity •I�o = 5.6 inches/hour •I25 = 6.55 inches/hour •Qi o = runoff = 0.3 x 5.6 x 2.5 ac. = 4.20 c.f.s. •Q25 = runoff = 0.3 x 6.55 x 2.5 ac. = 4.91 c.f.s. Applying the Universal Soil Loss Equations for the Pre-development Conditions: • Total Sediment Loading: Ls = R (K) (LS) (C) (P) (Sd) R = rainfall factor = 175 (for Albemarle County) K = soil-erodibility factor = 0.37 (Per SCS Manual) LS = slope-length factor = 2.03 (Table 1 , SCS Manual) C = site cover/cropping management factor = 0.012 (Table 2b, SCS Manual for 80% ground cover, 75% canopy ) P = erosion control practice factor = 1 (all land uses except cropland) Sd = sediment delivery ratio = 0.27 ( Figure 1 in Runoff Control Guidelines by RW&SA, overland distance = 350' ) •Ls = ( 175 x 0.37 x 2.03 x 0.012 x 1 x 0.27 ) x 20001b./ton = 851.75 lb/ac/yr • Total Phosphorous Loading: Lp = Ls (Fp) Fp = total phosphorous conversion factor = 0.006 (all land uses except developed) Ls = as shown above = 851 .75 lb/ac/yr •Lp = 851 .75 x 0.006 = 5.110 lb/ac/yr •3B •See the drainage area as shown on the Soil Erosion Control Plan on Sheet 2 of the Final Site Plan attached. Runoff Control Permit Application Millstone of Ivy Site Plan Albemarle County, Virginia March 11 , 1991 ; Revised 30 May, 1991 Page 3 of 6 MODULE 4 - RUNOFF CHARACTERISTICS DURING CONSTRUCTION •4A •Runoff will be controlled during construction via sediment traps, silt fence and inlet protection as shown on the Soil Erosion Control Plan on Sheet 2 of the Final Site Plan attached. •4B •See the drainage area as shown on the Soil Erosion Control Plan on Sheet 2 of the Final Site Plan attached. MODULE 5 - TEMPORARY RUNOFF CONTROL MEASURES •5A,B •No temporary measure are required except as indicated on the Soil Erosion and Sediment Control Plan. MODULE 6 - PERMANENT RUNOFF CONTROL MEASURES •6A •See Final Site Plan attached •6B,C •A stormwater detention seepage trench will be employed as the permanent runoff control measure. Details are shown on the attached Final Site Plan and calculations are attached. MODULE 7 - RUNOFF CHARACTERISTICS AFTER DEVELOPMENT •7A •Peak flows for proposed, post-development, conditions have been computed by the rational formula for the 10-year and 25-year storms as follows: •Post-development portion of site picked up by proposed detention Q=CxlxA A = area = 1 .38 acres C= runoff coefficient = 0.379 Tc = time of concentration = 10 minutes 110 = 5.60 inches/hour 125 = 6.55 inches/hour •Q10 = runoff = 0..379 x 5.60 x 1 .38 ac. = 2.93 c.f.s. •Q25 = runoff = 0.379 x 6.55 x 1 .38 ac. = 3.43 c.f.s. Runoff Control Permit Application Millstone of Ivy Site Plan t Albemarle County, Virginia March 11 , 1991 ; Revised 30 May, 1991 Page 4 of 6 •Post-development portion of site bypassing proposed detention Q=CxIxA Right-side entrance road to grass-lined ditch A = area = 0.12 acres C= runoff coefficient = 0.55 Tc = time of concentration = 10 minutes Q10 = runoff = 0.55 x 5.60 x 0.12 ac. = 0.37 c.f.s. Q25 = runoff = 0.55 x 6.55 x 0.12 ac. = 0.43 c.f.s. Sheet Flow off of site Q=CxIxA A = area = 1 .03 acres C= runoff coefficient = 0.329 Tc = time of concentration = 10 minutes 110 = 5.6 inches/hour 125 = 6.55 inches/hour Q10 = runoff = 0.329 x 5.60 x 1.03 ac. = 1.90 c.f.s. 025 = runoff = 0.329 x 6.55 x 1 .03 ac. = 2.22 c.f.s. •• Total runoff bypassing detention 010 = 2.27 c.f.s. Q25 = 2.65 c.f.s. •Post-development sediment and phosphorous loading ••developed portion of site assumed to be similar to 10 DU per acre S = 152 lb/ac/yr (table 2) P = 1 .22 lb/ac/yr (table 2) Runoff Control Permit Application Millstone of Ivy Site Plan Albemarle County, Virginia March 11 , 1991 ; Revised 30 May, 1991 Page 5 of 6 •(a)Developed portion of site picked up by proposed detention Area = 0.64 acres LS = 1 .06 Sd = 0.30 •Sediment Loading Ls = S (LS) (Sd) = 152 x 1 .06 x 0.30 = 48.336 lb/ac/yr •Phosphorous Loading Lp = P (LS) (Sd) = 1 .22 x 1 .06 x 0.30 = 0.388 lb/ac/yr •Developed portion of site bypassing proposed detention (b)Right-side entrance road to grass-lined ditch Area = 0.12 acres LS = 1 .40 Sd = 0.31 •Sediment Loading Ls = S (LS) (Sd) = 152 x 1 .40 x 0.31 = 65.968 lb/ac/yr •Phosphorous Loading Lp = P (LS) (Sd) = 1 .22 x 1 .40 x 0.31 = 0.529 lb/ac/yr (c)Developed portion of site sheet flowing off of site Area = 1 .03 acres LS = 1 .50 Sd = 0.26 •Sediment Loading Ls = S (LS) (Sd) = 152 x 1 .50 x 0.26 = 59.280 lb/ac/yr •Phosphorous Loading Lp = P (LS) (Sd) = 1 .22 x 1 .50 x 0.26 = 0.476 lb/ac/yr •7B •See the drainage area as shown on the Soil Erosion Control Plan on Sheet 2 of the Final Site Plan attached. • Runoff Control Permit Application Millstone of Ivy Site Plan Albemarle County, Virginia March 11 , 1991 ; Revised 30 May, 1991 Page 6 of 6 MODULE 8 - COMPARISON OF PRE-DEVELOPMENT AND POST- DEVELOPMENT RUNOFF CHARACTERISTICS •8A Un-Developed Site Developed Developed (un-controlled) (controlled) Qip (c.f.s.) 4.2 5.08 4.5 (a) Ls (lb/ac/yr) 851 .75 48.336 24.168* (a) Lp (lb/ac/yr) 5.110 0.388 0.097* (b) Ls (lb/ac/yr) 851 .75 61 .286 61 .286 (b) Lp (Ib/ac/yr) 5.110 0.492 0.492 (c) Ls (lb/ac/yr) 851 .75 65.968 65.968 (c) Lp (lb/ac/yr) 5.110 0.529 0.529 (d) Ls (lb/ac/yr) 851 .75 59.280 59.280 (d) Lp (lb/ac/yr) 5.110 0.476 0.476 •• Developed Sediment and Phosphorous Loadings do not exceed the limits of Ls = 135 or Lp = 0.68, as set forth by Albemarle County Ordinance. *Based upon "soakage pit", 50% removal of suspended solids, 75% removal of nutrients. • . . . , . . , • •",,,,i'l..1 • :. :' • . 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OZ "Z 07, ".1.7 -(7.: (s+0) (Aq/uT) (sA-eaA) mold lead AlTsua4uI poTAad uTm 0T :::.u0T4.0.4quaDuon +0 awl' 27,g "0 082 -1. !1/2 "0 r.sTeq.ol palubtam 660 '0 022 '0 0 gZI "O OtZ "0 002 "0 OTWO OL2 *0 I H:•1 (ne) eaAti ;:) JaciwnH ..).A0 t.. ..- 1.S d.i.C.-2 •'JV S a, 0 ""I'D N 9 c„filtiNaacl sizi2 .con --Lsod - v inw...iod Tv?uo T-}e8 . n .1.ii %N.0 k....s..\s. . .. ^ \C>tL \ - * ROUT VERSION 5. 4 ** PROJECT: MILLSTONE POND; 10YR; 5/30 ** DATE: 1/ 1/ 1900* lTypes: 1 : Weir; 2: Pipe; 3: Ri5er ) Structure 1 __________ 1 : Type 3: Riser ` Weir: 2: Elevation (ft) 0. 00 ' 3: Length (ft) 0.00 4: Coefficient 0. 00 Riser: 5: Elevation (ft) 672. 60 . 6: Diameter (in) 12. 00 � 7: Orifice Elevation (ft ) 671 . 10 8: Orifice Diameter (in) 10. 00 9: Orifice Elevation (ft) . 0.00 10: Orifice Diameter (in ) 0.00 11 : Orifice Elevation (ft) 0.00 ' � 12: Orifice Diameter (in) 0. 00 Pipe: 13: Invert Elevation (ft) 671 . 10 14: Diameter 6n) 12. 00 / 15: Orifice Diameter (in) 12. 00 ^` 16: Length (ft) 25. 00 17: Manning 's n 0.013 ' 18: Slope (ft/ft) 0. 020 19: Entrance Loss Coefficient 0. 5 ' Surface: 20: Initial Elevation (ft) 671 . 10 . � , ° Storage Pond Characteristics: Section Elevation Area /~'3c`�� '�� (ft) (sq ft) ------------------------- I 671 . 1V 0. 00 2 671 . 50 540. 00 , 3 672. 00 720. 00 4 674. 00 1480.00 5 674. 50 1770. 00 ~ .` Controls RW- = Riser acting as a weir RO = Riser actznq as an orifice . PI = Horizontal pipe in in1et control PO = Horizontai pipe in outlet rontro| Time Inflow Riser [otal Elev Storage (min) (cfs) (cfs> (cis) (ft) (cu ft) _____________________________________________________ 0. 0 0. 00 0. 0 0. 00 671 . 10 0. 00 2. ' 0.59 0. 1 0. 13 671 . 28 30. 72 4. o 1 . 17 0. 4 0. 42 671 . 48 102. 89 6. 0 1 . 76 0. 8 0. 84 671 . 69 207. 67 8. 0 2. 35 1 . 3 1 . 32 671 .88 326. 24 10. 0 2"93 1. 8 1 . 84 672. 06 454. 50 12. 0 2. 58 2. 1 2. 12 672. 18 546. 80 14. 0 2. 2. 2 2. 15 672.21 571 . 22 xV 6 2 13 672 19 556 16. 0 1 .�"o ' '2. 1 76. , . � 18. 0 1 &3 ' .2. 1 2. 06 672. 14 510. 58 20. 0 1 . 18 1.8 1 . 79 672.05 441 . 20 ` 22.0 0. 83 1 . 5 1 . 48 671 .94 363. 52 ' 24. 0 0. 47 `.1 . 1 1 . 14 671 .82 281 . 80 26. 0 0. 12 0.8 0. 80 671 .67 197. 46 C)f' �uT o~� * ROUT VERSION 5. 4 ** PRO'}ECl : MILLSTONE POND; 25YR; 5/30 ** DATE: 1/1/ 19H0* - (Types: ! :Weir; 2: Pipe; 3: Riwer) Structurp 1 -............. '-- - ' It Type 3: Hiner Weir: 2: Elevation (ft) �. 00 3: Length (it) 0. 00 4: Coefficient 0. �V Riser : 5: Elevation (it ) 672. 60 � 6: Diameter (in) = 00 7: Orifice Elevation (ft) 671 . 10 8: Orifice DiameLer (in) 10. 00 9: Orifice Elevation (it) ` 0. 00 10: Orifice Diameter (in) 0. 00 It: Orifice Elevation (it) 0.00 ` 12: Orifice Diameter (in) o. 0o Pipe: 13: lnvert Elevation ( Ft) 671 . 10 14: Diameter tin) 12. 0(> , � 15: Or/ifice Diameter (in) 12.00 ^ ^ 16: Length (it) 25. 00 17: Manning 's n 0. 013 IS: Slope (ft/ft) 0. 020 19: Entrance Loss Coefficient 0. 5 Surface: 20: Initial Elevation (it) 671 . 10 . � Storage Pond Characteristics: Section Elevation Area . (it) (sq it) ______________________________ 1 671 . 10 0. 00 2 671 . 50 540. 00 ~ 3 672, 00 72V.00 4 674. 00 1480.00 5 674. 50 1720. 00 ' . Tontrol : RW = Riser acting as a weir � RO = Riser acting as an orifice . ^� �- PI = Horizontal pipe in inlet control PO = Horizontal pipe in outlet control ^ Time Inflow Riser Total Elev Storage (min) (cfs) (cfs) (cfs) (it) (cu it) '___________________________ - 0. 0 0. 00 0. 0 ' 0. 00 671 . 10 0. 00 2. 0 0. 69 0. 1 0. 15 671 . 30 4.0 1 . 37 0. 5 0. 49 671 . 52 120. 19 6. 0 2.06 1 ,U 0. 98 671 . 75 242. 05 ` 8~0 2. 74 1 . 5 1 . 55 671 . 96 381 . 17 10. 0 � 2 1 2. 09 672. 16 531 . 69 i - 2. 28 ,P1 657. 07 �� 2. 3�� 6��8 715. 77 ' ` ` � � ' 1��.'0 ` 20 '. 2 �4i 2. 37 6109 72O. 67 . �^ ^ 18. 0 1'/ 79 2. 3 2. 31 672. 34 678. 28 20. 0 1. 38 2. 2 2. 19 672124 597. 05 � ` 22. 0 0. 97 2. 0 1 . q8 672. 11 488. 55 24. 0 0. 55 . 1 . 5 i . 49 671 . 95 3u7. 49 26. 0 0. 14 1 . 0 1 . 04 6/1 . 77 253. 48 � \ ` * H(>U ( vEHSIUN U. 4 ** Vku..LUi | (1 LAN \ oNL | tXW//; ) v'/W.; n/ L" WIL; (Types: 1 : Weir; 2: Pipe; Akiser ) Structure 1 ----------r 1: Type 3: Rzsor Weir : 2: E] evatiun ( Ft ) 3: Length (ft) 4: CoefficienL 0. 00 Riser: 5: Elevation (fL) 672.60 6: Diameter (in) 12. V0 . 7: Orifice Elevation (ft) ' 671 . 10 8: Orifice Diameter (in) 10. 00 9: Orifice Elevation (ft) ' 0. 00 ' ' 10: Orifice Diameter (in) o. VU ` 11: Orifice Elevation (ft) o. 00 ' 12: Orifice Diameter (in) 0. 0V ^ f Pipe: 13: Invert Elevation (ft) 671 . 1'0 ^ ' 14: Diameter (in) 12. 00 15: Orifice Diameter (in) 12.00 16: Length (ft) 25. 00 17: Manning 's n 0. 013 - IS: Slope (ft/ft) 0. 020 . � 19: Entrance Loss Coefficient 0 5 � . ` Surface: 20: Initial Elevation (ft) 671 . 10 . � ' Storage Pond Characteristics: Section Elevation Area (ft) (sq ft) .. . . -___-______-- - ° 1 b71 . 10 0. 00 � 2 671 . 50 540.00 3 672. 0V 720. 00 , 4 674. 00 14H0.00 .~ 5 674. 50 1720. 00 � . � ' Control : RW = Riser acting as a weir RO = Riser acting as an orifice PI = Horizontal pipe in inlet control PO = Horizontal pipe in outlet control rime Inflow Riser Total Elev Storage (min) (cfs) (cfs) (cfs) (fL) . Wu ft) ' . ------------------------------------------------_______-___- �. 0. 0 0. 00 0. 0 0. 00 671 . 10 v. (0 2.0 0.84 0. 2 0. 17 671 . 32 42. 80 4.0 1 . 68 0. 6 0. 60 671 . 58 146. 60 6. 0 2.51 1 . 2 1 . 20 671. 84 295. 14 8. 0 3. 35 1 . 9 1 . 09 672. 08 464. 98 . ` 10. 0 4. 19 1. 3 2. 30 672. 33 6b7. 38 ` 12. 0 3. 69 2. 5 �. 54 672. 53 850. O4 1A . 0 3. 18 2. 7 RW 2. 71 672. bJ 950. 40 �^ 16. 0 2. 68 2. 8 RW 2. 84 67". 66 980. l0 18.0 2. 18 2. 7 RW 2. 60 672. 62 939. 94 � 20. 0 1 . 68 2. 6 2.55 672. 53 857. 50 22. 0 1 . 18 2. 4 2. 59 672. 40 731 . 9� Lu-Zae _ ..• LANE �� •• ILL JI IL PROJECT /Y11cGsroN6 Dec wy - -- BY.V4.e/oDcE DATE g//0/ SIDE CUT 2 MED. FILL Earth Protective Lining STA. TO STA. A O. 0. C A C Slope j n•.03 n•.05 nt015 2 WS/CA W%A.WStA INCR. ACC. Tc I2 O2 or Ff•FI � VEL On VEL. DEP. On DEP. I10 Om DEP REMARKS 2-05 o7'16 o sz z4 ,izg8 .r248 S S.4 DI 8 1; 35 3•-1 - - 7•i .89 33' r 2+9 5 /f34 G5 • : A4 .052 •052.5 5,4- 0.3 , ..53610, 3•° • 7•/ .37 .z4' / 4 To t o /_ EX. INGt. Inc/ D°'' 4 • /- // O?/c CvL'L C .3 A5-dC� .M'2- .2%8 (O 4 Z !2 3`0 3 S•� ,/, p 5°' /t65 O1i1 G .1 4: .0732 ,o7ij S 5.4- .40 0., 3.2 ?•I .52 .3' D�/G 738 3S s .0630 ,t3GZ 5 5.4 .14- ST, Z to 7,{ .97 .4I_ I -- /2 J' cmu' Or-/ 2 = 2 c�s� /Gr///O = o• 92 Aik/- a.