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HomeMy WebLinkAboutSP201100011 Review Comments No Submittal Type Selected 2011-08-25file: / //C l/ Users / gbrooks /Documents/Eng_work/Eng_ work_ 2011 /LewisBridge /Lewis %20Bridge %20SP.txt From: Glenn Brooks Sent: Tuesday, June 14, 2011 1:58 PM To: 'nflsj 16 @gmail.com' Cc: Mark Graham Subject: Lewis Bridge SP Attachments: NicholsPeckBridge _forWyant _ s.pdf Dave, Mark let me know of your concerns regarding the SP for the Lewis Bridge. Perhaps it would help if you could see the other SP's submitted recently. The latest was the Nichols /Peck bridge, an application just like yours. I am attaching a bunch of sample material from that application, so you can see what is expected, and what would be consistent. You will find HEC -RAS output sections, a plan view of cross - sections, a plan for the bridge with structural engineer's letter and seal, field run topography, hydrology, etc. Most of this was submitted by Alan Franklin, working with Water Street Studio. Feel free to contact them also. Glenn file: / / /Cl/ Users / gbrooks /Documents/Eng_work/Eng_ work_ 2011 /LewisBridge /Lewis %20Bridge %20SP.txt8 /25/2011 10:55:04 AM Existing Bridge Proposed Bridge 3 w� J J � Ty EI �• � — - n'a� ' A a. z Man Abu�l 92 dT Igp.l 1 1 Call._ -. 4paclry • 95pa bn i' -] ^c-c l2" Beams G T-0" • IS'-0^ 3 �-I -4� n- f i i...- -•f -- ;ill I Irxxt+ +. ^dla. P•ST Cafl Lnm�' limp F:l•a1 1w. P;orrr 1:14tf 6S!P•SI' CSngVei$C Section E n&ERS I _E-. tcrn Vault Company, Inc Mx.p� -9.faP iL itlare•: 1. Cnw+r• w•rnf,+h •� M1�r.d •�>..• m.infer [P�1 Mrll r0, ne Sn• rhu+ :,. Pw. 1 Lwrnn •.rnlN +'. +%1 u. +. fk'].iwi n..i i.e u« roan f.}00 p•i. �. yre.. . «. ww.rcu inn rel.lail•n I'nl( in n .A4 PAI AJ16. m �. MI.waM- Ma.'I ha•i an ioirul n...m r yrxxi un. �wh �nJ. a0, arw„., nl� in x.Lma P.. Pn.r,mJ- J. RI! r•infnnlnp •eeci - nellrmfmn oo RSI-N Rfi1[Cr•dr W+•.1 •hall h imrnalN (H•rkl earrPt dlrcrc mural iMhmh•. i. Mi h•i+• •M1 �i mnf,.,.• r.. A -111. warn .� -M. A.� it R -.521 uxl - hall+rc ya+i.nixed iii wwwd.xr ST]1 x, Rll p[gry and n.i- ufWm�a drel i k k•i'all .•Mrm rr• +.a-.0, anu.nw +s �+1.- Ind i� •n.wrx..rui •l+Ti8.125- 8. CryM nl hemr. u+d lrranh Ir•+remd+nil Top. of beam• rhall hr fanwrr.r.[ W:rn tL.. [ lR'ax+pl�6ryf fLP SLV >nd 5ti.ilay. hr� K.a,. t-•e+..h.i[ i. I.mxciMHiJ• PP•NI & C5nT1'. 9- Vwd Jaufm ahoi he Pored ar crch -d -4 r •H' wld. b. M[ca•+•in•Plur Paardrail lurd•am Mae hr Iwr ulPl.al p+[•an=nl LP UW—Sn L P. erA .10,20 ran rA - +o•m rvl el.eif. rfeao $ $ Qw K. pfA sv m9a vc 790 s 790 a RAIUMO H0� 780 RO"O - -_— - -_z fO6YRR[O]aEY.1l.fE 780 770 770 760 7$0 a c 1¢ qqqq a ryry s. ps. s. s �c$ s p�s. p�s. d¢¢ 10 +00 11 +00 12 +00 3 w� J J � Ty EI �• � — - n'a� ' A a. z Man Abu�l 92 dT Igp.l 1 1 Call._ -. 4paclry • 95pa bn i' -] ^c-c l2" Beams G T-0" • IS'-0^ 3 �-I -4� n- f i i...- -•f -- ;ill I Irxxt+ +. ^dla. P•ST Cafl Lnm�' limp F:l•a1 1w. P;orrr 1:14tf 6S!P•SI' CSngVei$C Section E n&ERS I _E-. tcrn Vault Company, Inc Mx.p� -9.faP iL itlare•: 1. Cnw+r• w•rnf,+h •� M1�r.d •�>..• m.infer [P�1 Mrll r0, ne Sn• rhu+ :,. Pw. 1 Lwrnn •.rnlN +'. +%1 u. +. fk'].iwi n..i i.e u« roan f.}00 p•i. �. yre.. . «. ww.rcu inn rel.lail•n I'nl( in n .A4 PAI AJ16. m �. MI.waM- Ma.'I ha•i an ioirul n...m r yrxxi un. �wh �nJ. a0, arw„., nl� in x.Lma P.. Pn.r,mJ- J. RI! r•infnnlnp •eeci - nellrmfmn oo RSI-N Rfi1[Cr•dr W+•.1 •hall h imrnalN (H•rkl earrPt dlrcrc mural iMhmh•. i. Mi h•i+• •M1 �i mnf,.,.• r.. A -111. warn .� -M. A.� it R -.521 uxl - hall+rc ya+i.nixed iii wwwd.xr ST]1 x, Rll p[gry and n.i- ufWm�a drel i k k•i'all .•Mrm rr• +.a-.0, anu.nw +s �+1.- Ind i� •n.wrx..rui •l+Ti8.125- 8. CryM nl hemr. u+d lrranh Ir•+remd+nil Top. of beam• rhall hr fanwrr.r.[ W:rn tL.. [ lR'ax+pl�6ryf fLP SLV >nd 5ti.ilay. hr� K.a,. t-•e+..h.i[ i. I.mxciMHiJ• PP•NI & C5nT1'. 9- Vwd Jaufm ahoi he Pored ar crch -d -4 r •H' wld. b. M[ca•+•in•Plur Paardrail lurd•am Mae hr Iwr ulPl.al p+[•an=nl . � Floodplain Existing Conditions (Qloo = 6,125 cfs) from County Topography MoormansCountyTopo Plan: Plan County Ex 11/29/2010 Section 6 - Upstream 800 .04 � .04 .04 Legend 795 EG PF 1 .>= 790 WS PF 1 _4 785 crft PF 1 v— Ground w 780 Bank Sta 775 770 0 200 400 600 800 1000 Station (ft) a #6: WSE = 781.28 MoormansCountyTopo Plan: Plan County Ex 11/29/2010 Section 5 - US .04 —.04 .04 795 790 r 785 780 775 770 0 200 400 600 Station (ft) a #5: WSE = 778.89 Section #4: WSE = 777.03 Ex. Crossing Upstream: WSE = 777.04 Section #1: WSE = 763.91 MoormansCountyTopo Plan: Plan County Ex 11/29/2010 .04 .04 )1� .04 780 Legend 778 776 EG PF1 774 WS PF 1 772 - - IIVNVVIGGf - Crft 1 v 770 w Ground 76g Ineff 766 Bank Sta 764 0 200 400 600 800 Station (ft) 1000 Ex. Crossing Downstream: WSE = 776.18 MoormansCountyTopo Plan: Plan County Ex 11/29/2010 Section 3 - Just DS of Crossing 04— 04 .04 780 Legend 778 EG PF1 776 774 WS PF 1 o 772 Qit PF 1 770 Ground 768 Neff 766 Bank Sta 764 0 200 400 600 800 Station (ft) 1000 Section #3: WSE = 772.13 MoormansCountyTopo Plan: Plan County Ex 11/29/2010 Section 2 - DS Iµ .x '04 i. .04 795 Legend 790 EG PF 1 785 WS PF 1 780 Qit PF 1 775 Ground 770 Ineff 765 Bank Sta 760 0 200 400 600 800 1000 Station (ft) Section #2: WSE = 770.03 MoormansCountyTopo Plan: Plan County Ex 11/29/2010 Section 1 - DS .04 'I" .04 .04 _I 880 Legend 860 EG PF 1 840 WS PF 1 .4 820 Q'it PF 1 800 Ground w 780 half 760 Bank Sta 740 0 100 200 300 400 500 600 Station (ft) 700 Section #1: WSE = 763.91 Proposed Conditions MOO = 6,125 efs) from County Topography Proposed Crossing Upstream: WSE = 774.52 Moorm ansCountyPro Plan: Plan 11 11/29/2010 Section 6 - Upstream .04�.04� .04 800 Legend 795 CCi Q100 .>= 790 WS Q100 = 785 v— Crd 6100 w 780 Ground Ineff 775 Bank Sta 770 0 200 400 600 800 1000 Station (ft) Section #6: WSE = 781.28 Moorm ansCountyPro Plan: Plan 11 11/29/2010 Section 5 - US .04 —.04 .04 795 Legend 790 EG Q100 r WS Q100 785 C [Q100 780 Ground Ineff '701 Bank St. 7 0 200 400 600 800 1000 Station (ft) Section #5: WSE = 778.89 Moorm ansCountyPro Plan: Plan 11 11/29/2010 Section 4 - Just Upstream of Crossing .04 �.04 .04 780 Legend 778 EG Q100 776 774 WS Q100 o 772 Cri[ 6100 770 Ground 76g Ineff 766 Bank Sta 764 0 200 400 600 800 Station (ft) Section #4: WSE = 774.33 Moorm ansCountyPro Plan: Plan 11 11/29/2010 .04 .04 .04 780 Legend 778 EG Q100 776 774 WS Q100 = 772 v Crit 6100 770 w Ground 76g Ineff 766 Bank Sta 764 0 200 400 600 800 Station (ft) Proposed Crossing Upstream: WSE = 774.52 Section #1: WSE = 763.90 Moorm ansCountyPro Plan: Plan 11 11/29/2010 .04 .04 04 780 Legend 778 CCi Q100 776- 774 — — — — Crit Q100 = 772 v WS Q100 770 w Ground 768 Ineff 766 Bank Sta 764 0 200 400 600 800 Station (ft) 1000 Proposed Crossing Downstream: WSE = 773.69 Moorm ansCountyPro Plan: Plan 11 11/29/2010 Section 3 - Just DS of Crossing .04 .04 .04 780 Legend 778 EG 6100 776 774 WS0100 o 772 Crit 6100 770 Ground 768 Neff 766 Bank Sta 764 0 200 400 600 800 Station (ft) Section #3: WSE = 772.12 1000 MoormansCountyPro Plan: Plan 11 11/29/2010 Section 2 - DS 1 .04'.04 04 795 Legend 790 ECa 6100 785 WS Q100 780 Crit Q100 775 Ground 770 Ineff 765 Bank St. 760 0 200 400 600 800 1000 Station (ft) Section #2: WSE = 770.03 Moorm ansCountyPro Plan: Plan 11 11/29/2010 Section 1 - DS .04 'I" .04 .04 _I 880 Legend 860 CCi Q100 ,>= 840 WS Q100 8 820 Crit 6100 800- Ground w 780 760 Bank St. 740 0 100 200 300 400 500 600 Station (ft) 700 Section #1: WSE = 763.90 Existing Conditions (Q,00 = 6,125 cfs) Field Run Topography MoormansEXREV Plan: Plan 20 11/29/2010 Fourth Section �.04 .04 .04 782 Legend 780 EG 100 -yr r WS 100 -yr 778 Git 100 -yr 776 Ground 774 Ineff Bank Sta 772 -100 0 Station 175 (75' 100 200 300 400 500 600 700 Station (ft) upstream of crossing): WSE = 779.14 800 MoormansEXREV Plan: Plan 20 11/29/2010 JUST UPSTREAM OF BRIDGE .04.04 .04 780 Legend 778 EG 100 -yr WS 100 -yr .4 776 vGround Ork 1.0 -yr w 774 Ineff Bank St. 772 -200 0 200 400 600 Station (ft) 800 Station 110 (10' upstream of crossing): WSE = 778.83 MoormansEXREV Plan: Plan 20 11/29/2010 PROPOSED BRIDGE 04 04 .04 780 Legend 778 EG 100 -yr WS 100 -yr .4 776 vGround Git 1.0 -yr w 77q Ineff II�Bank Sta 772 -200 0 200 400 600 800 Station (ft) Station 95 Ex. Crossing Upstream: WSE = 779.27 MoormansEXREV Plan: Plan 20 11/29/2010 PROPOSED BRIDGE .04— JL .04 04 780 Legend 778 EG 100 -yr 776 WS 100 -yr g 774 :� -•4 GR 100 -yr M t�ryry HIIVVII� Ground 772 Neff 770 Bank Sta 768 -200 0 200 400 600 800 Station (ft) Station 95 Ex. Crossing Downstream: WSE = 778.18 Station 80 (10' downstream of crossing): WSE = 777.29 r MoormansEXREV Plan: Plan 20 11/30/2010 RRST SECTION 0 200 400 600 800 Station (ft) Station 0 (90' downstream of crossing): WSE = 775.79 WS 100 -yr Crit 100 -yr Ground Ineff Bank St. 1000 Proposed Conditions (Q,00 = 6,125 cfs) Field Run Topography MoormansREV Plan: Plan 21 11/30/2010 FOURTH SECTION �.04 .04 .04 782 Legend 780 WS 100 -yr r Crf1100 -yr 778 Ground 776 Ineff 774 Bank Sta 772 -100 0 Station 175 (75' 100 200 300 400 500 600 700 Station (ft) upstream of crossing): WSE = 779.12 800 MoormansREV Plan: Plan 21 11/29/2010 JUST UPSTREAM OF BRIDGE .04.04 .04 780 Legend 778 EG 100 -yr WS 100 -yr .4 776 vGround Crit 1.0 -yr w 774 Ineff Bank St. 772 -200 0 200 400 600 Station (ft) 800 Station 110 (10' upstream of crossing): WSE = 778.79 MoormansREV Plan: Plan 21 11/29/2010 PROPOSED BRIDGE .04 .04 fi .04 782 Legend 780 EG 100 -yr WS 100 -yr 778 — .s Crit 100 -yr y 776-- 76 w Ground 774 Ineff Bank Sta 772 -200 0 200 400 600 Station (ft) 800 Station 95 Proposed Crossing Upstream: WSE = 778.38 MoormansREV Plan: Plan 21 11/29/2010 PROPOSED BRIDGE 04 04 .04 782 Legend 780 EG 100 -yr 778 WS 100 -yr 776 Crit 100 -yr 774 Ground M 772- Ineff 770 Bank Sta 768 -200 0 200 400 600 800 Station (ft) Station 95 Proposed Crossing Downstream: WSE = 778.00 Station 80 (10' downstream of crossing): WSE = 777.29 r MoormansREV Plan: Plan 21 11/30/2010 FAR DOWNSTREAM 0 200 400 600 800 Station (ft) Station 0 (90' downstream of crossing): WSE = 775.78 WS 100 -yr Crit 100 -yr Ground Ineff Bank St. 1000 waterstreetstudio November 30, 2010 Mr. Glenn Brooks County of Albemarle Department of Community Development 401 McIntire Road Charlottesville, VA 22902 RE: Nichols /Peck Crossing of the Moorman's River — Comment Response Letter Pursuant to your letter dated November 11, 2010, this memorandum addresses the comments pertaining above referenced project. Our responses are listed in order with the numbering system similar to that which was employed in your comments. Please find the attached plan view document which shows the existing and proposed limits of the floodplain. The existing and proposed limits are essentially the same so only one line is shown on the drawing. HEC -RAS analysis was performed using cross - sections created from County GIS 4' topography to determine the flood limits shown on the drawing. The HEC -RAS results showing the cross sections with the water surface elevations for the existing and proposed conditions have also been included with this submittal. Similar results showing the cross sections and water surface elevations from HEC -RAS modeling using the field -run topography are also included. 2. The field survey and the County aerial survey elevations are based on the same vertical datum. The national mapping standard for accuracy for surveyed topography is %2 of the contour interval. That means the County 4' topography is plus /minus 2' which would explain the discrepancy you are referring to. Upon close examination and comparison of the two topography files, it is our opinion that they are different by approximately 1 foot., 3. 1 believe the bridge contractor has provided you with the additional structural information you have requested. In summary; • The proposed bridge will consist of four (4) 64' -3" precast, pre- stressed concrete beams fastened together and anchored to concrete abutments. The concrete beams are 3' wide and 2.25' deep. I believe drawings have been provided. • The bridge is designed to handle a HS -25 alternate military live load using AASHTO standard highway specifications. • There will be no additional decking over the beams. The top surface of the beams will be the driving surface. 4. The proposed culverts have been included in the analysis. We trust that the attached plans, narratives and responses will adequately address your comments. Please do not hesitate to call if you have any questions or comments. Sincerely, I> Alan . Eir�nlv9bea LQC. No. 35-326 ell Alan Franklin, PE /1 _10 111 3`d street se charlottesville, virginia 22902 434.295.8177 t waterstreetstudio.net otoz 10 330 U'- Aqza�j &L%�L "r 1141111�� NICHOLS /PECK CROSSING OF THE MOORMANS RIVER CALCULATIONS SUMMARY September 20, 2010 Project Description The applicant would like to replace the existing concrete 'low water' crossing with a concrete bridge span over the river. The existing crossing is more than 20 years old and will need to be repaired or replaced in the near future. It is the only means of access to the property. The applicant views the existing crossing as an unnatural nuisance for river travelers and wildlife and is excited about the opportunity to remove this obstruction from the river The applicant has retained the services of James Gentry of RVI Constructors to plan, design, and build a bridge over the river,. Mr. Gentry came highly recommended as he has installed many bridges for both VDOT and private residential customers. Mr. Vincent Pero of the U.S. Army Corps of Engineers has been briefed on -site by Mr. Gentry and is in general agreement with the proposed construction. He is awaiting the permit request. Water Street Studio has been retained to provide engineering calculations and model the effects the removal of the existing crossing and the addition of bridge abutments will have on 100 -year flood levels. Existing crossing The proposed bridge will consist of four (4) 64' -3" precast, pre - stressed concrete beams fastened together and anchored to concrete abutments. The concrete beams are 3' wide and 2.25' deep. The existing structure will be removed with the exception of the two end sections. The abutments will be constructed on.the two existing end sections. A picture of a similar installation has been included. The top of deck elevation is proposed at 781.00 which would put the bottom of the bridge at elevation 778.75. A plan and profile sheet and structural drawings have been included for your reference. Nichols /Peck Crossing of the Illloormans River Page 2 Calculations Summary Removal of the existing structure would create approximately 100 cubic yards of additional volume in the flood plain, however we calculated that the fill required for the abutments and approaches to be1.00 cubic yards. Calculations and HEC -RAS River Model The existing crossing, river, and floodplain were surveyed by Lincoln Surveying. on 8/6/10 and river cross - sections were computed and entered into HEC -RAS 4.1:0. Albemarle County 4' topography was used to supplement the field run topography along the "river left" (facing downstream) side of the survey provided by Lincoln Surveying, Four cross sections were entered into HEC -RAS, one 40' upstream of the existing crossing, one 9" upstream of the crossing, on 9' downstream of the crossing, and one 30' downstream. Additionally, the cross section of the existing crossing (concrete with 11 —15" culverts) was included in the model. The drainage area contributing to the Moomans River at the existing crossing was delineated from USGS maps that were imported into Autocad. The drainage area is 22,6 square miles. The 100 -year storm event was calculated using three methods for comparison. The Rural Regression Equation for Blue Ridge: Q(lc)o) = 735A0 80 = 735(22.6)0.68' 6,125 cfs Anderson Method: Q(aoo) = R(230)KAo.82T -0 :48 = (5.4 )(230)(1.015)(22.6)0.82)(3.83)' " _ 8,531 cfs (see attached hand calculations) SCS: See the attached Hydrocad output for the SCS method where soils type areas were approximated using percentages derived from a soils report generated from the USDA Natural Resource Conservation Service (NRCS) web site. (84% HSG B, 1 % HSG C, 15% HSG D). The SCS /Lag method was utilized to compute the time of concentration by using the hydraulic length of flow and the average land slope of the drainage area, which was calculated by building a computer surface model from contours. Q(100) = 10,313 cfs The average of these of three results was taken and entered into HEC -RAS as the 100 -year flow. Q(100) = (6125 + 8531 + 10313)/3 = 8,531 cfs This number seems a bit high when compared to the data from the closest stream gauge for the Moormans River (near Free Union) which shows the highest recorded flow of 19,100 cfs on June 28, 1995. Copies of this stream gauge data have been included for your reference. The drainage area at this stream gauge is 77 square miles, three times more than our study area. We are in the process of collecting rain gauge data from the Sugar Hollow reservoir to compare to the stream gauge data, but for the time being the calculated flow was used in the HEC -RAS model. Nichols /Peck Crossing of the Moormans River Calculations Summary Page 3 Existing Conditions HEC -RAS The following images are the highlights of the HEC -RAS output. A full report is available upon request. MoormansEX2 Plan: EXISTING CONDITIONS 9/20/20'10 EXISTING CROSSING .04 " .04 .04 782 780 778 776 i i 774 772 770 0 100 200 300 400 500 782 780 778 I � c °- 776 m I� iw 774 772 Station (ft) Cross section just upstream of crossing: WSE = 779.66 MoormansEX2 Plan: EXISTING CONDITIONS 9/20/2010 770 I. . , .. , .. r - r - °t -, , - r - r I -i i .. ; _ i i i 0 20 40 60 80 100 Main Channel Distance (ft) River profile: WSE = 779.66 @ upstream limits of existing crossing Legend EG 100-yr WS 100 -yrj Crit '100 -yr Ground Bank Sta j Legend EG 100 -yr WS 1r 00-yr ' Crit 100 -yr Ground Nichols /Peck Crossing of the Moormans River Calculations Summary MoarmansEX2 Plan EXISTING CONDITIONS 0120/2010 Page 4 Lagand ws 100 Vf Bunk S1 Perspective view: Looking upstream (Sugar Hollow Road on the right) Although, the calculated Q100 seemed a bit conservative, the modeled flood footprint closely agrees with the FEMA map (attached) and the applicant's photo narrative. Proposed Bridge HEC -RAS 782 780 _ 778 � � I 776 w 774 I i 772 Moormans Plan: Proposed 9/20/2010 PROPOSED BRIDGE i I .04 .04 .04 Legend EG 100 -yrI 1 WS 100 -yr Crit 100 -yrl Ground 0 Bank Sta 770 , , I . , , I I I , , , I . , . 0 100 200 300 400 500 Station (ft) Cross section just upstream of bridge: WSE = 778.76 Nichols /Peck Crossing of the Illloormans River Calculations Summary 782 780 778 c �—�° 776 w 774 772 M Moormans Plan: Proposed 9/20%20'10 20 40 60 80 Main Channel Distance (Ft) River profile: WSE = 778.75 @ upstream limits of bridge Moorinans Plan: Proposed 9/20/2010 100 Legend E-0 100-•yr . WS '100 -yr Crit '100 -yr j GrOUnd Perspective view: Looking upstream (Sugar Hollow Road on the right) Page 5 Legend .'S.'..rTfTi,i I i Ws 100•yr' Ground I 0.4Sta I Summary of HEC -RAS models The 100 -year water elevation drops from 779.66 at the upstream edge of the existing crossing to 778.76 at the upstream edge of the proposed bridge due most likely to the removal of fill from the main stream channel. S� VIN �� f flan nklin Lic. No. 35326 t V i BA. l a a ' 4 W `•y ,a dk Mp� J a 1.. I ..✓a'n14 i,� +`fie y ty�iAm.�l r j i d + .r e ��st 1 � Z ` { I f a; r• I ` d�` T. Z t S r. ` Y• `. Ay �r �r^t`S;Rn -,w � .. � � i. � b t r'- �.`�•t's gwy�yi,� t a ra acs ....... °rte Er isa l."1 , m �Issll s°tY r a,l1 !L.rV+F'a a � r y �� p ��+���✓? � ', i � I z �q r �%s,...• ': s - Y �3r }s ,• �� I ,� � � a r I4 �r�iE' -1c� 2 , u^, .V i >z ' s •� •,�, �'' CAI i�Y 5�"i'y. yr �4.,r .w.....�1'��i�f i „tu�,'�i d µ � °� �� �'"•rC ",-,, x '�+4 -r '•'C.. q" Y� 1... fi V �'r �+ N'a,'i,i. � t t ♦.'" T'+C }?; y/y- y�'.+;° � I . r." j � Ui"2: i1 1 na�i�� USGS Surfacc Water for Virginia, Peak Strc,unllow science far a changing world National • USGS Wate _R s� ource_s Page I ol' 2 USGS Horne Contact USGS Search USGS rata cJA0000y; GeogrOphic Arc;a: ff l GO Surfacr. Water vircgini-a L �l NeWS New Real -Time and Site Web Services! - updated ,Augt.t5t; 26, 2010 Peak Streamflo rr for Virginia USGS 02 032250 MOORMANS RIVER NEAR 'FREE UNION, VA Available data for this site Surface - water: Peak streamflow Albemarle County, Virginia Hydrologic Unit Code 02080204 Latitude 38 008'26 ", Longitude 78° 33'22" NAD27 Drainage area 77.0 square miles Gage datum 403.11 feet above sea level NGVD29 Water Date Year 1972 Jun. 21, 1972 1979 Sep. 06, 1979 1980 Apr. 09, 1980 1981 Feb. 20, 1981 1982 Jun. 13, 1982 1983 Apr. 03, 1983 1984 Feb. 14, 1984 1985 Aug. 18, 1985 1986 Nov. 04, 1985 1987 Sep. 08, 1987 1988 Nov. 29, 1987 1989 May 05, 1989 Gage Stream Height flow (feet) (Cfs) 20.20 15,1007 21.55 16,5007 12.31 6.05 12.73 15.48 15.48 6.91 20.41 14.78 7.97 9.43 3,800' 802 4,030 5,670 5,670 1,190 15,500 7,070 2,050 2,850 Peak StreamfloW Qualification Codes. Water Year ut Date 1990 May 10, 1990 1991 Oct. 23, 1990 1992 Apr. 21, 1992 1993 Nov. 23, 1992 1994 Nov. 28, 1993 1995 Jun. 28, 1995 1996 Sep. 06, 1996 1997 Jul. 24, 1997 2006 Nov. 29, 2005 2007 Oct. 07, 2006 2008 Apr. 28, 2008 2009 Apr. 03, 2009 e 1 -- Discharge is a Maximum Daily Average G6j ldt5� Ga a Stream 9 Height (feet) 7.12 14.33 20.86 17.84 8.47 22.28 21.67 6.70 15.46 10.52 5.79 6.97 flow (Cfs) 1,580 6,540 16,300 11,200 2,320 19,100 17,800 1,080 7,890 3,280 713 1,200 a2-7,6 - O Z m X� �2 p Z O m X -- % � xff O � p m Mal r p Z m 1 I T 0{ 0 3 N 3 n (D CL ail O O A)=� A ® A ® ®� °A ao® oAl 0a 0 0 � m�33°, 70C'O `0G a Oz B i 30b , P o it o e cm � i D ® -33 (5 o Oq a wC coin� FJ ((ap 9 e`�t� y 0 0 .Ci N f� ` if gY•� Z T CA 0 i CL m��c pm O� irzg ull 91 Sa0 w =3 a .r. dc 0 Cw7C mag 8I r~17� R�7 _+a) m"" c 0 O 1WPI sg"NgE y W 3 'C iJf e+7 O C9 3 S -n p a y• z U) t� O �OAi N Q� g O 3 Or C �D 9 v 3 �� p m as r,!: ' p Z O m X -- % � xff O � p m Mal r p Z m 1 I T 0{ 0 3 N 3 n (D CL ail O O A)=� A ® A ® ®� °A ao® oAl 0a 0 0 � m�33°, 70C'O `0G a Oz B i 30b , P o it o e cm � i D ® -33 (5 o Oq a wC coin� FJ ((ap 9 e`�t� y 0 0 .Ci N f� ` if gY•� Z T CA 0 i CL m��c pm O� irzg ull 91 Sa0 w =3 a .r. dc 0 Cw7C mag 8I r~17� R�7 _+a) m"" c 0 O 1WPI sg"NgE y W 3 'C iJf e+7 O C9 3 S -n p C GENERAL NOTES: SPAN LAYOUT: (4) 64 FT ( + / -) PRESTRESSED CONCRETE SOX REAMS, TOTAL WIDTH = 12' -0 ". BEAM DESIGN IS BY OTHERS CAPACITY: HS20 -44 LOADING SPECIFICATIONS: CONSTRUCTION - ,VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS, 1997 DESIGN - AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, 1996, 1997 AND 1998 INTERIM SPECIFICATIONS; AND VDOT MODIFICATIONS DEFORMED REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. FOOTINGS FOR ABUTMENTS SHALL BEAR ON ROCK. DESIGN BEARING CAPACITY OF FOUNDATION SHALL BE 4 TONS /SQ. FT. MIN. BASIS OF DESIGN GRADE AND STREAM ELEVATIONS ARE AS NOTED IN DETAIL. ALL DESIGN ELEVATIONS AND STREAM INFORMATION ARE BY OTHERS. Stephen D. Barber Lie. No. 825731 M®1— 1 Gam_ 10 'k'S�IQNAL _ DUNBAR MILBY WILLIAMS PITTMAN & VAUGHAN, PLLC CONSULTING STRUCTURAL ENGINEERS 110 Third Street NE Charlottesville, VA 22902 (434) 293 -5171 FAX (434) 977 -5191 4 G AV PROJECT NAME: 6094 SUGAR HOLLOW PROJECT NUMBER: 1008-52 DRAWING TITLE: GENERAL NOTES DATE: 09/16/10 SCALE: DESIGNED BY: DRAWN BY: SDB SDB CHECKED BY: DRAWING SDB NUMBER: ITA= ".a w z _ °O I UJI 00 o Q O Q C3 W: GL � z W � M zOIz © u.� z W b, < S U 1C W CO Z u- w co W w j t �O I pz� wx CF; i= v Z ()m N Z 0Lu0 M 0 rN" W10 YQo N z wm x o a s ¢ �z(L ¢ QA ZE ° J ' , Q.'• ' ,r >fl At W, a O 0 Q CV \ OI C7 (0 \ ?JAB ..Z \ c� \ X ± J z m C U w i O W 1 Q w O J O m Q Z m IL CID LJJ f- J ^ O > U) _ II \ 1 1 1 14, �O N= �J 0LU OO i- J ■ ■ UJ uj LIJ Wes.-. CV� O� QV Oti Ozw OMZ >z d> 0 l—M F- uja. NZ a.� QO n- -A a.cl� QC1j � � o CO II DUNBAR MILBY WILLIAMS PROJECT NAME: 6094 SUGAR HOLLOW PROJECT NUMBER: 1000'52 PITTMAN & VAUGHAN, PLLC ABUTMENT 09/16/10 CONSULTING STRUCTURAL ENGINEERS DRAWING TITLE: DATE: 110 Third Street NE Charlottesville, VA 22902 SCALE: 1,r�n = -0 {{ DRAWN BY: SIB G DRAWING 2 ®� (434) 293 -5171 FAX (434) 977 -5191 DESIGNED BY: SQB CHECKED BY: SDB NUMBER: nichols Type// 24 -hr 100 -yr Rainfall = 8.50" Prepared by Water Street Studio Printed 9/20/2010 HydroCAD® 9.10 s/n 06424 @2010 HydroCAD Software Solutions LLC Page 1 Summary for Subcatchment 1S: Nichols - Moormans SCS Runoff = 10,312.68 cfs @ 14.77 hrs, Volume= 4,327,190 af, Depth> 3.59" Runoff by SCS TR -20 method, UH =SCS, Time Span= 8.00 -30.00 hrs, dt= 0.10 hrs Type II 24 -hr 100 -yr Rainfall = 8.50" Area (ac) CN Description 12,106.000 55 Woods, Good, HSG B 130.000 70 Woods, Good, HSG C. 2,228.000 77 Woods, Good, HSG D 14,464.000 59 Weighted Average 14,464.000 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 211.0 46,250 0.3300 3.65 Lag /CN Method, Based on average land slope and flow length 11, 11, 10, 10. 9,000 8,500 7, 7, 6, 6, a 5, M 5, 4,500= 4,000= 3,500- 3,000-: 2,500 2,0001 1,500 . 1,000 500= 0" 8 9 10 11 12 Subcatchment 1S: Nichols - Moormans SCS Hydrograph i.. -------------- Runoff 10,312.88 cfs 0 14.77 hrs 12unoff =10,312.68' cfs @'14.77 h`rs :Type 11.24 =hr 100 -yr Rainfall =8.50" Rurioff Area= 14,464.000 ac Runoff Volume= 4,327.190 4,327.190 of Runoff :Depth >3.59" Flow .Length 46,25_ 'S16pe =0.3300'/' Tc =211.0 m'in CN =59 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Time (hours) 29 nichols Type// 24 -hr 900 -yr Rainfall = 8.50" Prepared by Water Street Studio Printed 9/20/2010 HydroCAD® 9.10 s/n 06424 02010 HydroCAD Software Solutions LLC Page 2 Hydrograph for Subcatchment 1S: Nichols- Moormans SCS Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 8.00 1.02 0.00 0.00 8.10 1.04 0.00 0.00 8.20 1.06 0.00 0.00 8.30 1.08 0.00 0.00 8.40 1.10 0.00 0.00 8.50 1.12 0.00 0.00 8.60 1.15 0.00 0.00 8.70 1.17 0.00 0.00 8.80 1.20 0.00 0.00 8.90 1.22 0.00 0.00 9.00 1.25 0.00 0.00 9.10 1.28 0.00 0.00 9.20 1.30 0.00 0.00 9.30 1.33 0.00 0.00 9.40 1.36 0.00 0.00 9.50 1.39 0.00 0.00 9.60 1.41 0.00 0.00 9.70 1.44 0.00 0.00 9.80 1.47 0.00 0.00 9.90 1.51 0.00 0.04 10.00 1.54 0.00 0.12 10.10 1.57 0.00 0.23 10.20 1.61 0.01 0.42 10.30 1.65 0.01 0.64 10.40 1.69 0.01 1.27 10.50 1.73 0.02 2.02 10.60 1.78 0.02 3.14 10.70 1.83 0.03 4.64 10.80 1.88 0.03 6.52 10.90 1.94 0.04 9.65 11.00 2.00 0.05 13.00 11.10 2.06 0.06 18.00 11.20 2.14 0.07 23.54 11.30 2.22 0.09 31.13 11.40 2.31 0.11 41.04 11.50 2.41 0.13 52.03 11.60 2.61 0.18 67.10 11.70 3.01 0.31 83.30 11.80 3.66 0.56 112.81 11.90 4.83 1.14 147.28 12.00 5.64 1.61 192.42 12.10 5.80 1.71 251.35 12.20 5.94 1.80 327.41 12.30 6.06 1.88 476.53 12.40 6.16 1.94 637.87 12.50 6.25 2.00 888.60 12.60 6.32 2.05 1,176.59 12.70 6.39 2.09 1,501.03 12.80 6.45 2.13 1,878.55 12.90 6.51 2.17 2,274.51 13.00 6.56 2.21 2,757.47 13.10 6.61 2.24 3,254.50 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 13.20 6.66 2.27 3,827.95 13.30 6.71 2.30 4,437.07 13.40 6.75 2.33 5,077.41 13.50 6.79 2.36 5,768.92 13.60 6.83 2.39 6,450.58 13.70 6.87 2.41 7,073.96 13.80 6.90 2.44 7,686.29 13.90 6.94 2.46 8,209.89 14.00 6.97 2.49 8,687.06 14.10 7.00 2.51 9,113.51 14.20 7.03 2.53 9,446.63 14.30 7.06 2.55 9,757.21 14.40 7.09 2.57 9,939.09 14.50 7.12 2.59 10,097.71 14.60 7.15 2.61 10,205.85 14.70 7.18 2.63 10,284.37 14.80 7.20 2.65 10,307.74 14.90 7.23 2.67 10,217.39 15.00 7.25 2.68 10,117.79 15.10 7.28 2.70 9,976.38 15.20 7.30 2.72 9,826.21 15.30 7.33 2.74 9,630.69 15.40 7.35 2.75 9,405.25 15.50 7.37 2.77 9,161.50 15.60 7.40 2.79 8,875.48 15.70 7.42 2.80 8,581.46 15.80 7.44 2.82 8,234.81 15.90 7.46 2.83 7,876.48 16.00 7.48 2.84 7,541.82 16.10 7.50 2.86 7,224.78 16.20 7.52 2.87 6,923.56 16.30 7.54 2.89 6,663.26 16.40 7.56 2.90 6,407.33 16.50 7.58 2.91 6,173.54 16.60 7.59 2.93 5,945.37 16.70 7.61 2.94 5,730.04 16.80 7.63 2.95 5,525.51 16.90 7.65 2.96 5,328.89 17.00 7.66 2.98 5,155.20 17.10 7.68 2.99 4,983.79 17.20 7.70 3.00 4,821.80 17.30 7.72 3.01 4,662.49 17.40 7.73 3.03 4,508.66 17.50 7.75 3.04 4,360.05 17.60 7.77 3.05 4,214.78 17.70 7.78 3.06 4,080.38 17.80 7.80 3.07 3,947.94 17.90 7.81 3.09 3,831.05 18.00 7.83 3.10 3,719.13 18.10 7.84 3.11 3,610.00 18.20 7.86 3.12 3,503.91 18.30 7.87 3.13 3,400.88 nichols. Type 1124 -hr 900 -yr Rainfall =8.50" Prepared by Water Street Studio Printed 9/20/2010 HydroCAD® 9.10 s/n 06424 @2010 HydroCAD Software Solutions LLC Page 3. Hydrograph for Subcatchment 1S: Nichols - Moormans SCS (continued) Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 18.40 7.89 3.14 3,309.03 18.50 7.90 3.15 3,218.39 18.60 7.92 3.16 3,131.06 18.70 7.93 3.17 3,044.91 18.80 7.94 3.18 2,965.42 18.90 7.96 3.19 2,894.18 19.00 7.97 3.20 2,822.92 19.10 7.98 3.21 2,751.48 19.20 8.00 3.22 2,680.49 19.30 8.01 3.23 2,619.24 19.40 8.02 3.24 2,561.89 19.50 8.03 3.25 2,505.20 19.60 8.05 3.26 2,449.45 19.70 8.06 3.27 2,395.06 19.80 8.07 3.27 2,347.00 19.90 8.08 3.28 2,299.76 20.00 8.09 3.29 2,253.22 20.10 8.10 3.30 2,207.00 20.20 8.11 3.31 2,163.63 20.30 8.12 3.31 2,124.76 20.40 8.14 3.32 2,085.68 20.50 8.15 3.33 2,045.19 20.60 8.16 3.34 2,004.61 20.70 8.17 3.35 1,968.61 20.80 8.18 3.36 1,934.90 20.90 8.19 3.36 1,900.47 21.00 8.20 3.37 1,864.76 21.10 8.21 3.38 1,829.82 21.20 8.22 3.39 1,799.76 21.30 8.23 3.39 1,770.49 21.40 8.24 3.40 1,740.37 21.50 8.25 3.41 1,709.75 21.60 8.26 3.42 1,680.45 21.70 8.27 3.43 1,653.74 21.80 8.28 3.43 1,627.26 21.90 8.29 3.44 1,601.88 22.00 8.30 3.45 1,576.73 22.10 8.31 3.46 1,553.86 22.20 8.32 3.46 1,532.42 22.30 8.33 3.47 1,510.85 22.40 8.34 3.48 1,488.99 22.50 8.35 3.49 1,467.44 22.60 8.36 3.49 1,448.51 22.70 8.37 3.50 1,430.13 22.80 8.38 3.51 1,411.48 22.90 8.39 3.52 1,392.64 23.00 8.40 3.52 1,374.70 23.10 8.41 3.53 1,359.00 23.20 8.42 3.54 1,343.36 23.30 8.43 3.55 1,327.25 23.40 8.44 3.55 1,311.04 23.50 8.45 3.56 1,296.69 Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 23.60 8.46 3.57 1,283.85 23.70 8.47 3.57 1,270.79 23.80 8.48 3.58 1,257.12 23.90 8.49 3.59 1,243.77 24.00 8.50 3.60 1,234.35 24.10 8.50 3.60 1,226.00 24.20 8.50 3.60 1,217.05 24.30 8.50 3.60 1,207.56 24.40 8.50 3.60 1,198.33 24.50 8.50 3.60 1,189.92 24.60 8.50 3.60 1,181.39 24.70 8.50 3.60 1,170.37 24.80 8.50 3.60 1,158.59 24.90 8.50 3.60 1,146.48 25.00 8.50 3.60 1,134.04 25.10 8.50 3.60 1,120.44 25.20 8.50 3.60 1,102.78 25.30 8.50 3.60 1,084.63 25.40 8.50 3.60 1,064.20 25.50 8.50 3.60 1,042.99 25.60 8.50 3.60 1,018.36 25.70 8.50 3.60 989.66 25.80 8.50 3.60 960.55 25.90 8.50 3.60 929.85 26.00 8.50 3.60 898.81 26.10 8.50 3.60 864.22 26.20 8.50 3.60 828.27 26.30 8.50 3.60 792.66 26.40 8.50 3.60 757.52 26.50 8.50 3.60 722.10 26.60 .8.50 3.60 685.36 26.70 8.50 3.60 648.54 26.80 8.50 3.60 613.36 26.90 8.50 3.60 578.88 27.00 8.50 3.60 545.01 27.10 8.50 3.60 512.05 27.20 8.50 3.60 479.57 27.30 8.50 3.60 449.40 27.40 8.50 3.60 419.60 27.50 8.50 3.60 391.53 27.60 8.50 3.60 364.30 27.70 8.50 3.60 338.61 27.80 8.50 3.60 315.53 27.90 8.50 3.60 292.98 28.00 8.50 3.60 273.25 28.10 8.50 3.60 254.01 28.20 8.50 3.60 236.86 28.30 8.50 3.60 220.84 28.40 8.50 3.60 205.60 28.50 8.50 3.60 191.86 28.60 8.50 3.60 178.43 28.70 8.50 3.60 166.82 nichols Type// 24 -hr 100 -yr Rainfali =$.50" Prepared by Water Street Studio Printed 9/20/2010 HydroCAD® 9.10 s/n 06424 @2010 HydroCAD Software Solutions LLC Page 4 Hydrograph for Subcatchment 1S: Nichols- Moormans SCS (continued) Time Precip. Excess Runoff (hours) (inches) (inches) (cfs) 28.80 8.50 3.60 155.55 28.90 8.50 3.60 145.12 29.00 8.50 3.60 135.22 29.10 8.50 3.60 125.83 29.20 8.50 3.60 117.55 29.30 8.50 3.60 109.40 29.40 8.50 3.60 101.97 29.50 8.50 3.60 94.69 29.60 8.50 3.60 88.27 29.70 8.50 3.60 82.43 29.80 8.50 3.60 76.75 29.90 8.50 3.60 71.45 30.00 8.50 3.60 66.26 4 SEP 2 2 2010 COMMUNI F `f DEVELOPM1 NT SPAN LAYOUT: (4) 64 FT ( + / -) PRESTRESSED CONCRETE BOX BEAMS. TOTAL WIDTH = 12' -0 ". BEAM DESIGN IS BY OTHERS CAPACITY: HS20 -44 LOADING SPECIFICATIONS: CONSTRUCTION - VIRGINIA DEPARTMENT OF TRANSPORTATION ROAD AND BRIDGE SPECIFICATIONS, 1997 DESIGN - AASHTO STANDARD SPECIFICATIONS FOR HIGHWAY BRIDGES, 1996, 1997 AND 1998 INTERIM SPECIFICATIONS; AND VDOT MODIFICATIONS DEFORMED REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60. FOOTINGS FOR ABUTMENTS SHALL BEAR ON ROCK. DESIGN BEARING CAPACITY OF FOUNDATION SHALL BE 4 TONS /SQ. FT. MIN. BASIS OF DESIGN GRADE AND STREAM ELEVATIONS ARE AS NOTED IN DETAIL. ALL DESIGN ELEVATIONS AND STREAM INFORMATION ARE BY OTHERS. 1t-&® T� �� Stephen D. Barber Lie. No. 025731 � DUNBAR MILBY WILLIAMS PITTMAN & VAUGHAN, PLLC CONSULTING STRUCTURAL ENGINEERS 110 Third Street NE Charlottesville, VA 22902 (434) 293 -5171 FAX (434) 977 -5191 PROJECT NAME: DRAWING TITLE: SCALE: DESIGNED BY: SDB 6094 SUGAR HOLLOW PROJECT NUMBER: 1008-52 GENERAL NOTES DATE: DRAWN BY: SDB DRAWING CHECKED BY: SDB NUMBER: 09/16/10 L. A. GATES COMPANY ENGINEERS AND CONSULTANTS September 14, 2010 Mr. Brian Struble, General Manger Eastern Vault Company P.O. Box 1134 Route 460 & Courthouse Road Princeton, West Virginia 24740 Re: Mormans River Bridge Rehabilitation Project RVI Constructors, Inc. Project #: MRBR -1001 \ Dear Mr. Struble: LESLIE C. GATES, P.E. CHAIRMAN L. A. GATES, P.E. PRESIDENT J. W. CANTLEY, JR., P.E., P.S. EXECUTIVE VICE PRESIDENT As requested, we have reviewed the attached shop drawings and design plans. Shop drawings for the beams are in accordance with the contract design plans provided to us. The contract plans were sealed by a registered Professional Engineer in the state of North Carolina, certifying that the beams meet the HS25 design loading conditions. Virginia DOT requires that bridges meet the AASHTO HS25 loading condition. As noted above, the provided beams comply with this loading condition. Sincerely, 0���,�I,T.I~•� o BRIAN MATTHEW BAIR Y Lic. No. 046201 w O��SSJONAL E�O ./'k � Brian M. Bair, P.E. L.A. Gates Company TELEPHONE 304.256.1640 2302 SOUTH FAYETTE STREET BECKLEY, WV 25801 FAX 304.256.1617 Cn O s pp IMTCN LME�TO MEET B.. -._A OVE \ \ MATG LINE C -T- I, z 1 '� �_• -_ Cm ty �lY7n .�� g ell x � ' f ..{ ' •�� f' f��. l � { 'r NY VIF VVV" r � {/ \ � •f' � 4 ' � CD CD - - '� f�`' - ti� '�� titi I� �� �``ti, + ti5 - C—D 10� N 4 I I J / � ��� - k4 \, �� 4.�� .�� � rr � ��f it .' f�l f i � ! 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PV STA -10 +73 I - - PVI / o / 0 1 J-- O ELEV = 781.00 - / \ � O 772.8 781.00 � 1 1 L- 0 '� I I I I N 30 o 0 \ ' I Q0 o 1 0 c� I O z + 770.9 O � '� O X = rn RM \ I Q 781.00 \ CO / O s \ Q rn ' m I °I M l 771.0 I < O A _ - v e 781.00 I 11 , CO �v , M o ISO I , \�- - - �- 7 _ M // ___co M 1 X 773.7 _ � PVI TA 11 +40.3 � - - -- � I 00 _- _ - 781.00 PVI ELEV = 781.00 / � LO p n I p p I I 776. 9 I x �0 0 / I \ �Z: - - � X _ � x I � � o 780.02 \ Cn I �� \ °O z G) x U0 \ ' 776.8 o 779.02 o, O LO / X + 776.3 778.02 Q X X LO C) LO / II O � X X � 776.5 \ X / 777.02 ► I o rn O I 0 < X\ C-0 -4 \ \ o Cn 776.7 00 776.7 rn o ' = C"d o I o Q0 X\ 0 \� m I X o I � d7 00 C0 O O O O I o C2 PLAN AND PROFILE waterstreetstudlo Ill third street se Nichols /Peck Crossing of the Moormans River char ❑tt414 le va 2 902 29� R177 REVISIONS Albemarle County, Virginia 09.16.10