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FDP202000036 Narrative Floodplain Development Permit 2020-09-25
SHIMP ENGINEERING, P.C. Design Focused Engineering September 25, 2020 Frank Pohl, PE County Engineer Department of Community Development 401 McIntire Road, North Wing Charlottesville, Virginia22902 RE: Horseshoe Farm Pedestrian Bridge Narrative Dear Frank, Thanks in advance for reviewing the attached floodplain development application for the Horseshoe Farm Pedestrian Bridge. This application is to show that the construction of the proposed bridge causes no rise of the regulatory base flood elevation for the South Fork Rivanna River. As part of the bridge construction, the client seeks to disturb a minimal area within the floodplain to install footers for the bridge span and ramps. This disturbance, along with erosion control measures, will be shown on the VSMP plan WPO2020-02 which is under review. As was stated above, analysis of the bridge and its construction shows no rise in the regulatory BFE. This was concluded by the following methods: 1. Creation of an Effective Model 2. Creation of a Corrected Effective Model showing additional cross sections near the proposed bridge 3. Creation of a Post -Project Model with the bridge added 4. Comparison of the Post -Project Model elevations with the Effective Model elevations 5. Conclusion that the addition of the bridge does not cause an increase in elevations shown in the Effective Model 6. Determination of Bridge Deck Elevation based on Post -Project Model See below for additional detail on the analysis. 1. Creation of an Effective Model Shimp Engineering created an Effective Model for the South Fork Rivanna River in the vicinity of the project study. This included generating cross sections based on LIDAR data obtained from Virginia Geographic Information Network (VGIN). The LIDAR point data was converted into 2' contours which were plotted in state plane using ESRI ArcGIS and Autodesk AutoCAD software. Shimp then imported Albemarle County Spatial Data (roads, driveways, and buildings) into the CAD basemap. Shimp then georeferenced the Effective FIRM Map as an underlay to this data, and mapped the flood data for the project area. The Study analysis FIRM Cross Sections T (Station 10.32 miles above the confluence with the Rivanna River) to Station Z (Station 12.33 miles above the confluence of the Rivanna River, just downstream of the Moorman River). The model was terminated using the published flood elevations from the HEC-2 data from the South Fork Rivanna Flood Study obtained from FEMA. To complete the model, Shimp matched the remaining parameters, such as manning's values and steady flow data, with the data from the Albemarle County Flood Insurance Study published in 2005. 912 E. High 5t. Charlottesville, VA 22902 1434127.5140 1 shimp-engineering.com 2. Creation of a Corrected Effective Model showing additional cross sections near the proposed bridge Since the effective model did not have enough cross sections to sufficiently analyze the bridge area, Shimp created a Corrected Effective Model. This model was a duplicate of the Effective Model, with the addition of 5 cross sections in the vicinity of the bridge. These 5 new cross sections were generated from LIDAR data of the area. Manning's values were chosen based on observations made by Shimp Engineering staff from a site visit. 3. Creation of a Post -Project Model with the bridge added To analyze the effects of the bridge constructed on flood elevations, Shimp then created a Post - Project Model. This model was a duplicate of the Corrected Effective Model, with the addition of the bridge. 4. Comparison of the Post -Project Model elevations with the Effective Model elevations Shimp then compared the Post -project flood elevations with the Effective Model Flood elevations to determine if the bridge caused a rise in the regulatory 100-yr base flood elevation. 5. Conclusion that the addition of the bridge does not cause an increase in elevations shown in the Effective Model. Finally, to complete the study, Shimp compared the base flood elevations (BFE) in the project vicinity. The results were that the bridge causes no rise of the effective model BFE, and causes no rise compared to the regulatory BFE published in the 2005 Albemarle Flood Insurance Study (FIS 2005). FIS 2005 REGULATORY EFFECTIVE CORRECTED POST - BFE MODEL BFE EFFECTIVE BFE PROJECT BFE FIRM SECTION Z 426.1 425.44 424.84 424.89 STATION 12.33 FIRM SECTION Y 421.7 420.69 419.16 41928 STATION 11.91 FIRM SECTION X 417.5 417.25 416.81 416.99 STATION 11.62 STATION 11.59 (UPSTREAM - 416.67 416.87 BRIDGE FIRM SECTION W STATION 11.32 415.3 415.18 415.18 415.18 FIRM SECTION V 411.5 411.05 411.05 411.05 STATION 10.89 912 E. High St. Ch a rlorresville,VA229021434.227.5140 1 shimp-engineering,com 6. Determination of Bridge Deck Elevation based on Post -Project Model Finally, Shimp determined a minimum elevation of the bridge chord (bottom of deck) based on the Post - Project Model. The bridge chord shall be constructed at NAVD88 elevation 417.0 or higher. This elevation is informed both by the Effective FIRM which shows a regulatory BFE of about 416.9 at the bridge, and based on the Post -Project Model BFE of 416.5 at the upstream portion of the bridge station. Figure 1: Post -Project Model BFE at Bridge Upstream If you have any questions or concerns about this study, please feel free to contact me at keanenshimp- engineerina.com or by phone at 434-299-9843. Regards, Keane Rucker, EIT Shimp Engineering, P.C. 912 E. High St. Ch a rlorresville,VA229021434.227.5140 1 shimp-engineering,com CONTENTS r_ln►[•]reT4IN.»Iso] I WORK MAPS EFFECTIVE MODEL CORRECTED EFFECTIVE MODEL POST -PROJECT MODEL ININx"IUlaIIOki ► SELECTIONS FROM EFFECTIVE FLOOD INSURANCE STUDY EFFECTIVE HEC-2 STUDY DATA ANNOTATED FIRM 0 0 Y j4> -�'r F a1� • � � - � M �t •.F 1 t y.a rcY aw } ° 419 ZONE����'" o Y A a ZONE U 1 . 46 % i ZoneX Y Effective 4 1 42 C 1 iA 'ram / s TOQi HEC RA5: I I .C2 i i Fcrip FIRTM: X ZO E /► r , Zone AE e Effective .._ % P 417 v _ 1 , Pede5triar x ` ZOE ' 3ridge Y 1 �oodwa < �� ecctive��E 1 1° TM P 2 -63A a /� HORSESH E CV LLC A �'� HEC RAS: I -32 ir `e FIRM: W 195.7 AC ,y o ;' ♦ ` \ I. INN a \, sa .. \ Y ♦ , ♦. ♦a0 P�y J'. 414 / o h 0 " \ C.J ONE x o PNE ,s 300 0 300 600 900 SCALE: 11f=3001 Z % i 1 Y w♦ � Y I 1 o if ,J 1 , A s0 409 1' I 1, NE 05 X-1' ; HEC RA5: 10.32 FIRM: T A �1 47. 0 TH n s U 14 A f \ mot' A �f C) v JUS 1N M-SIiGIP a 1 !1 _ < 'f` i. _r.- ., ic. N . 45183 HORSESHOEFARMPEDESTRIANBRIDGE ANNOTATED FIRM 09 25-2020 VER77CAL DATUM.• NA VD88 h`v .oAss 410 SHWEMMEERM P.C. ENGINEERING-LANDAUNI'G -PROJECT MANAGEMENT 912 EAST HIGH ST PMONE: (43 ) 227-5140 WORK MAPS II L-19 0 tl� II / Ili liill �i // i G / one AE ffective \` --- - A / \ 1 __1 i -- -- / _ ice`=_____-_ �/ ` � ``♦ \`\\\ \ 11 I I, , \ 1 \\\\\\\\II 1 3 1 1\ 1 II 1 it at I1,111 1 / / 1 1 / 1,11 1 'III %IIII IIni I lei%%%ii�l I l IIIIIIl I//i i //(/IIII I I I l it I 111I II j/ 1 i /' _. I /•/ 1 //////' /f I l 1 I III//1) I I iii Ij\It I I 1 I III1111 I/ \ _s_`_�___ • /IIII// (/ / 1 l 1 _`- 1 / I I I n I / II 111011M j �i, 1 : 1 \ 0i' --/ _-IIII _� f'/ l \ 1 ♦ 1\I III ill /,i II\ ",.. 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TOOTER oD PI I�I /`� / ����.. OVER HEPIERS ��. C. APPROX. % d• 10' PEDESTRIAN TRUSS BRID �l� I GEate vv�V II I \IA�I III \ \ vv III / I I) II \ V APPROX. .� / � BOTTOM CHORD ELEV=417.0 I I I III III 1 Il \\ \ \ \ \ \ \ \ or, WIDE i DECK ELEVa420.0 SUPPORT 03 O EFFECTIVE BFE=416.9 TOWER POSTPROJECT BFE=416.5 , I lIII�I l(l ((I` I CONIC SHALLOW � FOUNDATION /FOOTERI �03� 6 Q- � Q.3-- 05PAPPROX. \ I I I I I I I I \V I I I I I\ 1\ V\ \\\ V II \V A \ vv v v\ v APPROX. V ' �/ , 1 1 1, 7x12I WIDE , % I 1 I V A V I I A I \ \ \ \ \ BANK �✓ 1 SUPPORT wIlliI \ \ I \ \ \ / I V � � ✓✓ / /� '— V C> / / 1 1 I II TOWER � � I1 v, v\ � // ✓ / // // -/ ' / ) � // ; ;�; llllll 11/�i// '///,�/l l I (�, I i � , I v I I I v v v v /��' , /� � ��, �,/,✓/// � vv I, ;'// I / //✓ I ��� IIII IlI 111 ✓lull/ / / /, / I / ' ' i I v � v v< .o I I \ \ ( \ \ I IIII \ I I A \ \ I \ v \ \ \ \ v v �\ ��\vV 1�1�\��vv� � �/ /I \ / 1///�' 1 ♦� v l/� / I 1 1 10 v�v v I/ l >) ��-_ J �� i ♦� v / r � I I I� II/� I I I I I ` � v I v v� I v � v II I (IIII// // / r ��11/ � I / I / } � I� /✓ I II\ � v I \ v \ � 1�1 ' / / l I , l /�l/ / � �/ / (/_l � � / / / � v✓� � � l I / I � I I III I vvA v,v A 1 I \ v 1 � � vv v v \ v v � v / \R ✓/�/ / /�i1 // ✓, % 90 It It > /✓ 1 v > � / / /I � I '` / I ' � I 1 � ����j/l/// j���//�l'�//// / �/✓/ �/ � / ///' I I I :/�/�/�I=\ I\� I\ IV � I ,l IIII _��—� �� !�� /��/ � /I �I �� � � I� �> /���/! I ��1 � j I I j ll/ l l///'�//// / � � �/ // � /✓ /' �I / 495 490 485 480 475 470 465 460 455 450 445 440 435 430 425 420 415 410 405 400 395 390 C C 0 3805_ ------------------ ------------------- — ------------------ — ----------------- • ----\—i Rim----1------ 0 MEN ----� ' 7l����i•'i- • �!�-��i•!i-------� ■ l-ifIN �elelle1mmim e1el-ml-melelii----- �lm ■ i——e>_�------ ��flle1e1e1 i—.—�����— INS mm 0 0 SIEMENSSOMEONE ----� ----- ----- I------- �������� ------- ------� �� 131 --Y f,i>- ■ i -- Y•111:h1:111r::7�! •e �C-�il-�7 • •e • •• 1111 ■ Ell •• ---E.-/:1.1{U'J -------- ���s=Nz•nz«:�a,IHlaaa:•ils,s,��s,ssts,■ ----l�--/i!! ------- •• • • •• • • •• • •• • •• • •• HORSESHOEFARMPEDESTRIANBRIDGE WORKMAP3.- BRIDGEPLAN& PROFILE 09 25-2020 VERTICAL DATUM. NAVD88 495 490 485 480 475 470 465 460 455 450 445 440 435 430 425 420 415 410 405 400 395 390 �fl O v JUSTIN M. SH W Y Lic. No. 45183 w,Qr 1 o s5 MAL E� • • 50 100 150 SCALE: 1 • SIIII�ENGINEERING, P.C• ENOINE.E,RING-MA IANNING-PROJECTHAM GEMENT 912 EAST HIGH ST PHONE: (434) 227-5140 CHARLOTTESNLLE, VA 22902 JV STNGSNIMP-ENCINEERINC.COM EFFECTIVE MODEL HEC-RAS Plan: MULTIPLE EFFECT. River SOUTH FORK RIVAN Reach: SOUTH FORK Profile: 100-YR Reach River Sta Pro6e. Q Total Min Ch El W.S. Elev Crll W.S. E.G. Elev E.G. Slope Val ChM ROW Area Top Width Froude # Chi (cis) (ft) (ft) (it) (ft) VIM) OVS) (sp ft) (ft) SOUTH FORK 12.33 100-YR 38200-00 393.00 425.44 426.40 0.001658 9.60 7026.81 358.43 0.31 SOUTH FORK 11.91 100-YR 38200.00 390.80 420.69 422.02 0.002390 10.36 5631.83 342.02 0.36 SOUTH FORK 11.62 100-YR 38200-00 388.00 41725 418.55 0.002014 9.67 5311.09 326.45 0.33 SOUTH FORK 11.32 100-YR 38200.00 383.50 415.18 415.92 0-001132 7.89 8483.95 590.07 0.26 SOUTH FORK 10.89 100-YR 40500-00 381.70 411.05 412.24 0.002263 10.03 6898.83 510.64 0.35 SOUTH FORK 10.65 100-YR 40500.00 381.00 410.66 410.88 0.000401 4.17 14172-49 946.61 0.15 SOUTH FORK 10.32 100-YR 41500-00 376.80 408.50 394.62 409.45 0.001524 8.40 690125 429.72 0.28 EFFECTIVE AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS EFFECTIVE 9/25/2020 STA. 12.33 FIRM2 .12 ��.06 )i� .12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft EFFECTIVE AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS EFFECTIVE 9/25/2020 STA. 11.92 FIRUY .O6 .12 _I .12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft EFFECTIVE AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS EFFECTIVE 9/25/2020 STA. 11.62 FIRWX � .1290 .06 .12 _ Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft EFFECTIVE AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS EFFECTIVE 9/25/2020 SEC 11.32 FIRM: W .12 .06 ��.12 Legend WS 100-YR Ground • Bank Sta 460 440 — c 0 m w 420 400 — — 380 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) 1 in Ho6z. = 100 ft 1 in Vert. = 10 ft EFFECTIVE AUG. 2020 Plan: SOUTH FORK MULTIPLE STA. 10.89 FIRM:V ANALYSIS EFFECTIVE 9/25/2020 _ Legend .12 .O6 .12 WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft EFFECTIVE AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS EFFECTIVE 9/25/2020 SEC. 10.65 LOMR: U Ir .06 'l .12 .12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft EFFECTIVE AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS EFFECTIVE 9/25/2020 SEC. 10.32 FIRM: T .12 .O6 > .12� Legend WS 100-YR Crit 100-YR Ground • Bank Sta 440 - 420 - c 0 m w 400 380 360 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 It 1 in Vert. = 10 It CORRECTED EFFECTIVE MODEL HEC-RAS Plan: MULTIPLE CORREC. River: SOUTH FORK RIVAN Reach: SOUTH FORK Profile: 100-YR Reach River Sta Profile Q Total Min Ch El W.S. a" Crl1 W.S. E.G. EleV E.G. Slope Vel ChM ROW Area Top Width Froude # Chi (cis) (tt) (it) (it) (ft) (8Mt) OVS) (sp ft) (it) SOUTH FORK 12.33 100-YR 38200-00 393.00 424.84 425.86 0.001803 9.88 6812.31 356.04 0.32 SOUTH FORK 11.91 100-YR 38200.00 390.80 419.16 420.73 0.003046 1t23 5113.97 330.44 0.40 SOUTH FORK 11.62 100-YR 38200-00 388.00 416.81 418.18 0.000963 9.91 5166.35 323.37 0.34 SOUTH FORK 11.60. 100-YR 38200.00 387.50 416.72 418.00 0-000847 9.63 546214 330-18 0.32 SOUTH FORK 1159 100-YR 38200-00 387AO 416.67 417.93 0.000873 9.72 5770.51 359.18 0.32 SOUTH FORK 11.58 100-YR 38200.00 387.20 416.37 417.84 0.001142 10.58 5362-44 363.33 0.37 SOUTH FORK 11.51 100-YR 38200-00 386.20 416.15 417.38 0.001004 10.44 7241.64 511.14 0.35 SOUTH FORK 111.42 too- 1 200.00 384.90 1 41 . 1 416.68 0-0016951 8- 8 Z611 4.23 0.30 SOUTH FORK 1.32 100-YR 38200-00 383.50 415.18 415.92 0.001132 7.89 8483.97 590.07 0.26 SOUTH FORK 0.89 100-YR 40500.00 381.70 411.05 412.24 0.002263 10.03 6898.84 510.84 0.35 SOUTH FORK 0.65 10-32 100-YR 40500-00 381.00 410.66 410.88 0.000401 4.17 14172.55 946.61 0.15 SOUTH FORK 1100-YR 1 41500.001 376.801 408,501 394.621 409.45 0-0015241 8.401 6901.251 429.72 0.28 CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 STA. 12.33 FIRM2 .12 ��.06 )i� .12 Legend WS 100-YR Ground • Bank Sta 460 — 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 STA. 11.92 FIRUY -L .O6 .12 _I .12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 STA. 11.62 FIRWX .04 .08 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 STA. 11.60 FIRM: W5 1 oa .08 I Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 STA. 11.59 FIRM04 .1 '�.04 .08 _ Legend WS 100-YR Ground • Bank Sta 460 — 440 c 0 m w 420 400 - - - 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 STA 11.58 FIRM:W3 .1 .04 .08 _ Legend WS 100-YR Ground • Bank Sta 460 - 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 STA. 11.51 FIRM:W2 .1 .04 -1, .1� Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 - - 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 SEC 11.42 FIRM: W1 .12 .06 ��.12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 w 380 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 SEC 11.32 FIRM: W .12 'L .06 )i( .12� Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 -- 400 380 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) 1 in Ho6z. = 100 ft 1 in Vert. = 10 It CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE STA. 10.89 FIRM:V ANALYSIS CORRECTED 9/25/2020 _ Legend .12 .O6 .12 WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 It CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 SEC. 10.65 LOMR: U Ir 'I .12 .06 .12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft CORRECTED AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS CORRECTED 9/25/2020 SEC. 10.32 FIRM: T .12 .O6 .12� Legend WS 100-YR Crit 100-YR Ground • Bank Sta 440 - 420 c 0 m w 400 380 360 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POST -PROJECT MODEL HEC-RAS Plan: MULTIPLE POST River: SOUTH FORK RIVAN Reach: SOUTH FORK Profile: 100-YR Reach River Sta Profile Q Total Min Ch El W.S. El" Cat W.S. E.G. Elev E.G. Slope Vel ChM FIOW Area Top Width Froude # Chi (ch) (ft) (ft) (ft) (ft) (fttt0 (ft/s) (sp ft) (ft) SOUTH FORK 12.33 100-YR 38200-00 393.00 424.89 425.90 0.001792 9.86 682720 356.20 0.32 SOUTH FORK 11.91 1W-YR 38200.00 390.80 419.28 420.83 0.002986 11.16 5154.40 331.31 0.40 SOUTH FORK 11.62 100-YR 38200-00 388.00 416.99 418.34 0.000936 9.82 5226.69 324.50 0.34 SOUTH FORK 11.60 100-YR 38200.00 387.50 416.91 418.16 0-000825 9.54 5524-65 331.13 0.32 SOUTH FORK 11.59 100-YR 38200-00 387AO 416.87 404.09 418.09 0.000849 9.63 5839.58 359.39 0.32 SOUTH FORK 11.585 Bridge SOUTH FORK 11.58 100-YR 38200-00 387.20 416.37 417.84 0.001142 10.58 5362-44 363.33 0.37 SOUTH FORK 111.51 1100-YR 1 38200.001 386.201 416.151 1 417.38 0-001004 1(f"I 7241.64 511.141 0.35 SOUTH FORK 11.42 100-YR 38200-00 384.90 415.83 416.68 0.001695 8.77 7872.61 574.23 0.30 SOUTH FORK 11.32 100-YR 38200.00 383.50 415.18 415.92 0.001132 7.89 8483.97 590.07 0.26 SOUTH FORK 10.89 100-YR 40500-00 381.70 411.05 412.24 0.002263 10.03 6898.84 510.84 0.35 SOUTH FORK 10.65. 100-YR 40500.00 381.00 410.66 410.83 0-000401 4.17 14172.55 946.61 0.15 SOUTH FORK 10.32 100-YR 41500-00 376.80 408.50 394.62 409.46 0.001524. 8.40 690125 429.72 0.28 POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 STA. 12.33 FIRM2 .12 ��.06 )i� .12 Legend WS 100-YR Ground • Bank Sta 460 — 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 STA. 11.92 FIRUY -L .O6 _I .12 .12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 STA. 11.62 FIRWX .04 .08 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 STA. 11.60 FIRM: W5 1 oa .08 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 STA. 11.59 FIRM04 .1 .04 .08 _ Legend WS 100-YR Crit 100-YR Ground • Bank Sta 460 — 440 — c 0 m w 420 400 - - - 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 .1 .04 .08 Legend WS 100-YR Crit 100-YR Ground • Bank Sta 460 — — 440 — c 0 m w 420 —i 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 .1 .04 .08 _ Legend WS 100-YR Crit 100-YR Ground • Bank Sta 460 - 440 c 0 m w 420 — 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 STA 11.58 FIRM:W3 .1 .04 .08 _ Legend WS 100-YR Ground • Bank Sta 460 - 440 c 0 m w 420 400 380 1600 1800 2000 2200 2400 2600 2800 3000 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 STA. 11.51 FIRM:W2 .1 .04 .1� Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 - - 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 SEC 11.42 FIRM: W1 .12 .06 ��.12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 w 380 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 SEC 11.32 FIRM: W .12 .06 ��.12 Legend WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 -- 400 380 1200 1400 1600 1800 2000 2200 2400 2600 Station (ft) 1 in Ho6z. = 100 ft 1 in Vert. = 10 It POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE STA. 10.89 FIRM:V ANALYSIS POSTPROJECT 9/25/2020 _ Legend .12 .O6 .12 WS 100-YR Ground • Bank Sta 460 440 c 0 m w 420 400 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 SEC. 10.65 LOMR: U Ir 'I .12 .06 .12 Legend WS 100-YR Ground • Bank Sta 460 440 — — c 0 m w 420 400 — 380 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 ft 1 in Vert. = 10 ft POSTPROJECT AUG. 2020 Plan: SOUTH FORK MULTIPLE ANALYSIS POSTPROJECT 9/25/2020 SEC. 10.32 FIRM: T .12 .O6 -L .12� Legend WS 100-YR Crit 100-YR Ground • Bank Sta 440 - 420 c 0 m w 400 380 360 1400 1600 1800 2000 2200 2400 2600 2800 Station (ft) 1 in Horiz. = 100 It 1 in Vert. = 10 It EFFECTIVE FIRM NOTES TO USERS LEGEND This map is for use in administering the National Flood Insurance Program. It SPECIAL FLOOD HAZARD AREAS (SFHAs) SUBJECT TO INUNDATION BY THE 1 % ANNUAL CHANCE FLOOD does not necessarily identify all areas subject to flooding, particularly from local 78.30'00" drainage sources of small size. The community map repository should be 1148000 FT 38. 1 V 15" The 1 % annual chance flood (100-year flood), also known as the base Flood, is the flood consulted for possible updated or additional flood hazard information. JOINS PANEL 0110 1147500 FT that has a I% chance of being equaled or exceeded in any given year. The Special 7803314511 1147000 FT Flood Hazard Area is the area subject to flooding by the 1% annualchance flood. Areas To obtain more detailed information in areas where Base Flood Elevations 1146500 FIE I I' IS" ,, ,_ 1�, Mq of Special Flood Hazard include Zones A, AE, AH, ACC,. AR, A99, V, and VE. The Base Flood Elevation is the water -surface elevation of the 1% annual chance flood. (BFEs) and/or floodways have been determined, users are encouraged to consult 38• ALLEN FARM Po the Flood Profiles, Floodway Data and/or Summary of Stillwater Elevations tables tN BUCK SPRING a 0 �� 90 ZONE A No Base Flood Elevations determined. contained within the Flood Insurance Study (FIS) report that accompanies this MOUNTAIN LAKE DR P� ZONE AE Base Flood Elevations determined. FIRM. Users should be aware that BFEs shown on the FIRM represent CATTERTON O oQ° ZONE A' t REEK rounded whole -foot elevations. These BFEs are intended for flood insurance RD SNOB R/D ZONE AH Flood spths of 1 to 3 feet (usually areas of ponding); Base Flood rating purposes only and should not be used as the sole source of flood � s Gp cry depths feet Flow elevation information. Accordingly, flood elevation data presented in the FIS 3955000 FT & ZONE AO Flood of 1 to 3 (usually sheet on sloping terrain); report should be utilized In conjunction with the FIRM for purposes of - average depths determined. For areas of alluvial fan flooding, velocities construction and/or floodplain management. also determined. - ��-- 4229000m ZONE AM Special Flood Hazard Area formerly protected from the 1% annual Coastal Base Flood Elevations shown on this map apply only landward �j> chance flood by a flood control system that was subsequently of 0.0' North American Vertical Datum of 1988 (NAVD 88). Users Of this 2 decertified. Zone AR indicates that the former flood control system is FIRM should be aware that coastal flood elevations are also provided in the I vy being restored to provide protection from the 1 % annual chance or flood. 1 ¢ greater Summary of Stillwater Elevations tables in the Flood Insurance Study report 666 kh o flood b for this jurisdiction. Elevations shown in the Summa of Stillwater Elevations 1 Summary MILLERSLMILL RD ZONE X i y o ZONE A99 Area to be protected from 1 % annual chance a Federal P Y Flood protection system under construction; no Base Flood Elevations tables should be used for construction and/or floodplain management purposes ? ALLEN FARM determined. when they are higher than the elevations shown on this FIRM. LN ZONE X ZONE V Coastal Flood zone with velocity hazard (wave action); no Base Flood Boundaries of the floodways were computed at cross sections and interpolated Elevations determined. between cross sections. The floodways were based on hydraulic considerations \ \ ZONE VE Coastal flood zone with velocity hazard (wave action); Base Flood Elevations with regard to requirements of the National Flood Insurance Program. Floodway determined. widths and other pertinent floodway data are provided in the Flood Insurance r FLOODWAY AREAS IN ZONE AE Study report for this jurisdiction. j, Certain areas not in Special Flood Hazard Areas may be protected by flood / G��O The floodway is the channel of a stream plus any adjacent floodplain areas that must be kept free that the 1% flood be control structures. Refer to Section 2.4 "Flood Protection Measures" of �' CEDAR of encroachment so annual chance can carried without the Flood Insurance Study report for information on flood control structures w'a \ ZONE A CREEK RD substantial increases in flood heights. in this jurisdiction. OTHER FLOOD AREAS The projection used in the preparation of this map was Universal Transverse 'Pp ZONE X Areas of 0.2% annual chance flood; areas of 1% annual chance flood Mercator (UTM) Zone 17. The horizontal datum was NAD 83, GRS80 �� with average depths of less an 1 cot or with coinage areas less an spheroid, Differences in datum, spheroid, projection or UTM zones used in / %- 4228000M 1 square mile; and areas protected by levees from 1 % annual chance the production of FIRMS for adjacent jurisdictions may result in slight positional ss5 flood. differences in map features across jurisdiction boundaries. These differences do not affectthe accuracy of this FIRM. l OTHER AREAS Flood elevations on this map are referenced to the North American Vertical O ZONE A P° ZONE X Areas determined to be outside the 0.2% annual chance floodplain. Datum of 1988. These flood elevations must be compared to structure and ZONE D Areas in which flood hazards are undetermined, but possible. ground elevations referenced to the same vertical datum. For information <r9G VIA ROG 9 regarding conversion between the National Geodetic Vertical Datum of 1929 North Vertical Datum 1988,visit National Geodetic 3950000 FT NON JG oq9� ® COASTAL BARRIER RESOURCES SYSTEM (CBRS) AREAS and the American of the ti Survey website at http://www.ngs.noaa.gov or contact the National Geodetic at the following address: OTHERWISE PROTECTED AREAS (OPAs) Spatial Reference System Division National Geodetic Survey, NOAA ' BUCK �t MOUNTAIN ;, FISHING CREEK CBRS areas and OPAs are normally located within or adjacent to Special Flood Hazard Areas. Silver Spring Metro Center ZONE A l� CREEK a LN 1315 East-West Highway J Q �/ Floodplain boundary Silver Spring, Maryland 20910 (301) 713-3191laey ° Floodway boundary//> �1v°J� - - Zone D boundary To obtain current elevation, description, and/or location information for bench marks \;NEB tiQ 9O �o� •••••••••••••••••••• CBRS and OPA boundary shown on this map, please contact the Information Services Branch of the ZONE X /�__ 1\ 4P47c00M Boundary dividing Special Flood Hazard Area Zones and \ i (� -om \ ) National Geodetic Survey at (301) 713-3242, or visit their website at http://www.ngs.nosa.gov. boundary dividing Special Flood Hazard Areas of different Base Flood Elevations, flood depths or flood velocities. Base map information shown on this FIRM was provided in digital format by This �\ AR NGALE LN L �9 Cl// yN 513 Base Flood Elevation line and value; elevation in feet* Albemarle County Department of Planning & Community Development. BRIDE SPUR "o Base Flood Elevation value where uniform Within zone; information was photogram metrically compiled at a scale of 1:4,800 from aerial Bur•ruas r' PINEY y° LN (EL 987) elevation in feet" photography dated March 2000. Branch f °Py Referenced to the North American Vertical Datum of 1988 Creek cLAcrON N�tti This map reflects more detailed and up-to-date stream channel configurations �` cIR `p °+ A A Cross section line than those shown on the previous FIRM for this jurisdiction. The floodplains \\�'+''i i and floodways that were transferred from the previous FIRM may have been t�� ZONE A ��kl 23 _ _ _ 2a Transect line adjusted to conform to these new stream channel configurations. As a Floodway Data in Flood Insurance Study / X North American result, the Flood Profiles and tables the HWO910 97°07'30", 32.22'30° Geographic coordinates referenced to the Report (which contain authoritative hydaulic data) may reflect stream channel �` ` L,r;`C� Datum of 1983 (NAD 83),Western Hemisphere P distances that differ from what is shown on this map. 4278000 M 1000-meter Universal Transverse Mercator grid values, zone 17 ZONE X s P Corporate limits shown on this map are based on the best data available P MOUNrq \ - lG g EDGEHAM ZONE A 600000 FT 5000-foot grid ticks: Virginia State Plane coordinate system, south zone (FIPSZONE 4502), Lambert Conformal Conic projection at the time of publication. Because changes due to annexations or de -annexations c� F may have occurred after this map was published, map users should contact e� PARADISE DT WARD RD �2 DX5510 X Bench mark (see explanation in Notes to Users section of appropriate community officials to verify current corporate limit locations. 3945000 FT Ro this FIRM panel) 0M1.5 River Mile Please refer to the separately printed Map Index for an overview map of the 4226000M HW0911 county showing the layout of map panels; community map repository addresses; and a Listing of Communities table containing National Flood Insurance Program HW0914 MAP REPOSITORY dates for each community as well as a listing of the panels on which each HWO912 S Refer to listing of Map Repositories on Map Index community is located. w ZONE A Contact the FEMA Map Service Center at 1-800-358-9616 for information on d LD HAPPY HOLLOW RD Z ¢ EFFECTIVE DATE OF COUNTYWIDE FLOOD E MAP available products associated with this FIRM. Available products may include z ORCHARD RD BUCK ebruaryINSURAN4, 2005CE previously issued Letters of Map Change, a Flood Insurance Study report, p MOUNTAIN RD Z and/or digital versions of this map. The FEMA Map Service Center may also be m O EFFECTIVE DATES) OF REVISION(S)TO THIS PANEL reached by Fax at 1-800-358-9620 and their website at http://www.msc.fema,gov. " RUTHERFORD RD Buck 662 ZONE X If you have questions about this map or questions concerning the National C_ Mountain Flood Insurance Program in general, please call 1.877-FEMA MAP (1-877-336-2627) % � Creek Albemarle County or visit the FEMA website at http://www.fema.gov. ZONE X HWO930 Unincorporated Areas For community map revision history prior to countywide mapping, refer to the Community 510006 ZONE A Map History table located in the Flood Insurance Study report for this jurisdiction. .:„, To determine if flood insurance is available in this community, contact your insurance OLD agentorcall the National Flood Insurance Program at 1-800-638-6620. FREE UNi RD DN 4225000 M ` J ZONE X MALLARDTWO \ MAP SCALE 1 " = 1000' f LAKE DR MALLARD STONE ROW LAKE DR 500 0 1000 2000 FEET ¢° Z ° t I METERS 300 0 300 800 w v ZONE A ' FORESNUE OR 3940000 FT ZONE AE Q x , , MALLARD LN m PANEL 0120D Fishing Creek RAYS e°� o HW0929 ZONE / / � / „ FORD CIR � a A I A2 A a2� A ZONE X ¢ 660 GRAEMONT LN ITEM FIRM i$` ZONE 419 ZONE X a ZONE A SERENDIPITY X FLOOD INSURANCE RATE MAP ZONE A _ o�, 426 /)427 x 412 ® ALBEMARLE COUNTY, VIRGINIA ZONE x / m 42240DOM ° AND INCORPORATED AREAS MOORMANS 417 / ZONE X ;3� n `� ZONE x m AND THE INDEPENDENT CITY RIVER ZONE X 9 OF CHARLOTTESVILLE ¢Q SOUTH FORK 413 409 RIVANNA PANEL 120 OF 575 e °� RIVER o N30 ,Q (SEE MAP INDEX FOR FIRM PANEL LAYOUT) o t °Qp m� ZONE X ZONE 414 CONTAINS: v ZONE X ao x ¢CI CARO ZONE X ° COMMUNITY NUMBER PANEL SUFFIX 678 yi°G 429 ZONE 1 ' Q ALBEMARLE COUNTY 510006 0120 D F X p08 °Qo, 430 �/ ZONE AE Fit ' ZONE \ ZONE X �Y, x' , ,� @ ZONE X A07 ZONE X eZONE A 396 X I Ro431 a ZONE X� 43635433 �9O SOUTH FORK / &(�� LOCUST GROVE s „ !' i r° iNcoNlsH 2 PL 662 _ 395 RIVANNA CID 3935000 FT 6 t� / r oao 422 M 3 I ^ � 3 SET i'^ 394 ^� ZONE AE ZONE X ' / caeca w ZONE Xq' ZONE Notice User: The Map below be 434 ZONE X /, / AE to Number shown should used 439 HW0928 405 ZONE X 660 ! i �t ,G //�/ when placing map orders; the community Number shown above should be used on Insurance applications forth. subject MECHUMS '= t7 T ZONE 8 ZONE � � X ��Q PEACHCROFr LN ^ / 393 /^^/ / :. �. community. RIVER E f� 440 X C HORSESHOE / BEND RD ZONE X O Z ZONE MAP NUMBER ZONE X Z z ZONE ZONE AE SWEIB' DR 3g8 DUNDEE RD F . s X 38.OT 30" m ti4ART,tq 51003C0120D 402 442 ° 441 7t7000M ZONE X 399 7t8ocoM ZONE AE ZONE 719000M 78.30'00" ® A EFFECTIVE DATE � 716aaoM JOINS PANEL 0260 o 38°0T30" 715o0oM ' ND 5E�°¢ FEBRUARY 4, 2005 78033' 45" 7,4000M ZONE ZONE AE X (EL 442) ZONE X Federal Emergency Management Agency SELECTIONS FROM FIS FLOO INSUi STUD ALBEMARLE COUNTY, VIRGINIA AND INCORPORATED AREAS AND THE INDEPENDENT CITY OF CHARLOTTESVILLE COMMUNITY NAME ALBEMARLE COUNTY (UNINCORPORATED AREAS) CRARLOTTESVILLE, CITY OF (INDEPENDENT CITY) SCOTTSVILLE, TOWN OF COMMUNITY NUMBER 510006 510033 EiU.LyTI OtiQp��F� Revised: May 16, 2016 Federal Emergency Management Agency �A�AND SE�J�, FLOOD INSURANCE STUDY NUMBER 51003CV000C 7 NOTICE TO FLOOD INSURANCE STUDY USERS Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study (FIS) may not contain all data available within the repository. It is advisable to contact the community repository for any additional data. Part or all of this FIS may be revised and republished at any time. In addition, part of this ITS may be revised by the Letter of Map Revision process, which does not involve republication or redistribution of the FIS. It is, therefore, the responsibility of the user to consult with community officials and to check the community repository to obtain the most current FIS components. Initial Countywide FIS Effective Date: February 4, 2005 Revised FIS Dates: April 2, 2014 May 16, 2016 TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 1.1 Purpose of Study 1 1.2 Authority and Acknowledgments 1 1.3 Coordination 3 2.0 AREA STUDIED 3 2.1 Scope of Study 3 2.2 Community Description 6 2.3 Principal Flood Problems 7 2.4 Flood Protection Measures 9 3.0 ENGINEERING METHODS 10 3.1 Hydrologic Analyses 10 3.2 Hydraulic Analyses 16 3.3 Vertical Datum 20 4.0 FLOODPLAIN MANAGEMENT APPLICATIONS 21 4.1 Floodplain Boundaries 21 4.2 Floodways 22 5.0 INSURANCE APPLICATIONS 45 6.0 FLOOD INSURANCE RATE MAP 47 7.0 OTHER STUDIES 49 8.0 LOCATION OF DATA 49 9.0 BIBLIOGRAPHY AND REFERENCES 49 TABLE OF CONTENTS — continued Page FIGURES Figure 1 - Floodway Schematic 45 TABLES Table 1 - Scope of Revision 3-5 Table 2 — Letters of Map Change 6 Table 3 - Summary of Discharges 13-16 Table 4 - Manning's "n" Values 18-19 Table 5 - Floodway Data 23-44 Table 6 - Community Map History 48 EXHIBITS Exhibit 1 - Flood Profiles 5" Street Creek Panel 01 P Biscuit Run Panels 02P-03P Cow Branch Panels 04P-07P Flat Branch Panels 08P-IOP Flat Branch Tributary Panels I IP-12P Herring Branch Panels 13P-15P Ivy Creek Panels 16P-20P Jacobs Run Panel 21P James River Panel 22P Jumping Branch Panels 23P-24P Lickinghole Creek Panels 25P-34P Little Ivy Creek Panel 35P Meadow Creek Panels 36P-38P Mechums River Panels 39P-45P Mink Creek Panel 46P Moores Creek Panels 47P-50P North Fork Meadow Creek Panel 51 P North Fork Rivanna River Panels 52P-60P Powell Creek Panels 61P-62P Powells Creek Panels 63P-66P Rivanna River Panels 67P-79P Rock Creek Panel 80P ii TABLE OF CONTENTS — continued EXHIBITS - continued Exhibit 1 - Flood Profiles (continued) Slabtown Branch South Fork Rivanna River Exhibit 2 - Flood Insurance Rate Map Index Flood Insurance Rate Map Panels 81P-83P Panels 84P-88P iii 1.0 FLOOD INSURANCE STUDY ALBEMARLE COUNTY, VIRGINIA AND INCORPORATED AREAS AND THE INDEPENDENT CITY OF CHARLOTTESVILLE INTRODUCTION 1.1 Purpose of Study This countywide Flood Insurance Study (FIS) investigates the existence and severity of flood hazards in, or revises and updates previous FISs/Flood Insurance Rate Maps (FIRMS) for the geographic area of Albemarle County, Virginia, including: the City of Charlottesville (Independent City), the Town of Scottsville, and the unincorporated areas of Albemarle County (hereinafter referred to collectively as Albemarle County). The Town of Scottsville is located in Albemarle and Fluvanna Counties, but is shown in its entirety in the Albemarle County FIS. This FIS aids in the administration of the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. This FIS has developed flood risk data for various areas of the county that will be used to establish actuarial flood insurance rates. This information will also be used by Albemarle County to update existing floodplain regulations as part of the Regular Phase of the National Flood Insurance Program (NFIP), and will also be used by local and regional planners to further promote sound land use and floodplain development. Minimum floodplain management requirements for participation in the NFIP are set forth in the Code of Federal Regulations at 44 CFR, 60.3. In some States or communities, floodplain management criteria or regulations may exist that are more restrictive or comprehensive than the minimum Federal requirements. In such cases, the more restrictive criteria take precedence and the State (or other jurisdictional agency) will be able to explain them. 1.2 Authority and Acknowledgments The sources of authority for this FIS are the National Flood Insurance Act of 1968 and the Flood Disaster Protection Act of 1973. This FIS was prepared to include the unincorporated areas of, and incorporated communities within, Albemarle County in a countywide FIS. Information on the authority and acknowledgments for each jurisdiction included in this countywide FIS, as compiled from their previously printed FIS reports, is shown below. Albemarle County (Unincorporated Areas): the hydrologic and hydraulic analyses from the FIS report dated April 2, 1990, represent a revision of the original analyses prepared by the Norfolk District of the U.S. Army Corps of Engineers (USACE) for the Federal Emergency Management Agency (FEMA), under Inter- Agency Agreement No. IAA-H-10-77, Project Order No. 13. The work for the original study was completed in February 1979. They Hydrologic and hydraulic analyses for the James River were prepared by C112M Hill, Inc. for FEMA, under Contract No. H-3833, during the preparation of the FIS for the unincorporated areas of Buckingham County. The hydrologic and hydraulic analyses for Mink Creek and a portion of the James River in the previous revision were prepared by the USACE under agreement with FEMA. That work as completed in July 1988. Charlottesville, City of The Hydrologic and hydraulic analyses from the FIS (Independent City): report dated December 1978 were performed by C112M Hill, Inc., for the Federal Insurance Administration (FIA) under Contract No. H-3833. That work, which was completed in November 1976, covered all flooding sources in the City of Charlottesville. Scottsville, Town of. The Hydrologic analyses from the FIS report dated April 2, 1990, represent a revision of the original hydrologic analyses prepared by the Norfolk District of the USACE for DEMA under Inter Agency Agreement No. IAA-H-10-77, Project Order No. 16. The work for the original study was completed on January 28, 1978. The hydrologic analyses for the James River, Mink Creek, and an unnamed ponding area were prepared by the USAGE, that work was completed in July 1988. For the February 4, 2005 countywide FIS, revised hydrologic and hydraulic analyses were prepared by the Norfolk District of the USAGE, the study contractor for FEMA, under Inter -Agency Agreement EMW-2001-IA-0224. This work was completed in July 2003. Base map information shown on this FIRM was provided in digital format by Albemarle County Department of Planning and Community Development. This information was photogrammetrically compiled at a scale of 1:4,800 from aerial photography, dated March 2000. The coordinate system used for the production of this FIRM is Universal Transverse Mercator (UTM) Zone 17, North American Datum of 1983 (NAD 83), For this May 16, 2016, revision, the A. Raymon Thacker Levee in the Town of Scottsville and Albemarle County has been accredited. Accredited Levee notes have been added to reflect the accreditation status. 4 1.3 RX Stream Coordination The purpose of an initial Consultation Coordination Officer's (CCO) meeting is to discuss the scope of the FIS. A final CCO meeting is held to review the results of the study. The dates of the initial and final CCO meetings held for Albemarle County and the incorporated communities within its boundaries are shown in in the following tabulation: Community Albemarle County (Unincorporated Areas) Charlottesville, City of March and (Independent City) Scottsville, Town of Initial CCO Date October 1976 September 1975 October 19, 1976 Final CCO Date January 10, 1980 November 4, 1976 August 30, 1978 For the February 4, 2005 countywide FIS, an initial CCO meeting was held on June 12, 2001. The final CCO meeting was held on January 27, 2004. These meetings were attended by representative of Albemarle County, the State, and FEMA. For this May 16, 2016, revision, no initial or final CCO meetings were held. AREA STUDIED 2.1 Scope of Study This FIS covers the geographic area of Albemarle County, Virginia. All portions of the flooding sources listed in Table 1, "Scope of Revision" were studied by detailed methods. Limits of detailed study are indicated on the Flood Profiles (Exhibit 1) and on the FIRM (Exhibit 2) TABLE I - SCOPE OF REVISION Flooding Sources Studied by Detailed Methods in the Pre - Countywide Analyses North Fork Rivanna River From its moth to approximately 3.5 miles upstream Mechums River From its mouth to approximately 2,400 feet downstream of State Route 635 South Fork Rivanna River From the confluence with Rivanna River to the confluence of the Moormans and Mechums Rivers. Ivy Creek From its mouth to approximately 600 feet downstream of Interstate Highway 64 3 TABLE 1 - SCOPE OF REVISION - continued Stream Little Ivy Creek Jumping Branch Powell Creek Rivanna River Meadow Creek Mechums River Moores Creek Biscuit Run James River Mink Creek North Form Meadow Creek 5`s Street Rock Creek Flooding Sources Studied by Detailed Methods in the Precountywide Analyses From its mouth to approximately 1,000 feet above Ivy Depot Road From its mouth to approximately 2.3 mile upstream From its mouth to approximately 250 feet upstream of U.S. Route 29 From State Route 729 to the confluence of the North and South Forks of the Rivanna River From its mouth to approximately 2.1 miles upstream and from 2.9 miles upstream to 4.3 miles upstream From its mouth to approximately 2.4 miles upstream of Interstate 64 From its mouth to State Route 745 From its mouth to approximately 2.8 miles upstream For its entire length within the community From its mouth to approximately 0.8 mil upstream From its mouth to approximately 0.4 mil upstream From its mouth to approximately 1,050 feet upstream From its mouth to approximately 0.9 mile upstream For the February 4, 2005 countywide FIS, the following streams were restudied by detailed study methods: Stream Limits of Revised or New Detailed Study Cow Branch From the confluence with Moores Creek to approximately 270 feet upstream of Mill Creek Drive, Route 1150 Flat Branch From the confluence with the North Fork Rivanna River to approximately 4,900 feet upstream of the confluence with the Flat Branch Tributary 0 TABLE I — SCOPE OF REVISION — continued Stream Limits of Revised or New Detailed Study Flat Branch Tributary From the confluence with Flat Branch to approximately 2,490 feet upstream of Lewis and Clark Drive, Route 1571 Herring Branch From the confluence with the North Fork Rivanna River to approximately 4,500 feet upstream of Boulders Road Jacobs Run From the confluence with the North Fork Rivanna River to approximately 2,600 feet upstream of Dickerson Road, Route 606 Lickinghole Creek From the confluence with the Mechums River to approximately 150 feet upstream of Janmans Gap Road, Route 611 North Fork Rivanna River From the confluence with the Rivanna River to approximately 1,375 feet upstream of Dickerson Road, route 606 Powells Creek From the confluence with Lickinghole Creek to approximately 300 feet upstream of Railroad Avenue; Route 788 Rivanna River From the Albemarle County Boundary to the confluence with the North Fork Rivanna River and the South Fork Rivanna River Slabtown Branch From the confluence with Lickinghole Creek to approximately 2,925 feet upstream of Half We Branch Road, Route 684 The areas studied by detailed methods were selected with priority given to all known flood hazard areas and areas of projected development and proposed construction. All or portions of numerous flooding sources in the county were studied by approximate methods. Approximate analyses were used to study those areas having a low development potential or minimal flood hazards. The scope and methods of study were proposed to, and agreed upon by, FEMA and Albemarle County. The February 4, 2005 FIS incorporated the determination of Letters of Map Change (LOMF, and Letter of Map Amendment [LOMA]) issued by FEMA as shown on Table 2, "Letters of Map Change." G TABLE 2 - LETTERS OF MAP CHANGE Community Flooding Source(s)/Proiect Identifier Date Issued Tie City of Charlottesville Moores Creek, Rock Creek (Independent Discrepancy of BFEs- Area of City) 6a' St S.E. & Moores Creek between May 3, 1990 LOMR City and Albemarle County Albemarle County (Unincorporated Blandemar Lake Areas) North Fork Hardware River, Blandemar Farm Estates February 3, 1999 LOMR 2.2 Community Description Albemarle County is located in central Virginia, approximately 70 miles northwest of Richmond, approximately 115 miles northeast of Roanoke, and approximately 110 miles southwest of Washington, D.C. The county is bordered to the north by the unincorporated areas of Rockingham, Orange, and Greene Counties; to the east by the unincorporated areas of Louisa and Fluvanna Counties; to the south by the unincorporated areas of Buckingham County; to the west by the unincorporated areas of Augusta County; and to the west and southwest by the unincorporated areas of Nelson County. At the center of the county is the independent city of Charlottesville. The county's urban areas include the development area around Charlottesville, the Town of Scottsville, and the community of Crozet. The county has a total land area of approximately 726 square miles. It is the fifth largest county in the state by geographical area (Albemarle County, Virginia, Internet Web Sites). Albemarle County was formed in 1744 and was named in honor of William Ann Keppel, the second Earl of Albemarle, who was then governor of the colony. The original land area included today's counties of Amherst, Buckingham, Fluvanna, and Nelson, much of Appomattox and part of Campbell. Its present boundaries were formed in 1777. The first county seat was located in Scottsville. In 1761, it was moved to its present location in Charlottesville. The county has many historic resources, including prehistoric archaeological sites. Major historical attractions include Ash -Highland, the home of President James Monroe; the Albemarle Courthouse, built in 1803 and still in use today; Michie Tavern; Monticello, home of Thomas Jefferson; and Montpelier, the lifelong home of President James Madison. Monticello and the University of Virginia's "Academical Village" are on the World Heritage List (Albemarle County, Virginia, Internet Web Sites). The location of the county with respect to the main transportation corridors (U.S. Route 29, U.S. Route 250, and Interstate 64) has been favorable for growth in the county, and this trend is expected to continue. The county's population was 37,780 in 1970, 68,040 in 1990, 84,112 (provisional) in 2000, and is projected to 0 be approximately 96,500 by the year 2010. The City of Charlottesville's population was 45,049 (provisional) in 2000 (Internet Web Sites, Albemarle County, Virginia, Internet Web Sites; U.S. Census Bureau, Internet Web Sites; Virginia Employment Commission, Internet Web Sites). The western part of the county is located in the Blue Ridge major land resource area, the central part is located in the Northern Piedmont major land resource area, and the eastern part is located in the Southern Piedmont major land resource area. The topography varies from gentle slopes to steep mountains. Elevations range from 235 feet above sea level, where the Rivanna River crosses the county's eastern border, to 3,389 feet on Big Flat Mountain in the northwest. The majority of the county lies within the middle James River Basin, where drainage is provided by the James River and its three tributaries: the Rockfish, Hardware, and Rivanna Rivers. Main soil types are deep, well -drained, and clayey or loamy. Many of the rocks in the county, particularly in the west, are more than 600 million years old. Sand and gravel, soapstone, granite, and basalt can be found in certain areas of the county. Cultivated crops, hay, orchards, vineyards, and pasture are also found throughout the county. Over 60 percent of the county is forested. Common types of natural vegetation include oak -hickory, oak -pine, and loblolly-shortleaf-pine (Albemarle County, Virginia, Internet Web Sites; John Clements, 1991). The climate is typical of the mid -Atlantic states. The average annual temperature is 57 degrees Fahrenheit (°F). Temperatures average 35°F in January and 77°F in July. Precipitation averages 46 inches per year. There is some variation in monthly averages; however, this rainfall is distributed uniformly throughout the year. The average snowfall is 24 inches. The typical growing season averages 210 days, with the last freeze usually occurring in early April and the first usually in early November (John Clements, 1991). The economy of the area is highly diversified, including manufacturing, agriculture, tourism, forestry, education, and government. The county has maintained a steady growth rate and healthy economy because of its strategic location to major transportation routes, cities, and ports. With the county's many miles of streams, there will be pressure for future development in the floodplains. 2.3 Principal Flood Problems For the streams studied in this revision, flooding may be caused by heavy rain occurring anytime of the year. Flooding may also occur as a result of intense rainfall produced by local thunderstorms or tropical disturbances such as hurricanes, which move into the area from the Gulf or Atlantic coasts. Flood heights for the streams can rise from normal to extreme flood peaks in a relatively short period of time. The amount and extent of damage caused by fluvial flooding depends upon the size of the area flooded, the height of flooding, the velocity of flow, the rate of rise, and the duration of flooding. The rate of rise and duration of flooding depend largely on the time required for flood waters to concentrate at a particular point, and on the duration and intensity of flood -producing rainfall. Stream velocities during floods depend largely on the size and shape of the cross sections, roughness conditions of the stream which tend to retard the flow, and the bed slope, all of which vary on different streams and at different locations on the same stream. During all major floods, high -velocity flood flows and hazardous conditions would exist in the main stream channel. Albemarle County has experienced floods since the early settlement of the area. The U.S. Geological Survey (USGS), in cooperation with the Virginia Department of Environmental Quality — Water Division, maintains records of river stages and discharges on the Rivanna River and the North Fork Rivanna River. In the upper Rivanna River Basin, which includes the Charlottesville area and the area to its north, major flooding was produced in October 1942 by the remnants of a tropical storm passing east of the Blue Ridge Mountains. On the Rivanna River, the peak discharge was recorded at 78,000 cubic feet per second (cfs), with a recurrence interval of 50 years. Record flooding over the lower Rivanna River Basin in southern Albemarle County occurred in August 1969, as the remnants of Hurricane Camille passed from west to east across Virginia. The peak discharge for the Rivanna River was recorded at 86,000 cfs, with a recurrence interval of 50 years. In June of 1972, the remnants of Tropical Storm Agnes produced major flooding on the Rivanna River. The peak discharge was recorded at 73,400 cfs, with a recurrence interval of 33 years. The Rivanna River had record floods in April 1937 (56,700 cfs, recurrence interval 20 years), September 1996 (remnants of Hurricane Fran, 50,900 cfs, recurrence interval 17 years), October 1972 (45,800 cfs, recurrence interval 13 years), March 1936 (39,900 cfs, recurrence interval 10 years), and September 1944 (39,600 cfs, recurrence interval 10 years). Major floods on the Hardware River occurred in September 1944 (23,000 cfs, recurrence interval 37 years), August 1949 (11,100 cfs, recurrence interval 11 years), and August 1969 (52,000 cfs, recurrence interval 200 years). On the James River, historic floods occurred in October 1870 (215,000 cfs, recurrence interval 87 years), November 1877 (160,000 cfs, recurrence interval 37 years), September 1944 (133,000 cfs, recurrence interval 20 years), August 1940 (130,000 cfs, recurrence interval 19 years), March 1936 (126,000 cfs, recurrence interval 17 years), March 1913 (121,000 cfs, recurrence interval 15 years), August 1969 (188,000 cfs, recurrence interval 59 years), and March 1975 (114,000 cfs, recurrence interval 13 years). 8 2.4 Flood Protection Measures FEMA specifies that all levees must have a minimum of 3-foot freeboard against the 1- percent annual chance floodplain to be considered a safe flood protection structure. The A. Raymon Thacker Levee, constructed by the USACE for the Town of Scottsville, meets this freeboard requirement. It is designed to protect against 1-percent annual chance flooding effects from the James River. Floodplain management measures in Charlottesville are described in the city's zoning ordinance. The ordinance states that where a residential structure is located within the 100- year floodplain, the lowest habitable floor must be built 1 foot above the 100-year floodplain, the lowest habitable floor must be built 1 foot above the 100-year water -surface elevation, and the structure must be floodproofed below that elevation. The minimum requirement for nonresidential structures is that they be floodproofed to one foot above the 100-year water - surface elevation. Neither type of structure is allowed to be built within the floodway (City of Charlottesville, 1976) Accredited Levee notes have been added to reflect the accreditation status to the A. Raymon Thacker Levee, located in the Town of Scottsville and Albemarle County. Mink Creek Dam, to be located on Mink Creek approximately 300 feet above the Town of Scottsville corporate limits, will control runoff originating on the 0.9-square mile drainage area above the dam site. With the James River at normal or near -normal levels and the water level behind the dam at a normal level, flood heights in the Town of Scottsville caused by runoff from local rain would be reduced because of the storage behind the dam. However, during a major flood on the James River, the reduced amount of runoff from Mink Creek would be less significant in terms of flood heights than with the James River at normal levels. There are four dams located within the study limits of Albemarle County (unincorporated areas). A concrete dam is located on Lickinghole Creek. It serves as a regional sedimentation basin. The old Woolen Mills Dam is low level dam located on the Rivanna River. The dam is part of the historic lock and dam canal system used in earlier times for river navigation. On Slabtown Branch, there are two earthen dams used for agricultural purposes. Zoning and building codes provide a means of nonstructural measures for floodplain management. The "Uniform Statewide Building Code" which went into effect in September 1973 states, "where a structure is located in a 100-year floodplain, the lowest floor of all future construction or substantial improvement to an existing structure... must be built at or above that level, except for non-residential structures which may be flood -proofed to that level" (Commonwealth of Virginia, 1973). These requirements are intended to reduced future flood damages in the county. 9 3.0 ENGINEERING METHODS For the flooding sources studied in detail in the county, standard hydrologic and hydraulic study methods were used to determine the flood hazard data required for this FIS. Flood events of a magnitude which are expected to be equaled or exceeded once on the average during any 10-, 50-, 100-, or 500-year period (recurrence interval) have been selected as having special significance for floodplain management and for flood insurance rates. These events, commonly termed the 10-, 50-, 100-, and 500-year floods, have a 10-, 2-, 1-, and 0.2-percent chance, respectively, of being equaled or exceeded during any year. Although the recurrence interval represents the long term average period between floods of a specific magnitude, rare floods could occur at short intervals or even within the same year. The risk of experiencing a rare flood increases when periods greater than 1 year are considered. For example, the risk of having a flood which equals or exceeds the 100-year flood (1-percent chance of annual exceedence) in any 50-year period is approximately 40 percent (4 in 10), and, for any 90-year period, the risk increases to approximately 60 percent (6 in 10). The analyses reported herein reflect flooding potentials based on conditions existing in the county at the time of completion of this FIS. Maps and flood elevations will be amended periodically to reflect future changes. 3.1 Hydrologic Analyses Hydrologic analyses were carried out to establish the peak discharge -frequency and peak elevation -frequency relationships for the flooding sources studied in detail affecting the county. Precountywide Analyses Each incorporated community within, and the unincorporated areas of, Albemarle County, has a previously printed FIS report. The hydrologic analyses described in those reports have been compiled and are summarized below. Flood -frequency discharge values for the James River in the April 2, 1990, Albemarle County FIS were taken from the FIS for the unincorporated areas of Buckingham County (FEMA, January 1978). In that study, discharges for floods of the selected recurrence intervals on the James River were based upon a statistical analysis of gages on the James River in and near Albemarle County (Leo R. Beard, 1962). In addition, a correlation analysis with other long-term gaging stations along the James River was made. Discharges for some of the streams studied were developed in a series of Flood Plain Information reports prepared by the Norfolk USACE and in FISs for five counties or communities adjacent to, or contained within, Albemarle County (USACE, June 1971; USACE, September 1971; USACE, January 1972; USACE, February 1973; USACE, North Fork Rivanna River, March 1973; USACE, South Fork Rivanna River, March 1973; USACE, James River, November 1973; USACE, Mechunk Creek, November 1973; FEMA, FIS City of Charlottesville, December 1978; FEMA, FIS. Town of Scottsville, April 2, 1990; FEMA, FIS Nelson Counri, 1978; FEMA, FIS Buckingham Counri, January 1978; FEMA, FIS Fluvanna Co un , 1978). 10 The Hardware River drains the southern third of the county and the Rivanna River drains the northern two-thirds. Using procedures outlined in USGS Bulletin 17, statistical analyses were made for two gaging stations in the Hardware River Basin and for four stations in the Rivanna River Basin (Water Resources Council, 1976). The statistical parameters, which were the mean and standard deviations computed for each gage, and the physical parameter, the drainage area, were used to develop regression equations. After trying several groupings of the parameters, the best correlation was achieved by using separate equations for each of the basins. Discharges computed for the April 2, 1990, Albemarle County FIS were compared with the discharges used in the previous studies. If the previous discharges met the criteria established by FEMA, they were used in that study. The only discharge that did not meet the acceptable limits were those for Moores Creek; therefore, the new discharges were used. The regression equations were also used to establish discharges for those streams not previously studied. Data from three gaging stations on the Rivanna River were used for defining discharge -frequency relationships for the river. These gages are located on the Rivanna River at Palmyra six miles downstream of Charlottesville, on the Rivanna River 200 feet downstream of the confluence with Moores Creek, and on the South Fork Rivanna River at Earlysville 8.7 miles upstream from the confluence with North Fork Rivanna River. Their respective lengths of record are 40, 10, and 15 years (USGS, 1964, and USGS, 1960-1975). Values of the 10-, 50-, and 100-year peak discharges were obtained from a log - Pearson Type III distribution of annual peak flow data (Water Resources Council, 1976). Discharge -frequency relationships for the 10-, 50-, and 100-year recurrence intervals for Meadow Creek, North Fork Meadow Creek, Rock Creek, and Fifth Street Creek were based upon an urban regional frequency procedure (Anderson, D. G., 1970). These computations include consideration of watershed development as determined by aerial photographs and field reconnaissance. For Moores Creek, the 10-, 50-, and 100-year peak discharges were obtained from a log -Pearson Type III distribution of annual peak flow data (Water Resources Council, 1976). The magnitude of the 500-year peak discharge for each stream studied in detail in the December 1978 City of Charlottesville FIS was estimated by straight line extrapolation on a log normal probability graph of peak flows up to the 100-year event. Ideally, probability estimates are based on statistical analysis of streamflow records available for the watershed under study. For Mink Creek, the lack of adequate streamflow records required analysis of rainfall and runoff characteristics of the watershed in determining frequency estimates. This analysis involved the application of rainfall -runoff amounts to a synthetic graph (unit hydrograph). The 11 discharges on Mink Creek were computed with the Mink Creek Dam in operation, and in the April 2, 1990 Town of Scottsville FIS, including the effects of the A. Raymond Thacker Levee. Records of river stages and discharges on the James River at Scottsvillage have been maintained since October 1924 by the USGS. Data from this gaging station (No.0202900 were used for defining the discharge -frequency relationships for the James River. The discharges for the 10-, 50-, 100-, and 500-year floods were developed by applications of procedures described in Statistical Methods in Hydrology by L.R. Beard (USACE, January 1962). Adjustments were made to reflect the effect of Gathright Dam, and in the April 2, 1990, Town of Scottsville FIS, the effects of the A. Raymond Thacker levee. Revised Analyses for the February 4, 2005 countywide Information on the methods used to determine peak discharge -frequency relationships for the flooding sources revised or restudied as part of this countywide FIS is shown below. Hydrologic analyses were carried out to establish the peak discharge -frequency relationships for each flooding source studied in detail affecting the county. The USGS, in cooperation with the Virginia Department of Environmental Quality - Water Division, maintains records of river stages and discharges on the Rivanna River and the North Fork Rivanna River. Flood flow frequencies for the Rivanna River and the North Fork Rivanna River were based on statistical analyses of stage -discharge records for the stream gaging stations shown in the following tabulation. Gaeine Station 02032640 North Fork Rivanna River near Earlysville, V A 02032680 North Fork Rivanna River near Proffit, VA 02034000 Rivanna River at Palmyra, VA Record Oct. 1993 - Present Apr. 1970 - Sep. 1992 Oct. 1933 -Present Data from the gaging stations listed above were used for defining the discharge frequency relationships for the Rivanna River and the North Fork Rivanna River. The discharges for the 10-, 50-, 100-, and 500-year floods were developed by application of procedures outlined in Bulletin 17B, "Guidelines for Determining Flood Flow Frequency" (U.S. Department of the Interior, 1982). The discharge -frequency relationships for the other streams that were studied in detail in the county were determined using the USACE HEC-I (USACE, 1998) hydrologic computer program. Each watershed was divided into subareas and drainage areas, percent imperviousness, times of concentration, and routing times. 12 for each subarea were determined. The percent imperviousness was based on soil types and land uses that existed at the time of the study. Based on the above basin parameters and rainfall data from Technical Paper No. 40 (TP-40) (U.S. Department of Commerce, 1961) and NWS HYDRO-35 (U.S. Department of Commerce, 1977), flood hydrographs were computed for each subarea, routed downstream and combined with other subareas using the HEC-1 computer program. Discharges were modified due to "reservoir effects" encountered at several high embankment railroad and highway structures, which have relatively high fills and small culvert capacities and several water control structures. The HEC-1 computer program was used to route the flood hydrographs through these storage areas, thereby reducing the discharge -frequency relationships downstream of these structures. A summary of drainage area -peak discharge relationships for the streams studied by detailed methods is shown in Table 3, "Summary of Discharges". TABLE 3 - SUMMARY OF DISCHARGES FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (N. miles) 10-YEAR 50-YEAR 100-YEAR 500-YEAR BISCUIT RUN At mouth 12.4 2,390 4,450 5,650 9,450 COW BRANCH At confluence with Moores Creek 2.55 1,850 2,850 3,240 4,310 Upstream study limits 1.05 940 1,430 1,640 2,220 FLAT BRANCH At confluence with North Fork Rivanna River 1.79 1,170 1,840 2,070 2,740 Upstream of Flat Branch Tributary 0.78 690 1,040 1,190 1,580 Upstream study limits 0.38 440 640 720 930 FLAT BRANCH TRIBUTARY At confluence with Flat Branch 0.97 560 910 1,030 1,290 Upstream study limits 0.70 480 840 1,010 1,420 HERRING BRANCH At confluence with North Fork Rivanna River 1.66 1,060 1,700 1,950 2,690 Upstream study limits 1.06 680 1,120 1,290 1,810 IVY CREEK At mouth 27.7 4,150 8,010 10,300 17,800 13 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (N. miles) 10-YEAR 50-YEAR 100-YEAR 500-YEAR JACOBS RUN At confluence with North Fork Rivanna River 6.38 220 850 1,310 3,460 Downstream of Chris Green Lake Dam 5.98 170 820 1,270 3,460 JAMES RIVER Upstream of confluence with the Rivanna River 5,056 114,400 195,200 245,800 423,700 At mouth of the Hardware River 4,749 107,900 184,100 232,000 398,100 At State Route 20 4,584 104,000 177,700 224,000 382,000 JUMPING BRANCH At mouth 2.8 850 1,480 1,830 2,890 LICKINGHOLE CREEK At confluence with Mechums River 13.6 2,680 4,750 5,500 8,030 Upstream of Slabtown Branch 9.41 2,110 3,700 4,260 6,120 Upstream of Powells Creek 5.44 1,200 2,200 2,590 3,920 Upstream study limits 2.95 670 1,240 1,470 2,240 LITTLE IVY CREEK At mouth 3.9 1,090 1,930 2,410 3,860 MINK CREEK At mouth 1.34 580* 820* 920 1,090 MEADOW CREEK At confluence with Rivanna River 9.2 3,200 5,500 7,000 11,000 At State Route 631 8.4 2,700 4,500 6,000 9,000 At Southern Railway 3.6 1,800 3,000 4,000 6,300 MECHUMS RIVER At mouth 99.1 9,800 20,100 25,000 47,800 MOORES CREEK At mouth 30.9 4,840 9,450 12,200 21,300 *Not shown on profile 14 TABLE 3 - SUMMARY OF DISCHARGES - continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles) 10-YEAR 50-YEAR 100-YEAR 500-YEAR NORTH FORK MEADOW CREEK At confluence with Meadow Creek 0.9 450 800 1,100 1,700 NORTH FORK RIVANNA RIVER At confluence with Rivanna River 178 17,700 31,900 39,700 62,700 At mouth 176 14,300 29,900 36,000 73,400 Upstream of Preddy Creek 122 14,100 24,700 30,000 47,200 POWELL CREEK At mouth 3.8 1,070 1,880 2,340 3,740 POWELLS CREEK At confluence with Lickinghole Creek 3.88 920 1,480 1,630 2,300 Upstream study limits 3.08 740 1,170 1,350 1,980 RIVANNA RIVER Downstream study limits 568 35,900 71,900 93,000 157,400 Upstream of Buck Island Creek 530 35,100 67,500 86,500 146,000 Upstream of Moores Creek 472 32,800 62,200 80,000 134,000 ROCK CREEK At confluence with Moores Creek 1.9 1,200 2,000 2,600 4,100 At confluence of 5's Street Creek 0.9 650 1,100 1,500 2,200 SLABTOWN BRANCH At confluence with Lickinghole Creek 1.21 600 1,060 1,240 1,820 Upstream study limits 0.11 70 120 150 210 SOUTH FORK RIVANNA RIVER At mouth 268 19,700 42,200 53,400 106,000 15 TABLE 3 — SUMMARY OF DISCHARGES- continued FLOODING SOURCE DRAINAGE AREA PEAK DISCHARGES (cfs) AND LOCATION (sq. miles 10-YEAR 50- YEAR 100-YEAR 500-YEAR 5a' STREET CREEK 0.4 At confluence with Rock Creek 450 750 950 1,500 A letter of Map Revision (LOMR) dated February 3, 1999, for Blandemar Lake along its shoreline established the 1% annual chance flood elevation at 671 feet NAVD. 3.2 Hydraulic Analyses Analyses of the hydraulic characteristics of flooding from the sources studied were carried out to provide estimates of the elevations of floods of the selected recurrence intervals. Users should be aware that flood elevations shown on the FIRM represent rounded whole -foot elevations and may not exactly reflect the elevations shown on the Flood Profiles or in the Floodway Data tables in the FIS report. For construction and/or floodplain management purposes, users are encouraged to use the flood elevation data presented in this FIS in conjunction with the data shown on the FIRM. Each incorporated community within, and the unincorporated areas of, Albemarle County, has a previously printed FIS report. The hydraulic analyses described in those reports have been compiled and are summarized below. Pre -Countywide Analyses For the April 2, 1990, Albemarle County FIS, cross sections and bridge data for the Mechums River, North and South Forks of the Rivanna River, the main stem of the Rivanna River, Meadow Creek, Moores Creek, the James River, and Biscuit Run were obtained from the Floodplain information reports and FISs previously referenced. Field checks were made for bridge modification or additions made since completion of the reports. Cross sections and bridge data for Ivy Creek, Little Ivy Creek, Jumping Branch, and Powell Creek were obtained by field surveys. Water -surface elevations of floods of the selected recurrence intervals were computed using the USACE HEC-2 step -backwater computer program (USACE, 1984). Starting water -surface elevations were taken from contiguous studies, or were calculated either by using the slope/area method or at control structures (FEMA, City of Charlottesville, December 1978; FEMA, Fluvanna County, 1978). In the course of computing water - surface elevations for Powell Creek, it was found that Hollymead Drive controlled flows to the extent that storage -type analysis had to be used to establish elevations upstream. Flood profiles were drawn showing computed water -surface elevations for floods of the selected recurrence intervals. For the December 1978 City of Charlottesville FIS, cross-section data for Rivanna River, Moores Creek and Meadow Creek were obtained from the USACE (USACE,Rivanna River, June 1971 ; USACE, Moores Creek. September 1971; USACE, 16 Meadow Creek, January 1972). Cross-section data for all other streams were obtained by field measurement. All bridges and culverts were surveyed to obtain elevation data and structural geometry. Flood profiles were drawn showing computed water -surface elevations to an accuracy of 0.5 foot for floods of the selected recurrence intervals (Exhibit 1). Water -surface elevations of floods of the selected recurrence intervals were completed through use of the USACE HEC-2 step -backwater computer program (USACE, October 1973). Starting water -surface elevations for the Rivanna River, Moores Creek, and Meadow Creek were taken from studies prepared by the USACE (USACE, Rivanna River June 1971; USACE, Moores Creek, September 1971; USACE, Meadow Creek January 1972). Starting water -surface elevations for the 10-, 50-, and 500-year floods for these three streams and the starting water -surface elevations for all recurrence intervals for the remainder of the streams studied by detailed methods were computed using the "Slope Area Option" of the HEC-2 computer program. For the April 2, 1990, Town of Scottsville FIS, cross-section data for the James River and Mink Creek were obtained by field surveys. Data on bridge elevations and structural geometry were obtained from bridge plans and from field survey measurements (Commonwealth of Virginia, 1967). Water -surface elevations for floods of the selected recurrence intervals for the streams studied by detailed methods were developed using the USACE HEC-2 step - backwater computer program (USACE, 1984). Flood profiles were drawn showing computed water -surface elevations for floods of the selected recurrence intervals. Starting water -surface elevations were taken from a previous report prepared by the District USACE (USACE, 1975). For the unnamed tributary to Mink Creek, studied by approximate methods, typical cross sections of the streams were taken from the base maps and rated by slope/area computations. Discharge -depth relations were then used to delineate the limits of 1% annual chance flood areas. Revised Analyses for the February 4, 2005 Countywide Cross sections for the flooding sources studied by detailed methods were obtained from topographic maps and field surveys. All bridges, dams, and culverts were field surveyed to obtain elevation data and structural geometry. All topographic mapping used to determine cross sections is referenced in Section 4.1. Cross sections for the backwater analyses of the streams were obtained from field surveys and topographic maps (Albemarle County, 2000) and were located at close intervals to bridges and culverts in order to compute the backwater effects of these structures. Elevation data and structural geometry for bridges, dams, and culverts were obtained from field surveys or available engineering plans. Locations of selected cross sections used in the hydraulic analyses are shown on the Flood Profiles (Exhibit I). For stream segments for which a floodway was 17 computed (Section 4.2), selected cross-section locations are also shown on the FIRM (Exhibit 2). Water -surface elevations of floods of the selected recurrence intervals were computed using the USACE HEC-RAS step -backwater computer program (USACE, 2001). Flood profiles were drawn showing computed water -surface elevations for floods of the selected recurrence intervals. Starting water -surface elevations for Flat Branch Tributary, North Fork Rivanna River, Powells Creek, and Slabtown Branch were taken at the mouths from the main stream due to coincidental flooding. Starting water -surface elevations for the Rivanna River were taken from the Fluvanna County FIS (FEMA, February 1978). Starting water -surface elevations for all other streams in this revision were determined using the slope/area method. Backwater flood elevations (10- and 100-year floods only) from Moores Creek along Cow Branch were taken from a study provided by the county (Dewberry & Davis, 1996). The hydraulic analyses for this FIS were based on unobstructed flow. The flood elevations shown on the profiles are thus considered valid only if hydraulic structures remain unobstructed, operate properly, and do not fail. Roughness factors (Manning's "n") used in the hydraulic computations were chosen by engineering judgment and were based on field observations of the streams and floodplain areas. Roughness factors for all streams studied by detailed methods are shown in Table 4, "Manning's "n" Values." TABLE 4 - MANNING'S "n" VALUES Stream Channel "n" Overbank "n" 5's Street Creek 0.040 0.028 Biscuit Run 0.070 0.045 Cow Branch 0.030 - 0.100 0.030 - 0.045 Flat Branch 0.100 0.055 Flat Branch Tributary 0.080 - 0.100 0.055 Herring Branch 0.100 0.055 Ivy Creek 0.070 - 0.100 0.045 Jacobs Run 0.060 - 0.100 0.045 James River 0.021 - 0.040 0.060 Jumping Branch 0.075 0.045 Lickinghole Creek 0.060 - 0.100 0.035 - 0.060 Little Ivy Creek 0.070 - 0.100 0.045 Meadow Creek 0.035 - 0.050 0.045 - 0.075 Mechums River 0.125 0.075 Mink Creek 0.040 0.100 Moores Creek 0.045 0.070 North Fork Meadow Creek 0.050 - 0.060 0.045 - 0.075 North Fork Rivanna River 0.060 - 0.120 0.055 - 0.060 Powell Creek 0.070-0.100 0.045 18 BASE FLOOD FLOODING SOURCE FLOODWAY WATER -SURFACE ELEVATION FEET NAVD SECTION MEAN CROSS SECTION DISTANCE' WIDTH AREA VELOCITY REGULATORY WITHOUT WITH INCREASE (FEET) (SQUARE (FEET PER FLOODWAY FLOODWAY FEE SECOND South Fork Rivanna River A 0.82 390 8,518 6.3 355.9 354.0� 354.4 0.4 B 1.10 385 8,705 6.0 355.9 354.e 354.5 0.5 C 1.24 420 9.686 5.4 355.9 355.32 356.2 0.9 D 1.53 1,026 22,736 2.3 358.1 358.1 358.8 0.7 E 1.88 1,848 30,144 1.7 358.7 358.7 359.4 0.7 F 2.56 1,487 25,402 2.0 359.7 359.7 360.7 1.0 G 2.77 1,125 18,732 2.7 360.2 360.2 361.2 1.0 H 2.97 392 9,195 5.5 363.6 363.6 364.4 0.8 1 3.24 335 8,732 5.8 365.4 365.4 366.2 0.8 J 7.17 580 11,013 4.2 391.1 391.1 392.0 0.9 K 7.45 465 8,213 5.7 1 391.5 391.5 392. 'Miles above confluence with Rivanna River 2Elevation computed without consideration of backwater from Rivanna River FEDERAL EMERGENCY MANAGEMENT AGENCY y ALBEMARLE COUNTY, VA FLOODWAY DATA AND INCORPORATED AREAS m AND THE INDEPENDENT CITY OF CHARLOTTESVILLE SOUTH FORK RIVANNA RIVER 538 8,132 5.7 392.6 392.E 393.3 0.7 M 8.05 436 7,324 6.3 393.4 393.4 394.0 0.6 N 8.43 524 6,423 7.1 395.3 395.3 395.E 0.3 O 8.80 393 7,207 8.3 398.5 398.5 398.7 0.2 P 9.06 399 6,983 6.4 399.9 399.9 400.1 0.2 Q 9.40 518 7,485 5.9 401.5 401.5 401.E 0.1 R 9.67 471 7,974 5.5 403.2 403.2 403.4 0.2 S 10.08 496 8,238 5.2 406.8 406.8 406.9 0.1 T 10.32 435 7,895 5.4 408.5 408.5 408.E 0.1 U 10.65 500 8,621 4.8 410.6 410.E 410.8 0.2 V 10.89 397 7,042 5.8 411.5 411.5 412.2 0.7 W 11.32 500 9,233 4.4 415.3 415.3 416.0 0.7 X 11.62 353 5,913 6.8 417.5 417.5 418.3 0.8 Y 11.91 339 6,731 5.8 421.7 421.7 422.1 0.4 Z 12.33 337 7,180 5.3 426.1 426.1 426.4 0.3 44 Near the mouths of streams studied in detail, floodway computations are made without regard to flood elevations on the receiving water body. Therefore, "Without Floodway" elevations presented in Table 5 for certain downstream cross sections of Flat Branch, Flat Branch Tributary, Herring Branch, Ivy Creek, Jacobs Run, Jumping Branch, Lickinghole Creek, Meadow Creek, Mink Creek, Moores Creek, North Fork Meadow Creek, Powell Creek, Rock Creek, and South Fork Rivanna River are lower than the regulatory flood elevations in that area, which must take into account the 100-year flooding due to backwater from other sources. The area between the floodway and 100-year floodplain boundaries is termed the floodway fringe. The floodway fringe encompasses the portion of the floodplain that could be completely obstructed without increasing the water -surface elevation of the 100-year flood by more than 1.0 foot at any point. Typical relationships between the floodway and the floodway fringe and their significance to floodplain development are shown in Figure 1, "Floodway Schematic." i- LIMIT OF FLOODPLAIN FOR UNENCROACHED 1%ANNUAL CHANCE FLOOD-� FRINGE FRINGE FLOOD ELEVATION SURFACE CONFINED WITHIN ENCROACHMENT SURCHARGP • ALL AREA OF ALLOWABLE Ulkl,'J, ENCROACHMENT; RAISING GROUND SURFACE WILL NOT CAUSE A SURCHARGE THAT EXCEEDS THE INDICATED STANDARDS LINE A - B IS THE FLOOD ELEVATION BEFORE ENCROACHMENT LINE C - D IS THE FLOOD ELEVATION AFTER ENCROACHMENT 'SURCHARGE NOT TO EXCEED 1.0 FOOT (FEMA REQUIREMENT) OR LESSER HEIGHT IF SPECIFIED BY STATE OR COMMUNITY. FLOODWAY SCHEMATIC 5.0 INSURANCE APPLICATIONS For flood insurance rating purposes, flood insurance zone designations are assigned to a community based on the results of the engineering analyses. The zones are as follows: 45 Zone A Zone A is the flood insurance rate zone that corresponds to the 100-year floodplains that are determined in the FIS by approximate methods. Because detailed hydraulic analyses are not performed for such areas, no base flood elevations or depths are shown within this zone. Zone AE Zone AE is the flood insurance rate zone that corresponds to the 100-year floodplains that are determined in the FIS by detailed methods. In most instances, whole -foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone. Zone AH Zone AH is the flood insurance rate zone that corresponds to the areas of 100-year shallow flooding (usually areas of ponding) where average depths are between 1 and 3 feet. Whole -foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone. Zone AO Zone AO is the flood insurance rate zone that corresponds to the areas of 100-year shallow flooding (usually sheet flow on sloping terrain) where average depths are between 1 and 3 feet. Average whole -foot depths derived from the detailed hydraulic analyses are shown within this zone. Zone AR Area of special flood hazard formerly protected from the 1 % annual chance flood event by a flood control system that was subsequently decertified. Zone AR indicates that the former flood control system is being restored to provide protection from the 1 % annual chance or greater flood event. Zone A99 Zone A99 is the flood insurance rate zone that corresponds to areas of the 100-year floodplain that will be protected by a Federal flood protection system where construction has reached specified statutory milestones. No base flood elevations or depths are shown within this zone. Zone V Zone V is the flood insurance rate zone that corresponds to the 100-year coastal floodplains that have additional hazards associated with storm waves. Because approximate hydraulic analyses are performed for such areas, no base flood elevations are shown within this zone. 46 ZoneVE Zone VE is the flood insurance rate zone that corresponds to the 100-year coastal floodplains that have additional hazards associated with storm waves. Whole -foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone. Zone X Zone X is the flood insurance rate zone that corresponds to areas outside the 500-year floodplain, areas within the 500-year floodplain, and to areas of 100-year flooding where average depths are less than 1 foot, areas of 100 year flooding where the contributing drainage area is less than I square mile, and areas protected from the 100-year flood by levees. No base flood elevations or depths are shown within this zone. ZoneD Zone D is the flood insurance rate zone that corresponds to unstudied areas where flood hazards are undetermined, but possible. C:1 lI a K616) 0110% RI 81IJAZto] at7_v1 %\ The FIRM is designed for flood insurance and floodplain management applications. For flood insurance applications, the map designates flood insurance rate zones as described in Section 5.0 and, in the 100-year floodplains that were studied by detailed methods, shows selected whole -foot base flood elevations or average depths. Insurance agents use the zones and base flood elevations in conjunction with information on structures and their contents to assign premium rates for flood insurance policies. For floodplain management applications, the map shows by tints, screens, and symbols, the 100- and SOO-year floodplains. Floodways and the locations of selected cross sections used in the hydraulic analyses and flood way computations are shown where applicable. The current FIRM presents flooding information for the entire geographic area of Albemarle County. Previously, separate F1RMs were prepared for each identified flood -prone incorporated community and the unincorporated areas of the county. This countywide FIRM also includes flood hazard information that was presented separately on Flood Boundary and Floodway Maps (FBFMs), where applicable. Historical data relating to the maps prepared for each floodprone community prior to February 4, 2005 countywide, are presented in Table 6, "Community Map History" 47 410 400 390 380 m m 0 a 370 z Z Yo a 360 W 350 BLfl1 330 320 2.60 m N C3 O co - - - - - ------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ]C W W S 0 LL 0 u W Z z 0 _ l C.] LEGEND 0.2% ANNUAL CHANCE FLOOD a c — - - — - - -1 % ANNUAL CHANCE FLOOD he w -----2%ANNUAL CHANCE FLOOD - - - - - - - - 10% ANNUAL CHANCE FLOOD x Q G 0 o I c � STREAM BED ¢ CROSS SECTION LOCATION 2.80 3.00 3.20 3.40 3.60 3.80 4.00 4.20 4.40 STREAM DISTANCE IN MILES ABOVE CONFLUENCE WITH RIVANNA RIVER 410 400 Lu W i 390 W °C J ¢ Z LL Z O 380 Q Y o C3 O LA- 0 y 310 360 i W U � J 350 Wcz ti W W Z Q �cDWQ Q U 340 cm ¢rWo az~Q> > co.3 a v H MELD V w c�QZZ Lu w Lu o a mm¢o W a z J W L W 4.60 4.80 5.00 5.20 W a 85P 430 420 410 400 m m a 390 z a 380 W J W 370 360 350 340 7.80 - - - - - - - - - - - - - - - - LEGEND 0.2% ANNUAL CHANCE FLOOD -------1%ANNUAL CHANCE FLOOD — - — - —2% ANNUAL CHANCE FLOOD 10% ANNUAL CHANCE FLOOD L �M N IPI � fRl —STREAM BED CROSS SECTION LOCATION 8.00 8.20 8.40 8.60 8.80 9.00 9.20 9.40 9.60 STREAM DISTANCE IN MILES ABOVE CONFLUENCE WITH RIVANNA RIVER 430 420 W 410 W °C J Q Z LL Z O fZ � 400 C Y O p 'L u H 390 380 C� J 370 w J ;:I - CD Lu a � O z tp J Lu cc C G _ Lu 360 M ¢ `� zH W O az¢Y H O O U Y ct aLu cr- Z O Lu m<=m cr-2oa Lu m a G W Q Z J Lu cr- C 9.80 10.00 10.20 10.40 W z a 87P EFFECTIVE HEC-2 STUDY DATA u Mm f� .a.aHHaHafaaNHaa Naaa iaiiii HiiiRaR.yRMRkiiii _! t,U2. 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RIYA•+,A Q. 10 YR. njoc -AIAQD FACTOR FU4 ENTIRE REACH U5I4G sECTJCks • • i BE CIIUy CU44LATIVE ELEVATION DIFFERENCE ,..y c, `1S14aC1 nfTrEEn 0,45E FLP'aD A'.DA -� 101 21 ',.21 • r 9.v69 -4.00 .1.20 4.89 9,053 17GD. -4.27 -1.30 5.29 -4.27 -1.3v ';29 • V.Ubb slob. - .2b -I.31 5.51 9,cb7 k836. -4.31 -1.32 5.54 9.IOD 19468. -5.02 .1.,i7 6.56 C 9,.200 21440. -5.23 .1,6P 6.59 9.300 23394. -05.69 -1.82 7.00 9.46n 24606. -b.27 .1,91 1.12 9.9DG A6614. -6.94 -2.06 7.vl 4 , 6co V, P156P. -1.,3 _2.25 ?.49 • 63D 2AA5b. -7.77 -2,tb I.43 9."640. 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