Loading...
HomeMy WebLinkAboutWPO201400070 Plan - VSMP WPO VSMP 2014-11-11I F PROJECT SITE DATA FAITH CHRISTIAN CENTER INTERNATIONAL Name of Development: Faith Christian Center International Name of Owner/Developer: Faith Christian Center International, attn. Pastor Wayne Frye Tax Map /Parcel Number: TMP 07800- 00- 00 -047A0 Parcel 47A; 9.48 acres, DB:3958, PG:27 Zoning: Rural area with a special use permit for a church and daycare; Entrance Corridor(EC) Waviers requested and approved: Stream buffer, critical slopes Magisterial District: Scottsville County /State: Albemarle County, VA Source of Topography: Field topo run by Roger W. Ray & Associates, Inc. Feb. 18, 2011, updated Feb. 14, 2013 Source of Survey: Roger W. Ray & Associates, Inc. Oct. 7, 2010 Existing Use: Vacant, previously Sleepy Hollow Trailer Park Proposed Use: New church building (0.43 acres), daycare and supporting items. Floor area ratio and lot coverage: Floor area =17,96 i s f or 0.41 acres Lot size = 9.4825 acres Rat io =0.4 i/9.4825 =0.043 or 4.3% A business sign will be located near Rt . 250 in accordance with the zoning ordinance. Maximum amount of paved park ing/c ircu lation=0.8743 acres. SETBACKS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNEPJZONING Setbacks: ENGINEER INSPECTIONS Adjacent to public streets: ARB DEPARTMENT OF FIRE RESCUE 75' building setback AT,RF.MARI.F. C'Ot TN'f'Y !;�'F,R VTr'.F.. AI ITF- O TV 10' parking setback Adjacent to residential and rural districts: 50' building setback 20' parking setback Buffer zone adjacent to residential and rural districts: 20' undisturbed buffer with exceptions in accordance with 21.7.3 PARKING SCHEDULE Required: 3 parking spaces /seat: 399 seats /3 =133 spaces Provided: 133 spaces (8 hc, 125 regular) TRIP GENERATION WEEKDAY ITE AM PEAK HR PM PEAK HR LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL Church 560 16,198 SF 148 6 3 9 4 5 9 Daycare 565 120 students 538 49 44 93 42 47 89 Total: 685 55 47 102 46 52 98 Source: Turn Lane Analysis Report by The Timmons Group Trip Generation Handbook, 8th ed, ITE V e% W rw% tM11% 0) M P HOZO 1400070 2184 Richmond Road, Albemarle County, Virginia TAX MAP 78, PARCELS 47A APPLICATION NUMBER SP - 2007 - 28 (Church) APPLICATION NUMBER SP - 2007 - 29 (Daycare) INDEX FOR VSMP PERMIT C1.0 - Cover sheet C2.0 - Ex. Topography & Demolition -North C2.i - Ex. Topography & Demolition- Middle C2.2 - Ex. Topography & Demolition -South C2.3 - Ex. Topography & Demolition -Rt. 250 West C2.4 - Ex. Topography & Demolition -Rt. 250 East L5.2 - Stream Buffer Mitigation Plan C7.0 - Site Notes & Details C8.0 - Storm Profiles C8.1 - Storm Profiles & Outlet Protection C8.2 - Storm Profiles & Table C9.0 - Filterra Details C9.i - Filterra Drainage Area Map C10.0 - Erosion & Sediment Control Narrative C10.1 - Erosion & Sediment Control Plan - North C10.2 - Erosion & Sediment Control Plan - Middle C10.3 - Erosion & Sediment Control Plan - South C10.4 - Erosion & Sediment Control Plan - Entrance C10.5 - Erosion & Sediment Control Details C10.6 - Erosion & Sediment Control Plan Drainage Area Map C11.0 - Pre - Development Drainage Area Map C11.i - Post - Development Drainage Area Map C12.0 - Onsite Drainage Area Map C12.1 - Curb Inlet Calculations C13.0 - Offsite Drainage Area Map C14.0 - Stream Buffer Disturbance Plan C16.0 - SWPPP & Pollution Prevention Plan BUILDING HEIGHT Less than 35 -feet Basement and i story on the front and west side Basement and 2 stories on the back and east side FLOOD ZONES This property is not located within a defined 100 year flood zone or floodway. WATER & SANITARY SERVICES Well and septic field. All materials and construction methods are to comply with the requirements as outlined in the regulations used by the Health Department. ELECTRIC / TELEPHONE / CABLE TV All service lines for electricity, telephone and cable TV are to be installed underground. Care is to be taken to assure their location does not conflict with any other aspects of the proposed site plan. Sign(s) will be placed in accordance with Section 4.15 of the Albemarle County Zoning Ordinance. LEGEND Ex.- Existing T.B.R.-To Be Removed dbl.- double FIRE PROTECTION This site is not in the ACSA Jurisdictional Area. However, a public fire hydrant is located approximately 150 east of the entrance on the north side of Rt. 250. The building will have a sprinkler system. TRASH L Screened dumpster. IMPACT AREAS This site is not within a reservoir watershed. This site is not located within a defined 100 -year flood zone. This site is not within the Airport Impact Area. This site is not within a Development Area. This site is along an Entrance Corridor CRITICAL SLOPES The site does have critical slopes. However, the improvements have been placed to minimize the impact. ARB NOTES Visibility of all mechanical equipment from the Entrance Corridor shall be eliminated. APPROVALS DATE DEPARTMENT OF COMMUNITY DEVELOPMENT PLANNEPJZONING ENGINEER INSPECTIONS ARB DEPARTMENT OF FIRE RESCUE AT,RF.MARI.F. C'Ot TN'f'Y !;�'F,R VTr'.F.. AI ITF- O TV DATE May 7, 2014 REVISIONS May 27, 2014 July 21, 2014 (ARB COA) August 11, 2014 (R) September 24, 2014 October 13, 2014 c w Z W J oQ Z Z QO F= Q Cl) z =w U� z LL Q SCALE 1'=50' O I\ O O O qq O N 0 ;,,,ALTH DF D� Y BRIAN . sm nffH y V CERTIFICATE No. � 14591 . �o��SSI01iAL �lw BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. %MM DOOM o WD ° s flffl 4635 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER 06-012 -07 DWG. NAME Final plan 3.pro SHEEP C1,0 26 sheets (civil) 1 sheet (landscape architect) 27 sheets total 1 s Il II 46 9� n J s i t % i i \ I� I \. I i S16 *45'23"W 31.58' I \. I \ 1 I 1 \ I I S3\ - \ S4 2'14 E 35 6 Ex. Shadwe l l Creek 100' Stream buffer CD \ L CD �� \ and sewage setback 9 \ d, \ c� T.M. 78 -50 HARTMAN FAMILY CORPORATION D.B. 3882 -544 THRU 547 PLAT D.B. 713 -33 ZONING: RA w \ CD C9 \ `� \ `� \ �� `� `� `'� ��` 20 UNDISTURBED BUFFER \ \ \z U ui \ 6 3F \ o T.M. 78 45 \ \ \ \ \ \ SOUTHERN SUN, INC. D.B. 1090 -38 D.B. 514 -299 PLAT ZONING: RA \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ so, b \ \ \ \ \ \ \ \ \ \ \ \ \ u1 \ \ \ 20 ' \UND�STUB ED BI�FFER\ \ \ \ \ \ \ \ \ \ \ \ d'O \ \ Ex \ wo ds\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ S07 '00'26 "E 14.70' \ \\ \ \\ TO KMAIN \ \do i\♦ ♦� �\ �\ \ \ `\ \\ \\ \ `90 \ \ \\ \ \\ \ 7�0 \ ♦ \\ \\ ° \ \\ \\ \\ \ \ \\ \\ \\ \ I \ \\ \ 60 \ \ \ \ \ \ \ \ —` \ \ \ \\ \ TO REWtA N \ `\ X \\ \ AX MAP 7 \ I \ `\ I %� I \ \ IEx w o \ \ \ \ \ \ / ITO �REM�ds IN \ \ \ \ \ \ I \ \ I I I I I \ I \ \ \ PARCEL 47A� OF 8\,88 ACES LIMITS DISTURBANCE D .0. 702 - 21 I / II i i I I I ► I \\ \ \I \' , I I , ► \ I 1 \ 1 I\ \ \ \ \ I I I I I b.B.494 . P 430 mcit), � X l i i ► I I II � I ` I I I I I i I I � I I I I \\ \ I \ \ I I � 3 \ �\ Ln \ rn N\ � / I / 1 / I � I I / 1, �� l / ► 1 � I l I MATCH LINE (SEE SHEET C2.1) S68 '28 '56 "W 27.78' Benchmark 1 nail set in 36" sycamore Elevation= 379.00 � ---Ex ;nadwe>> crPF< 11 All existing utilities serving the mobile homes shall be removed. DATE May b, 2014 REVISIONS July 21, 2014 September 24, 2014 C W H z W J oQ z z QO C/)Q z LU z LL Q d6 c >O z Q� z Og OZ �O � O 2 X LU wc) SCALE 1' =20' off' P'LTH of Gr B P. SMITH CERTIFICATE No. 14591 f w� t�sslONAL N P. SMITH, PE ENGINEERING, INC, GOLF COURSE DESIGN Q1 OR I ERNM LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 bpspe @embargmail.com , JOB NUMBER C�_'•���7+�i?c7 DWG. NAME Final plan 3.pro SHEET C2.0 MATCH LINE (SEE SHEET C2.2) DATE May 6, 2014 REVISIONS July 21, 2014 Septermber 24, 2014 C W H z W J UQ zz QO c/)Q cz =W U z z Q W C;6 J }c = G d Q � cZ og as O Z �O 0 ZJ w� SCALE 1' =20' �ALTH op P BRIAN P. SMRH CERTIFICATE No. 14591 (� �SIONAL BRIAN P. SMITH, PE EVIL ENGINEERING, INC, 001E mm Dr2mm gmD m - mn PLMN02 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 k-l'..bpspe@embargmaii.com JOB NUMBER 06-012 -07 DWG. NAME Final plan 3.pro SHEET C2.1 MATCH LINE (SEE SHEET C2.1) DATE May 6, 2014 REVISIONS July 21, 2014 Septermber 24, 2014 October 13, 2014 C W H z W J oQ zo �Q rly z =W U� z z Q W C;6 2 T. CL Q� C (D I OZ CL O� z zO x 0 w2 w D SCALE 1' =20' O���AI,TH of Dr BV AN P. SMITH CERTIFICATE No. /'& lJ?, �t �SSIONAL ���� BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. ORE Um mmarn rn (�� ORL`� D W° L'yrd o D A 11V�IlV\ii 4635 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 b s e @embar mail.com JOB NUMBER 06-012 -07 DWG. NAME Final plan 3.pro SHEET C2.2 MATCH LINE (SEE SHEET C2.2) DATE May 6, 2014 REVISIONS July 21, 2014 Septermber 24, 2014 7 ry W z W J UQ zo �Q ry =w T. LL LiU �- z Q w ob CL D Z Q� ry OZ CL Oa z z� 0 c/) J W o G W � 11 SCALE 1' =20' ALT H of Gr B P. SMITH CERTIFICATE No. .� 14591 0 �sS1pNAL G1 IRIAN P. SMITH, PE ;IVIL ENGINEERING, INC. mm Dmam - Lap ° m aka@ 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER 06-012-07 DWG. NAME Final plan 3.pro I SHEEf C2,3 M N U w w w s w Z J U r� MATCH LINE (SEE SHEET C2.2) DATE May b, 2014 REVISIONS July 21, 2014 September 24, 2014 Lv w Z W J oQ zo z �Q aa z U L1J z LL L-i Q H 0� W O = N Q 'L,' c 0' O z on.g (Dz z 0 (jJ X 0 W 2 W SCALE 1' =20' ALT H op Lr� BR P. Sguf y CERTIFICATE No. SSIDNAL ZyCs N P. SMITH, PE ENGINEERING, INC. GOLF COURSE DESIGN I 1 ER, 1 00 M LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER DWG. NAME Final plan 3.pro SHEET C2.4 i ' 20' BUFFER AREA - NO CLEARING I OR GRADING PERMITTED. PLANT ADDITIONAL SCREEN TREES IN AREAS WHERE EX. TREES DO NOT PROVIDE LIMITS OF CLEARING ADEQUATE SCREENING FROM & GRADING ADJACENT PROPERTY. N 11 M A26 20' BUFFER AREA - NO CLEARING LIMITS OF CLEARING OR GRADING PERMITTED. PLANT & GRADING ADDITIONAL SCREEN TREES IN AREAS WHERE EX. TREES DO NOT PROVIDE 100' WPO BUFFER i ADEQUATE SCREENING FROM LIMITS ADJACENT PROPERTY. I MEN it IFA It I •'� / 1 / q����1?: r % / / //� r ! ►. 1, �� \ • / � j :win, 4, �tii r -ia. ���. ■ � . � � • -` �� ••�ia� "*.ti � na®,Ea�.�ltif ��ti•, ri � •4. t tom• _,��_- ` ORO .✓ e,/ �•`y os�Q4\► 1���-'-, vsi+!�•`'r�.� �' iapy `A4�"rr'vr`'�R .. •f7/���� '' tiJ:.,,y- „,�a�.y'�a'�tf_,,v” -�. `'*i' -rte li a '� r.7.L► �"' `lam, Q' Qom. 'vba_,, ,�•. .: w;� �� , V�•.ey ...."err, :...., �. �:�► ., asom ''cQ■yy��,vstl�•: ��� f •i .t;{�!•�aa�•:ri,� ��ria}[,.+i 1.�JeL�.���►�cTy�" tfe�Vr�- ,#j�1� �.L�~� �Jr� �v' '��� •ice. ri.:.- �.`,IIi��.��'- et ` ► y" 1 1 1"W41 IRA �►.. _ 'Aa i� as 7.o.�• : F. e �ASI..:(i1 `j't "ice}` � �cb °!21 r.,._ t � !/ ,� O�i'' '� �Ly`,� •i z�•�ti{' E' w: j1,, �'ru„�M!���a.��.l��dk.''r•i:� ::i.� "� "'=lit v' /' -' -•• . - ��_ �, . ►__ �. � .�\ J_ / .f P�Ar�1"�.•�ne- _'�.'' -.:i a ss,'�f}�Trlr.'�t- v.�.'tir�A�. �'�i�•�..? �`i.�, : �• _•J ry:�iFi��� --•�1 ti \�1zi zo PLANT LIST J L » ,,• AS, ! � �� ��,: nom•- . , ��, %� i' �' \ �., LIMITS OF CLEARING & GRADING- - LIMITS 100' STREAM BUFFER —20' BUFFER AREA - NO CLEARING OR GRADING PERMITTED. Ole / MAINTENANCE NOTES ING & GRADING r a IMITS 0� fiR .t• -•� MITIGATION PLANTINGS SHALL BE INSTALLED BETWEEN MARCH 1 AND MAY 1 OR BETWEEN LIMIT 0 STREAM BUFFER CEM R 1 PANTS S A I RECEI E AN INITIAL MULCH APPLICATION AT �,P OCTOBER 1 AND DE BE L H L V \'�-- BUFFER THIS AREA THEIR BASE AND WEEKLY WATERING FOR THE FIRST TWO MONTHS AND WATERING DURING DRY /.� PERIOD'S FOR THE SUBSEQUENT EIGHT MONTHS. �feR'OPOSED ERMANAC CESS EASEMENT WIDE PERMANENT AC REMOVAL OR ERADICATION OF UNDESIRABLE VEGETATION SHALL TAKE PLACE IN EARLY MAY, EARLY JULY AND EARLY SEPTEMBER. OVERHEAD UTILITY LINE REPLACEMENT OF DEAD OR DISEASED REQUIRED PLANTINGS SHALL OCCUR DURING SPECIFIED 40' -WIDE EASEMENT & CLEARING PLANTING TIMES DESCRIBED ABOVE. �1 1155111. • . ■ ' !•77 LEGEND _ 100' WPO BUFFER LIMITS LIMITS OF 100' WPO BUFFER DISTURBANCE DRE- PLANTING AREA 400 SF MITIGATION UNIT + C4 DB 197 P 330 - TO VIRGINIA BOTANICAL NAME QTY. SIZE CANOPY TREES PUBLIC SERVICE COMPANY PROPOSED FILTERRA UNIT AS STREAM BUFFER MITIGATION PROGRAM NOTES ASH -LEAF MAPLE ACER NEGUNDO PART OF MITIGATION PROGRAM RED MAPLE ACER RUBRUM MITIGATION REQUIREMENT. THESE FILTERRA UNITS AND ANY OTHER MITIGATION MEASURES RIVER BIRCH REQUIREMENT CALCULATION SF ACRES % AREA OF SITE WITHIN 100' WPO BUFFER 108,716 2.50 100 THERE ARE AREAS OF THE SITE THAT FALL WITHIN PROPOSED TO BE DISTURBED. THESE AREAS WERE THE 100' WPO BUFFER THAT ARE NOT INVESTIGATED AS POTENTIAL LOCATIONS LIQUIDAMBAR STYRACIFLUA AREA OF WPO BUFFER TO BE DISTURBED 46,638 1.07 43 FOR ON -SITE MITIGATION. THESE AREAS DISPLAYED NO NOTEWORTY EROSION AND WERE BLACKGUN FOUND TO SUPPORT NATIVE CANOPY, UNDERSTORY AND GROUNDCOVER AND, AS SUCH, ARE SYCAMORE REQUIRED MITIGATION AREA EQUALS DISTURBED WPO BUFFER AREA X 2, THEREFORE, ALSO NOT GOOD CANDIDATES FOR MITIGATION. SCARLET OAK QUERCUS COCCINEA MITIGATION AREA REQUIREMENT EQUALS 93,276 SF (2.14 AC). NORTHERN RED OAK QUERCUS RUBRA GENERALLY, EACH MITIGATION UNIT IS TO INCLUDE: ONE CANOPY TREE OR LARGE UNDERSTORY TREES MITIGATION PLANTINGS ARE TO OCCUR WITHIN THE 100' WPO BUFFER. SUBTRACTING ALREADY DOWNY SERVICEBERRY BY ACTION TAKEN BY THE ALBEMARLE COUNTY BOARD OF SUPERVISORS (BOS) REGARDING STABLE AND VEGETATIVELY DIVERSE AREAS TO BE PRESERVED WITHIN THE 100' WPO BUFFER CERCIS CANADENSIS SP- 2007 - 000289 DATED SEPTEMBER 1, 2010, THE SPECIAL PERMIT WAS GRANTED WITH THE AS WELL AS WOODED AREAS WITHIN THE 20' BUFFER AND OVERHEAD UTILITY EASEMENTS, COMMON NAME BOTANICAL NAME QTY. SIZE CANOPY TREES REPLANTED ACCORDING TO "RESTORATION / ESTABLISHMENT TABLE A" IN APPENDIX D OF 128 1.5' -2" ASH -LEAF MAPLE ACER NEGUNDO VIRGINIA DEPARTMENT OF CONSERVATION & RECREATION'S CHESAPEAKE BAY LOCAL RED MAPLE ACER RUBRUM MITIGATION REQUIREMENT. THESE FILTERRA UNITS AND ANY OTHER MITIGATION MEASURES RIVER BIRCH BETULA NIGRA SWEETGUM LIQUIDAMBAR STYRACIFLUA TULIP POPLAR LIRIODENDRON TULIPIFERA BLACKGUN NYSSA SYLVATICA BE EASILY QUANTIFIED FOR REVIEW AND APPROVAL. IN PRACTICE, AT THE TIME OF SYCAMORE PLATANUS OCCIDENTALIS 93,276 SF AND DIVIDING BY 400 YIELDS A REQUIREMENT OF 234 MITIGATION UNITS FOR THIS SCARLET OAK QUERCUS COCCINEA EXISTING VEGETATION, TO RESPECT THE LIMITS OF THE 20' BUFFER, WHICH IS TO BE NORTHERN RED OAK QUERCUS RUBRA GENERALLY, EACH MITIGATION UNIT IS TO INCLUDE: ONE CANOPY TREE OR LARGE UNDERSTORY TREES EVERGREEN TREE AS WELL AS TWO UNDERSTORY TREES OR SMALL EVERGREEN AND THREE 256 .75' -1.5" DOWNY SERVICEBERRY AMELANCHIER ARBOREA EASTERN REDBUD CERCIS CANADENSIS PROVIDES FOR PLANT OPTIONS WITHIN EACH CATEGORY OF PLANT TYPE REQUIRED. A MIX OF FLOWERING DOGWOOD CORNUS FLORIDA THIS SITE IS ALSO ENCUMBERED BY THE APPLICATION OF A 20' BUFFER THAT IS FRINGETREE CHIONANTHUS VIRGINICUS CORDONED -OFF WITH SAFETY FENCE PRIOR TO COMMENCEMENT OF SITE WORK, SILT FENCE EVERGREEN TREES MAY TAKE THE PLACE OF SAFETY FENCE WHERE ITS USE FUNCTIONS FOR EROSION CONTROL. THE 20' BUFFER. NO DISTURBANCE IS PERMITTED WITHIN THE 20' BUFFER, INCLUDING EASTERN RED CEDAR JUNIPERUS VIRGINIANA PRESERVED. ALL GRADED AREAS TO REMAIN AS LANDSCAPE SHALL RECEIVE TOPSOIL, LIME, WHITE PINE PINUS STROBUS IS CURRENTLY OPEN LAND. THOSE AREAS WITHIN THE 20' BUFFER THAT ARE WOODED AT EASTERN HEMLOCK TSAUGA CANADENSIS STRAW MULCH AT TWICE THE NORMAL APPLICATION RATES. SEE EROSION CONTROL PLAN SMALL SHRUBS AND SPECIFICATIONS FOR SEED TYPE. SLOPES GREATER THAN 3:1 SHALL ALSO RECEIVE 384 15' -18" RED CHOKEBERRY ARONIA ARBUTIFOLIA GROUND. SILKY DOGWOOD CORNUS AMOMUM DISTURBED, BUT ARE BEYOND THE BOS- APPROVED REPLANTING AREA LIMITS. THIS WITCH HAZEL HAMAMELIS VIRGINIANA TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL HEALTH OF THE WINTERBERRY ILEX VERTICELLATA COMMON ELDERBERRY SAMBUCUS CANADENSIS HIGHBUSH BLUEBERRY VACCINIUM CORYMBOSUM THE PLANTS LISTED ABOVE WERE SELECTED FROM DEQ'S LIST OF "NATIVE PLANTS FOR CONSERVATION, RESTORATION AND LANDSCAPING: PIEDMONT PLATEAU" FOLLOWING CONDITION ASSOCIATED MITIGATION OF DISTURBED WPO BUFFER AREA: AN AREA OF ROUGHLY 51,200 SF WITHIN THE WPO BUFFER IS CONSIDERED SUITABLE FOR THE AREA LABELED "RE- PLANTING AREA" ON THE CONCEPTUAL PLAN SHALL BE MITIGATION PLANTINGS. THIS REPRESENTS 128 MITIGATION UNITS - SHORT OF THE 234 REPLANTED ACCORDING TO "RESTORATION / ESTABLISHMENT TABLE A" IN APPENDIX D OF MITIGATION UNITS REQUIRED. THE ALBEMARLE COUNTY ENGINEERING DEPARTMENT HAS THE "RIPARIAN BUFFERS MODIFICATION & MITIGATION MANUAL," PUBLISHED BY THE SUGGESTED THAT INCLUSION OF ALTERNATIVE WATER QUALITY MEASURES, SUCH AS VIRGINIA DEPARTMENT OF CONSERVATION & RECREATION'S CHESAPEAKE BAY LOCAL INSTALLATION OF FILTERRA UNITS, WILL BE ACCEPTABLE IN MEETING THE BALANCE OF THE ASSISTANCE PROGRAM. THIS AREA SHALL BE REPLANTED WITH SPECIES LISTED IN THE MITIGATION REQUIREMENT. THESE FILTERRA UNITS AND ANY OTHER MITIGATION MEASURES BROCHURE TITLED "NATIVE PLANTS FOR CONSERVATION, RESTORATION AND LANDSCAPING: INTENDED AS PART OF THE MITIGATION PROGRAM SHALL BE INCLUDED ON THE FINAL SITE DEVELOPMENT PLANS AND WPO SUBMISSIONS TO BE FILED FOR THIS PROJECT, PIEDMONT PLATEAU," PUBLISHED BY THE VIRGINIA DEPARTMENT OF CONSERVATION & RECREATION. TO INSURE CLARITY, THIS PLAN GRAPHICALLY REFLECTS THE MITIGATION PLANTINGS AS A SERIES OF IDENTICAL MITIGATION UNITS. IN THIS GRAPHIC MANNER THE MITIGATION PLAN CAN TABLE A REFERRED TO IN THE BOS ACTION IS IMPLEMENTED ON A "UNIT BASIS ", WHERE A BE EASILY QUANTIFIED FOR REVIEW AND APPROVAL. IN PRACTICE, AT THE TIME OF UNIT OF MITIGATION IS EQUIVALENT TO 400 SF. TAKING THE REQUIRED MITIGATION AREA OF INSTALLATION, PLANTS MAY BE SHIFTED WITHIN THE GENERAL AREA IN WHICH THEY ARE 93,276 SF AND DIVIDING BY 400 YIELDS A REQUIREMENT OF 234 MITIGATION UNITS FOR THIS GRAPHICALLY PROPOSED ON THE PLAN TO AVOID CONFLICT WITH OTHER IMPROVEMENTS, DEVELOPMENT PROPOSAL. EXISTING VEGETATION, TO RESPECT THE LIMITS OF THE 20' BUFFER, WHICH IS TO BE UNDISTURBED AND TO INSURE THAT THEY RESIDE WITHIN THE 100' WPO BUFFER LIMITS. GENERALLY, EACH MITIGATION UNIT IS TO INCLUDE: ONE CANOPY TREE OR LARGE EVERGREEN TREE AS WELL AS TWO UNDERSTORY TREES OR SMALL EVERGREEN AND THREE REFER TO THE PLANT LIST ON THIS SHEET FOR THE TYPE AND SIZE OF PLANTS CONSIDERED SMALL SHRUBS. SUITABLE FOR THIS PROGRAM. DUE TO THE VERY LARGE QUANTITY OF PLANTS REQUIRED AND THE REAL POSSIBILITY OF ENCOUNTERING ISSUES RELATED TO AVAILABILITY THIS PLAN MITIGATION PLANTINGS ARE PROPOSED IN LOCATIONS WHERE THEY WILL NOT CONFLICT WITH PROVIDES FOR PLANT OPTIONS WITHIN EACH CATEGORY OF PLANT TYPE REQUIRED. A MIX OF OTHER REQUIRED LANDSCAPING. NUMEROUS PLANT SPECIES WITHIN EACH CATEGORY IS CONSIDERED MOST DESIRABLE. THIS SITE IS ALSO ENCUMBERED BY THE APPLICATION OF A 20' BUFFER THAT IS AREAS WHERE TREES OR WOODED AREAS ARE SPECIFIED FOR PRESERVATION SHALL BE ASSOCIATED WITH MUCH OF ITS BOUNDARY PERIMETER. HOWEVER, THE ABOVE ACTION BY CORDONED -OFF WITH SAFETY FENCE PRIOR TO COMMENCEMENT OF SITE WORK, SILT FENCE THE BOS ESTABLISHED A RE- PLANTING AREA WHICH GRAPHICALLY INCLUDES PORTIONS OF MAY TAKE THE PLACE OF SAFETY FENCE WHERE ITS USE FUNCTIONS FOR EROSION CONTROL. THE 20' BUFFER. NO DISTURBANCE IS PERMITTED WITHIN THE 20' BUFFER, INCLUDING ALL EQUIPMENT SHALL BE KEPT AWAY FROM THE DRIPLINE OF TREES THAT ARE TO BE PLANTING EFFORTS. THEREFORE, THIS PLAN DOES NOT PROPOSE NEW MITIGATION PLANTINGS PRESERVED. ALL GRADED AREAS TO REMAIN AS LANDSCAPE SHALL RECEIVE TOPSOIL, LIME, WITHIN THE 20' BUFFER, EXCEPT IN A FEW INSTANCES WHERE THE AREA WITHIN THE BUFFER FERTILIZER, PERMANENT SEEDING AND STRAW MULCH. SLOPES OF UP TO 3:1 SHALL RECEIVE IS CURRENTLY OPEN LAND. THOSE AREAS WITHIN THE 20' BUFFER THAT ARE WOODED AT SURFACE ROUGHENING AFTER TOPSOIL APPLICATION, AS WELL AS PERMANENT SEEDING AND THIS TIME ARE PROPOSED TO BE PRESERVED. FIELD OBSERVATION INDICATES THAT THESE STRAW MULCH AT TWICE THE NORMAL APPLICATION RATES. SEE EROSION CONTROL PLAN EXISTING WOODED AREAS HAVE NATIVE CANOPY, UNDERSTORY AND GROUNDCOVER AND ARE AND SPECIFICATIONS FOR SEED TYPE. SLOPES GREATER THAN 3:1 SHALL ALSO RECEIVE NOT GOOD CANDIDATES FOR MITIGATION. THE GOAL IS TO PRESERVE, RATHER THAN LANDSCAPE NETTING APPLIED ATOP THE STRAW MULCH, WHICH SHALL BE STAPLED TO THE COMPROMISE, EXISTING VEGETATION. GROUND. THERE ARE AREAS OF THE SITE THAT FALL WITHIN THE 100' WPO BUFFER THAT ARE TO BE ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE DISTURBED, BUT ARE BEYOND THE BOS- APPROVED REPLANTING AREA LIMITS. THIS MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS AND APPLICATION PROPOSES TO REPLANT THESE AREAS AS WELL. TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL HEALTH OF THE PLANT. TERRA CONCEPTS, P.C. MASTER & SITE PLANNING ENTITLEMENT PROCESSING LANDSCAPE ARCHITECTURE 2046 ROCK QUARRY ROAD LOUISA, VIRGINIA 23093 PH. 434 -531 -3600 rnkeller@terrtconceptspc.com z � z�® PH lei W a b b Z G. r' Cert. No. 0239 F" U LltpE ARG SCALE: 1 " =50' SUBMIITED: 9 -24 -14 DRAWN BY: MIE]K REVISIONS: 1. 10 -13 -14 SITE REVIEW 2. 11 -4 -14 SITE REVIEW All rights reserved No part of the material protected by this copyright (plans, ideas, designs, sections or details expressed on these plans) may be reproduced, changed or utilized in any form or by any means, electronic or mechanical, including photocopying, scanning, or by any other means of retrieval system without wntten permission from Terra Concepts, P C Also, these plans may not be assigned to a third party without first written authorization of Terra Concepts, P C 0 TERRA CONCEPTS, P C I SHEET OF Z ALBEMARLE COUNTY FINAL PLAN GENERAL NOTES I I DATE General Construction Notes ADDITIONAL NOTES 1. Prior to any construction within any existing public right -of -way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT). This plan as drawn may not accurately reflect the requirements of the permit. Where any discrepancies occur the requirements of the permit shall govern. 2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted. 3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction. 4. All slopes and disturbed areas are to be fertilized, seeded and mulched. 5. The maximum allowable slope is 2:1 (horizontal:vertical). Where reasonably obtainable, lesser slopes of 3:1 or better are to be achieved. 6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel. 7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices. 8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe Class III. 9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926). GENERAL CONSTRUCTION NOTES FOR STORMWATER MANAGEMENT PLANS 1. All dams and constructed fill to be within 95% of maximum dry density and 2% of optimum moisture content. All fill material to be approved by a geotechnical engineer. A geotechnical engineer is to be present during construction of dams. 2. Pipe and riser joints are to be watertight within stormwater management facilities. 3. For temporary sediment traps or basins which are to be converted to permanent stormwater management facilities; conversion is not to take place until the site is stabilized, and permission has been obtained from the County erosion control inspector. A. The location of existing utilities across or along the line of the proposed work are not necessarily shown on the plans and where shown are only approximately correct. The contractor shall on his own initiative locate all underground lines and structures as necessary. 2. The contractor shall verify the locations of all boundaries, buildings, vegetation and other pertinent site elements. 3. The contractor shall be responsible for notifying "MISS UTILITY" - 1 -800- 552 -7001. 4. Any damage to existing utilities caused by the contractor or its subcontractors shall be the contractor's sole responsibility to repair. This expense is the contractor's responsibility. 5. Concrete and asphalt shall not be placed unless the air temperature is at least 40 degrees in the shade and rising. Material shall not be placed on frozen subgrade. 6. Existing asphalt pavement shall be saw cut and removed as per the specifications. Removal shall be done in such a manner as to not tear, bulge or displace adjacent pavement. Edges shall be clean and vertical. All cuts shall be parallel or perpendicular to the direction of traffic. 7. The contractor shall exercise care to provide positive drainage to the storm inlets or other acceptable drainage paths in all locations. 8. All storm manholes greater than 4 -feet in height shall have steps in accordance VDOT specifications. These shall be installed as an integral part of the manhole during the casting at the manufacturer plant. STORMWATER INSTALLATION NOTES Installation shall be in accordance with ASTM D2321 and ADS recommended installation guidelines (http://www.ads-pipe.com/en/installation/home.htm), with the exception that minimum cover in non- traffic areas for 12- through 60 -inch (300 to 1500 mm) diameters shall be one foot (0.3 m) . Minimum cover in trafficked areas for 12- through 36-inch (300 to 900 mm) diameters shall be one foot (0.3 m) and for 42- through 60 -inch (1050 to 1500 mm) diameters, the minimum cover shall be 2 ft (0.6 m) . Back f i l l shall consist of Class 1 (compacted), or Class 2 (minimum 90% SPD) material, with the exception that 60 -inch fittings shall use Class 1 material only. Minimum cover heights do not account for pipe buoyancy. May 6, 2014 REVISIONS July 21, 2014 Septermber 24, 2014 October 13, 2014 Lti' w Z W J oQ Z z QO F-Q z c = ry w U Z Z LL Q Q w D 66 W 0 H z W SCALE N.T.S. �,j,T H 0; Dr BRIAN P. WH y CERTIFICATE No. 14591 /3, �sSl 01VAL F'1y�1 RIAN P. SMITH, PE ]VIL ENGINEERING, INC. GOLF COURSE DESIGN DESIGN LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 _ bPspeCembargmail.com0 JOB NUMBER DWG. NAME Final plan 3.pro ��:11 C7.0 1.5" D I A. GALVANIZED STEEL HANDRAIL AND POSTS, PAINTED BLACK 12" CONTINUOUS WELD ALL JOINTS #4 REBAR IN NOS 1 NO OF EAGH TREAD, 1.5" MIN. cv GOVER m 5' MAX. SET POSTS 6" DEEP 12" QUM NTET 2.0' SM 9.5A SUPERPAVE 1211 HYDRAULIC, 3' BM -25 PRIMED ° I/2" EXPANSION EX. 12 4 4 ° 0 0 onc�,o�o JOINT RAVEL LANE TAPER LANE ° 24' m 1 /4' /FT. 2' SM -9.5A SUPERPAVE ,''-' q� 0 6" x 6" - 4 x 4 W.W.M. ° - - - - -- ° ° 1I�, a 00o� goo 37 3�� / � ° o (I I -1 I I -1 11 =1 D =1.33' (MIN.) :>000 0 0 0 0 0 0 0 00 0 0�--- g' - VDOT #21 A BASESTONE 0 - W PRIME ON SITE JOINT EXPANSION Q I I O 'o0 oop �p� 24 o� COMPACTED SUBGRADE ---- -I I I =1 I I =I 11 =I I I =1 I I . I 1 =1 6" GOMPAGTED STONE D `00 #21A 8' -VDOT #21A CBR =10 STONE ON GOMPAGTED SUBGRADE AGGREGATE BASE COMPACTED SUBBASE TO BE FIELD VERIFIED 6" THICK GONGRETE opon�,OO� MATERIAL W/ MIN. C.B.R. OF 10 GHEEKWALL TYPICAL TAPER LANE SECTION TYPICAL SITE PAVEMENT SECTION TYPICAL STAIR DETAIL- INCLUDES INTERNAL TRAVELWAYS AND PARKING LOTS SCALE. NONE ALL STAIRS IN EXCESS OF 3 RISERS SHALL HAVE HANDRAILS ALL TREADS SHALL BE 12" DEEP ALL RISERS SHALL BE 6" HIGH WITH A 1/2" LIP GENTER POSTS ON GHEEKWALL SLOPE TREADS SLIGHTLY TO DRAIN (1.5%) 5,500 PSI GONGRETE 4' 4' GRASS GRASS ' SHLDR' SHIM LDR - 2.5' �- 12' ---�- -12' -� 2.5' FE�I 2.0' SM 9.5A SUPERPAVE NEW 4' THICK CONCRETE WALK 1/21 BITUMINOUS EXPANSION JOINT 4,000 PSI RECESSED 114- CG-6 CG-6 . • t = : • .,• ;• 2% 2' SM -9.5A SUPERPAVE 4' COMPACTED STONE o00000000000� • �. 0 0 0 0 0 0 0 10 LONG #4 BAR VDOT #21 A f I 1 =1 I- "` 0 0 0 0 0 0 0 0 0,0,0 0 '''- �- 0 0 0 0 0 0 0 0 0 0 0 - -� �- -III =I I ( 1.00'- 10" I- •-1.00 ' COMPACTED-------' I_I -1 I 1 -1 I 1 =1 I I -1 I 1 -1 TIE INTO EX. WALK OMPACTED "' '" "' "' "' 16' O.C. _ _ _ _ _ _ _ _ _ =III- 11 =1 I I III =1 11 =1 11 =II I =1 1 1-11 1=k 1 1 =1 11 =1 1 0 U 0 0 0 0 0 0 0_--- 6' - VDOT #21A BASESTONE SUBGRADE NEW SIDEWALK EX. SIDEWALK 8' VDOT #21A COMPACTED SUBGRADE, BASESTONE C.B.R. FIELD TESTS TO 0 0 0 0 0 0 0 WITH PRIME ON SITE - -11 F1 I 1E1 - I I�Hl - FE1 I - -11 -III -1 BE PERFORMED PRIOR COMPACTED SUBGRADE --- -I 11 =1 11- III I =I 11 TO PAVING. CBR=10 TO BE FIELD VERIFIED TYPICAL SIDEWALK DETAIL ENTRANCE PAVEMENT SECTION CONSTRUTION JOINTS DEEP FROM ROUTE 250 TO STATION 15+87.00 WATER WELL PAVEMENT SECTION ON JOINTS TO BE 50' O.0 OR LESS LIGHT BROOM FINISH May 6, 2014 REVISIONS July 21, 2014 Septermber 24, 2014 October 13, 2014 Lti' w Z W J oQ Z z QO F-Q z c = ry w U Z Z LL Q Q w D 66 W 0 H z W SCALE N.T.S. �,j,T H 0; Dr BRIAN P. WH y CERTIFICATE No. 14591 /3, �sSl 01VAL F'1y�1 RIAN P. SMITH, PE ]VIL ENGINEERING, INC. GOLF COURSE DESIGN DESIGN LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 _ bPspeCembargmail.com0 JOB NUMBER DWG. NAME Final plan 3.pro ��:11 C7.0 370 365 36 Existing grade 0 +20 0 +40 0 +60 0 +80 A2 STA 10 +24.81 PROPOSED GRADE--\ STORM C4 -- -- __ -- STX 2 +53.18 PROPOSED GRADE END S END SECTION L =4 ' I -3B, L= ' STA 6 +7 .94 OUTLET STA 7+38.52 / 62.84 OP =362. 4 PROTECTIO Existing ra g e INV I = 358.28 RIP- RAP__ -- .8 DI -3A EAM = 370.40 END SECTION FILTERRA TOP =382.0 _��727RCP 359.00 20 INV =399./ TOP =40 .28 STORM @ 2.00% PROTECTION 357.69 65.6.'3' INCLUDI G END S E 35R +20 0 +00 0 +20 0 +40 0 +60 0 +80 A2 STA 10 +24.81 CULVERT 365 360 355 370 CTION 365 360 TIONS 11 OF 3510 +40 N 405 II 395 1390 <0:I 1 375 1 370 1 365 365 IC .1 355 1 +60 1 +80 2 +00 2 +20 2 +40 2 +60 2 +80 3 +R0 STA 10 +77.41 'A' LINE STORM PROFILE :1 375 370 365 360 PROPOSED GRADE STORM A2 ST M A STORM C3 C4 STORM C4 STA +21.18 STX 2 +53.18 PROPOSED GRADE DI-3E, L =4 ' I -3B, L= ' STA 6 +7 .94 TOP =4 STA 7+38.52 TOP= 62.84 OP =362. 4 INV IN =3 Existing ra g e INV I = 358.28 V OUT =35 .8 DI -3A INV OU = 370.40 END SECTION FILTERRA TOP =382.0 OUTLET 20 INV =399./ TOP =40 .28 PROTECTION INLET @ 2.00% INV IN =37 .44 INV IN =3 PROTECTIO INV IN =39 .50 15" I INV 15" HDPE STORM @ 2.0 NV OUT =3 7.24 INV ODT=3136.55 INV IN =39 .20 (48") 5 " HDPE STORM @ 2.0 TORM @ 2.00% / 19.18' 28.0 ' CONTROL MANHOLE INV OUT =39 STORA Al 28.0 ' STA 2+00.00 B1 (SEE DETAIL) ENDS CTION INV OU =357 70 3510 +40 N 405 II 395 1390 <0:I 1 375 1 370 1 365 365 IC .1 355 1 +60 1 +80 2 +00 2 +20 2 +40 2 +60 2 +80 3 +R0 STA 10 +77.41 'A' LINE STORM PROFILE :1 375 370 365 360 410 405 380 M!! 375 395 370 365 390 3 +60 3 +80 4 +00 4 +20 4 +40 4 +60 4 +80 5 +0v0 STA 12 +94.87 'B' LINE STORM PROFILE PROPOSED GRADE STORM B2 STORM B STORM C3 C4 STORM C4 STA +21.87 STA 4+53.B7 PROPOSED GRADE DI-313, L =8' DI -3B, L=20' DI -3A STA 6 +7 .94 TOP =4 STA 7+38.52 TOP= 76.50 TOP =376. 0 INV IN =3 Existing gr de INV I = 370.60 INV OUT =3 1.16 '- DI -3A INV OU = 370.40 FILTERRA TOP =382.0 END SECTION--\ 20 INV =399./ TOP =40 .28 OUTLET INLET @ 2.00% INV IN =37 .44 INV IN =3 PROTECTIO INV IN =39 .50 15" I INV NV OUT =3 7.24 INV ODT=3136.55 INV IN =39 .20 (48") 15 " HDPE cl TORM @ 2.00% / 15 " HDPE STORM @ 2.()0% CONTROL MANHOLE INV OUT =39 .00(48 19.B7'- 28.0 ' STORM B1 (SEE DETAIL) STA 4 +00.00 END SECTION INV OU = 370.00 410 405 380 M!! 375 395 370 365 390 3 +60 3 +80 4 +00 4 +20 4 +40 4 +60 4 +80 5 +0v0 STA 12 +94.87 'B' LINE STORM PROFILE 5 +60 5 +80 6 +00 6 +20 6 +40 6 +60 6 +60 7 +00 7 +20 7 +40 7 +60 'C' LINE STORM PROFILE 7 +80 8 +00 6 +20 8 +40 8 +60 PROPOSED GRADE STORM C21 STORM C3 C4 STORM C4 18" RCP STORM @ 16.00% STA 25+54.92 F & STA 6+14.00 DI -3A STA 6 +7 .94 TOP =4 STA 7+38.52 TOP =403 INV= 389.70 INV IN =3 8.50 (15") INV OUT =3 9.50 --INV FGC 20 (48" DI -3A F & C FILTERRA TOP =382.0 TOP =401 20 INV =399./ TOP =40 .28 FILTERRA INLET @ 2.00% INV IN =37 .44 INV IN =3 2.72 INV IN =39 .50 15" I INV NV OUT =3 7.24 INV ODT=3136.55 INV IN =39 .20 (48") SW CONTROL MANHOLE INV OUT =39 .00(48 (SEE DETAIL) FILTERR INLET INV =397 50 NEW S NITARY I FORCE MAIN 15" HDPE ST RM @ DESIG14ED BY OTHER 5 .01' Existing grade PROPOSED GRA DE 48" HDP STORM @ 0.50% X1: 48' HDPE STORM @ 0.50% PART OF STORMWATER D�ETEKT'I N PAT OF STORMWATER DE ENTION -- STORMWATER DETENTION CONSIST3 OF THREE 3 STORM C5 STORM C6 END SECTION PROVI E AN ADDI IONAL PARALLEL 48" DIAMETER STA 8 +13.5 ST 8 +69.36 i 6 -8" OF THICKNESS TO PIPES EACH MEASURING F 6 C DI -3A OUTLET THEM BASE. 119.4i-FEET LONG. SEE TOP =404.8 TO = 405.50 PROTECTION C10.2 FOR THIS DI ENSIGN. INV IN =40 .57 INV UT= 401.59 _- 18" RCP TORM @ 16.00% OETENTI N SYSTEM PROFILE INV Off--3,9 WITH ANCHORS PER PIPE L GTH INCL DES END MANUFACT RERS SECTION HYDROLO TC 6.94' RECOMMEN ATION MODELIN (C12.0) DOES NOT INCLUDE END SECTIONS. 24" RCP STORM @ 2.00% -12.00'- 56.58'- 68.83'- STORM C1 STA 6+00.00 END SECTION INV OU = 377.00 5 +60 5 +80 6 +00 6 +20 6 +40 6 +60 6 +60 7 +00 7 +20 7 +40 7 +60 'C' LINE STORM PROFILE 7 +80 8 +00 6 +20 8 +40 8 +60 410 405 INLET 400 395 385 24 +80 25 +00 25 +20 25 +40 25 +60 25 +8D5 `C4 TO C7' LINE STORM PROFILE STRUCTURE #C3 MANHOLE WITH DI -3A TOP= 401.20 STANDARD VDOT PRECAST MANHOLE (MH -1) 48" HDPE SWD PIPE- -PAVEMENT IPE - PAVEMENT TOP OF PIPE = 396.72 TOP OF WALL ELEVATION= 395.85 INV. IN= 392.72 -4" PVC PIPE THROUGH WALL ELEVATION= 394.94 v 4- •a ° 4 ° - ° 405 - 18 " RCP OUTLET INV. OUT = 386.55 : 1 -4 " PVC PIPE THROUGH WALL J.a - ° = ELEVATION= 386.65 ° -°-'. 400 .00% STORMWATER DETENTION CONTROL MANHOLE C3 395 SECTION VIEW N.T.S. SWD CONTROL MANHOLE 6' DIAMETER 390 TRASH RACK FOR PVC PIPE See C8.1 for detail 48" HDPE SWD PIPE 385 d a. 18" RCP OUTLET DI -3A approx. location 380 LENGTH OF WALL (WEIR) =4.5' a4 MANUFACTURED CONCRETE WALL INTEGRATED WITH WITH CASTING OF MANHOLE. REINFORCEMENT DETAILS 375 AND WALL SIZE PER MANUFACTURTURER'S RECOMMENDATION. FILTERRA 370 STORMWATER DETENTION CONTROL MANHOLE C3 PLAN VIEW N.T.S. DATE May 6, 2014 REVISIONS August 11, 2014 (R) Septermber 24, 2014 October 13, 2014 C W H z W J UQ z z �O �= Q U) z =w U z Q U. U) w J 0 C G C 0 Cn F- SCALE HORIZ: V =20' VERT: 1'=5' Aj,TH oj Gf B . SMfTH ERTMCATE No. .d 14591 0 la /w �SS10NAL BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. 204E DOW - OMD FLmHm@ 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 �.,bpsQe@embargmaii.com JOB NUMBER 06 -012 -07 op- DWG. NAME Final plan 3.pro SHEET C8.0 PROPOSED GRADE STORM C4 STORM C7 STA 25+00.00 STA 25+54.92 F & C DI -3A TOP =4 D2.28 TOP =403 43 INV IN =3 8.50 (15") INV OUT =3 9.50 --INV � - 20 (48" INV OUT =3 3.00 (48 ") FILTERRA INV =399./ 15 " HDPE STORM @ 2.00% 1� 1-49.92' I � '/8\-Existing grade �- 410 405 INLET 400 395 385 24 +80 25 +00 25 +20 25 +40 25 +60 25 +8D5 `C4 TO C7' LINE STORM PROFILE STRUCTURE #C3 MANHOLE WITH DI -3A TOP= 401.20 STANDARD VDOT PRECAST MANHOLE (MH -1) 48" HDPE SWD PIPE- -PAVEMENT IPE - PAVEMENT TOP OF PIPE = 396.72 TOP OF WALL ELEVATION= 395.85 INV. IN= 392.72 -4" PVC PIPE THROUGH WALL ELEVATION= 394.94 v 4- •a ° 4 ° - ° 405 - 18 " RCP OUTLET INV. OUT = 386.55 : 1 -4 " PVC PIPE THROUGH WALL J.a - ° = ELEVATION= 386.65 ° -°-'. 400 .00% STORMWATER DETENTION CONTROL MANHOLE C3 395 SECTION VIEW N.T.S. SWD CONTROL MANHOLE 6' DIAMETER 390 TRASH RACK FOR PVC PIPE See C8.1 for detail 48" HDPE SWD PIPE 385 d a. 18" RCP OUTLET DI -3A approx. location 380 LENGTH OF WALL (WEIR) =4.5' a4 MANUFACTURED CONCRETE WALL INTEGRATED WITH WITH CASTING OF MANHOLE. REINFORCEMENT DETAILS 375 AND WALL SIZE PER MANUFACTURTURER'S RECOMMENDATION. FILTERRA 370 STORMWATER DETENTION CONTROL MANHOLE C3 PLAN VIEW N.T.S. DATE May 6, 2014 REVISIONS August 11, 2014 (R) Septermber 24, 2014 October 13, 2014 C W H z W J UQ z z �O �= Q U) z =w U z Q U. U) w J 0 C G C 0 Cn F- SCALE HORIZ: V =20' VERT: 1'=5' Aj,TH oj Gf B . SMfTH ERTMCATE No. .d 14591 0 la /w �SS10NAL BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. 204E DOW - OMD FLmHm@ 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 �.,bpsQe@embargmaii.com JOB NUMBER 06 -012 -07 op- DWG. NAME Final plan 3.pro SHEET C8.0 f T:I0 May 6, 2014 REVISIONS August 11, 2014 (R) September 24, 2014 C W H z W J oQ z z �Q 0 z rvo =W UF- LL L—i z Q 06z O c/) LUU �w C0 c F- LU OJ �O Li SCALE HORIZ: 1' =20' VERT: 1'=5' ALTH of G1� BFm . SMffH 'CERTIFICATE No. .0 14591 'S —S E��1 IAN P. SMITH, PE 'IL ENGINEERING, INC. GOLF COURSE DESIGN DESIGN •LAND PLANNING 4635 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 bpspe @embarclma i l .com o: &T:'M 06-012 -07 DWG. NAME Final plan 3.pro c 8.1 420 415 410 I LOU, I •11 395 C•1 385 • 1' 1425 1420 1415 1410 1405 1400 1395 1390 1385 :1 41 +80 42 +00 42 +20 42 +40 42 +60 42 +80 43 +00 39 +00 43 +20 43 +40 43 +60 43 +80 44 +00 44 +20 44 +40 44 +60 44 +80 45 +00 'FE' F4 DETENTION SYSTEM PROFILE PIPE LENGTH INCLUDES END SECTIONS. Existing grade / HYDROLOGIC MODELING (C12.0) DOS NOT INCLUDE END SECTIONS. STA 40 +68.17 STORMWATER DETENTION CONSISTS OF THREE (3) PARALLEL 60" DIAMETER DI -7 TYPE 1 DI -7, TYPE 1 PIPES EACH MEASURING 121.3 -FEE LONG. SEE C10.2 FOR THIS DIMENSION. TO 411.50 TOP =415.50 / w u�,.., Runoff wu ....... .......................... CA THE PROFILE BELOW REPRESENTS THE PROFILE FROM MANHOLE E2, THROUGH / INV OUT_= 403.19 ... ... .... ......... ....... Length THE FIRST LINE, AND THEN TO MA HOLE E3. / ,,.,,_u, Vel _ T -4Q178 = ,.,.........,_._,.. Remarks STORM E3 STQ M E4 STORM 5 Coef Incre- STA 43 +73.83 STAY 44 +40.13 STA 44+94.93 Q Elevations STORM E2 DI -3B, L =4' DI -3A DI -3A Dia. city STA 42 +30.50 TOP= 398.40 TOP= 400.10 TOP =402 00 DI -3A INV IN= 394.42 INV IN= 396.16 INV OUT =3 8.11 rrun TOP= 394.90 FILTERRA INLET INV OUT= 388.17 INV OUT= 395.96 lower end feet w....... .__...��........_.........�_... INV IN= 387.48 INV OUT= 387.28 INV= 394.50 / FILTERRA INLET / min SWD CONTROL MANHOLE FINISHED GRADE FILTERRA / INV= 398.50 INLET 570 I�tV -OttT =39-3 :0- (SEE DETAIL) INV =396. 185 415 STORM E1 / 6563 2.00 24 3466 STA 42+00.00 RCP / NEW WALL INV OU = 384.00 / 3.15 802 1__j/ END SEECTION STORM F2 NEW WALL NEW WALL EC -1, class I OUTLET PROTECTION Check headwater- H V /D= STA +63.95 HW= 1.70 ELEV= FILTERRA INLETS Shoulder , - �"" 362.91 Allowable= 361 41 L A3 15" HDPE STORM 0.76 @ 3.84% INV = 391.00 (2) 0.30 -� 4.80 1.46 TOP= 395.30 358.28 2800 2.00 15 990 5.8 0.1 HDPE A2 INV IN= 391.55 0.90 0.08 0.07 0.37 15 " HDPE STORM 4.80 @ 2.51% 35808 357.70 INV OUT= 384.84 / 15 990 6.1 HDPE OUTLET 2 yT= 370 1.38 Existing grade- PROTECTION B3 132 179 0.38 0.68 0.68 14.0 4.70 3.20 371 16 37060 28.00 2 00 15 990 7 2 01 HDPE B2 B1 0.12 0.90 0.11 079 14 1 470 3.70 60" HDPE STORM @ 0.50% STORM F1 19.87 2.00 / 9.90 7.5 HDPE STA 37 +94.15 PART OF STORMWATER DETENTION 2 yr = 3.60 2.84 INV OUT=3E 3.45 FINISHED GRADE 7.0 EC -1, class I C6 C5 0.24 0.80 END SECT ON 5.0 6.70 15" RCP STORM @ 2.00% (F -LINE) 400.57 5101 2.00 15 OUTLET PROT CTION 0.2 HDPE 18" RCP STORM @ 11.93% 000 15" HDPE STORM @ 2.00% 0 19 see routings 39355 39320 L15" HDPE S ORM @ 2.00% see routings 0.2 HDPE C4 C3 000 000 000 0 19 27.50 '--�-) 393.00 �- 7.33 ' SWD PIPES (4) 48 61.31 ' 0.2 50.60' C3 C2 1 090 41 +80 42 +00 42 +20 42 +40 42 +60 42 +80 43 +00 39 +00 43 +20 43 +40 43 +60 43 +80 44 +00 44 +20 44 +40 44 +60 44 +80 45 +00 'FE' F4 LINE STORM PROFILE 37 +80 38 +00 38 +20 38 +40 38 +60 38 +80 39 +00 39 +20 39 +40 39 +60 STORM F4 STORM F5 PROFILE L &D229 STA 0 +03.62 STA 40 +68.17 DI -7 TYPE 1 DI -7, TYPE 1 TO 411.50 TOP =415.50 .v Drainage w u�,.., Runoff wu ....... .......................... CA INV N= 401.98 INV OUT_= 403.19 ... ... .... ......... ....... Length ... ......... ,..,..,..... Slope w, Pipe STORM MH F3 ,,.,,_u, Vel _ T -4Q178 = ,.,.........,_._,.. Remarks Point Point Area (A) Coef Incre- Accuni- Time 10 yr Q Elevations STA 39 +45.45 / Dia. city Time F 6 C acres _ C _.._._..._...._....._._...... ment W....._..... ulated .... ..........�._._....W........._. rrun TOP= 405.34 / upper end W_.__...................... lower end feet w....... .__...��........_.........�_... % in. INV IN= 400.70 / min _...._..........W..._.._....... Entrance culvc 570 I�tV -OttT =39-3 :0- / 255 185 415 1 0.57 35900 35769 6563 2.00 24 3466 105 RCP / NEW WALL / 3.15 802 1__j/ STORM F2 NEW WALL NEW WALL EC -1, class I Check headwater- H V /D= STA +63.95 HW= 1.70 ELEV= 360.70 Shoulder clev= 362.91 Allowable= 361 41 F3 8 A3 A2 0.76 040 030 0.30 13.0 4.80 1.46 TOP= 395.30 358.28 2800 2.00 15 990 5.8 0.1 HDPE A2 INV IN= 391.55 0.90 0.08 0.07 0.37 13.1 4.80 1.79 35808 357.70 INV OUT= 384.84 2 00 15 990 6.1 HDPE NEW WALL 2 yT= 370 1.38 Existing grade- EC -1, class I B3 132 179 0.38 0.68 0.68 14.0 4.70 3.20 371 16 37060 28.00 2 00 15 990 7 2 01 HDPE B2 B1 0.12 0.90 0.11 079 14 1 470 3.70 37040 STORM F1 19.87 2.00 / 9.90 7.5 HDPE STA 37 +94.15 2 yr = 3.60 2.84 INV OUT=3E 3.45 FINISHED GRADE 7.0 EC -1, class I C6 C5 0.24 0.80 END SECT ON 5.0 6.70 130 401.59 400.57 5101 2.00 15 OUTLET PROT CTION 0.2 HDPE C5 C4 000 000 15" HDPE STORM @ 2.00% 0 19 see routings 39355 39320 L15" HDPE S ORM @ 2.00% see routings 0.2 HDPE C4 C3 000 000 000 0 19 see routings 393.00 392.72 60" HDPE SWD PIPES (4) 48 see routings 0.2 HDPE C3 C2 030 090 027 046 5.0 6.70 309 386.55 377.44 5694 1600 18 42.02 13.9 RCP C2 Cl 000 0.00 000 046 5.0 6.70 3.09 377.24 37700 12.00 2.00 24 31.99 6.4 RCP -54.17' C4 60.55' 090 003 049 / 6.70 329 39950 15" HDPE STORM @ 2.00% 4992 2.00 15 990 OUTLET / HDPE D5 D4 3.83 0.35 1.34 1.34 133 PROTECTION / 402.14 40147 3374 2.00 18 16.09 8.6 0.1 HDPE D4 D3 0.23 035 0.08 1 42 13.4 4.80 6.82 401 27 400.31 48.00 2.00 18 1609 8.7 15 " RCP STORM @ 2.00% D2 000 000 0.00 1 42 137 4.70 69.45 ' 39995 37301 168.34 75.85 ' 18 4202 17.4 0.1 RCP 37 +80 38 +00 38 +20 38 +40 38 +60 38 +80 39 +00 39 +20 39 +40 39 +60 ' F' LINE STORM PROFILE 39 +80 40 +00 40 +20 40 +40 40 +60 40 +80 CE'•ZI; 415 Elul 405 395 390 385 420 STRUCTURE #E2 MANHOLE WITH DI -3A TOP= 394.90 415 STANDARD VDOT PRECAST MANHOLE (MH -1) 60" HDPE SWD PIPE 410 INV. IN= 387.48 18" RCP OUTLET INV. OUT= 387.28 405 PAVEMENT TOP OF PIPE = 392.28 TOP OF WALL ELEVATION= 392.25 1 -4" PVC PIPE THROUGH WALL ELEVATION = 390.52 2 -4" PVC PIPES THROUGH WALL ELEVATION= 387.38 1 -3" PVC PIPES THROUGH WALL ELEVATION = 387.38 STORMWATER DETENTION CONTROL MANHOLE E2 400 SECTION VIEW N.T.S. 395 FILTERRA ROOF DRAIN ELEV= 392.25 SEE ARCH. PLANS FOR SIZE /TYPE/ 390 BEDDING, ETC. INFO. ° 385 45 +20 380 -SWD CONTROL MANHOLE 6' DIAMETER TRASH RACKS FOR THE LOWER 3 -4" PIPES See C8.1 for detail 60" HDPE SWD PIPE FROM E3 DI -3A approx. location 18" RCP OUTLET _ - -- MANUFACTURED CONCRETE WALL INTEGRATED WITH LENGTH OF WALL (WEIR) -4.5' WITH CASTING OF MANHOLE. REINFORCEMENT DETAILS AND WALL SIZE PER MANUFACTURTURER'S RECOMMENDATION. FILTERRA STORMWATER DETENTION CONTROL MANHOLE E2 PLAN VIEW N.T.S. Storm Sewer Design Computations Faith Christian Center International September 17, 2014 L &D229 w.......u........r.... From w To .v Drainage w u�,.., Runoff wu ....... .......................... CA Inlet Rainfall Runoff .. WLL ........ ._. ............ ... Invert ... ... .... ......... ....... Length ... ......... ,..,..,..... Slope w, Pipe w.,. w.,.,..,....,..,,,,.,.,.,,,,,,, Capa- ,,.,,_u, Vel ,. _.................w._..,....... Flow ,.,.........,_._,.. Remarks Point Point Area (A) Coef Incre- Accuni- Time 10 yr Q Elevations Dia. city Time acres _ C _.._._..._...._....._._...... ment W....._..... ulated .... ..........�._._....W........._. rrun in/hr cfs _..W.,...- ._.._.......W_...,._. upper end W_.__...................... lower end feet w....... .__...��........_.........�_... % in. cfs _............................_........................ fps min _...._..........W..._.._....... Entrance culvc 570 045 2 55 255 185 415 1 0.57 35900 35769 6563 2.00 24 3466 105 RCP 2 yr.= 3.15 802 94 EC -1, class I Check headwater- H V /D= 0.85 HW= 1.70 ELEV= 360.70 Shoulder clev= 362.91 Allowable= 361 41 A3 A2 0.76 040 030 0.30 13.0 4.80 1.46 358.84 358.28 2800 2.00 15 990 5.8 0.1 HDPE A2 Al 0.90 0.08 0.07 0.37 13.1 4.80 1.79 35808 357.70 19. t 8 2 00 15 990 6.1 HDPE 2 yT= 370 1.38 5.7 EC -1, class I B3 132 179 0.38 0.68 0.68 14.0 4.70 3.20 371 16 37060 28.00 2 00 15 990 7 2 01 HDPE B2 B1 0.12 0.90 0.11 079 14 1 470 3.70 37040 37000 19.87 2.00 15 9.90 7.5 HDPE 2 yr = 3.60 2.84 7.0 EC -1, class I C6 C5 0.24 0.80 019 0.19 5.0 6.70 130 401.59 400.57 5101 2.00 15 9.90 5.6 0.2 HDPE C5 C4 000 000 000 0 19 see routings 39355 39320 6883 0.50 48 see routings 0.2 HDPE C4 C3 000 000 000 0 19 see routings 393.00 392.72 5658 0.50 48 see routings 0.2 HDPE C3 C2 030 090 027 046 5.0 6.70 309 386.55 377.44 5694 1600 18 42.02 13.9 RCP C2 Cl 000 0.00 000 046 5.0 6.70 3.09 377.24 37700 12.00 2.00 24 31.99 6.4 RCP C7 C4 003 090 003 049 5 0 6.70 329 39950 39850 4992 2.00 15 990 72 - HDPE D5 D4 3.83 0.35 1.34 1.34 133 4.80 643 402.14 40147 3374 2.00 18 16.09 8.6 0.1 HDPE D4 D3 0.23 035 0.08 1 42 13.4 4.80 6.82 401 27 400.31 48.00 2.00 18 1609 8.7 03 HDPE D3 D2 000 000 0.00 1 42 137 4.70 6.67 39995 37301 168.34 16.00 18 4202 17.4 0.1 RCP D2 D1 0.00 0.00 000 1.42 13.8 4.70 6.67 36569 365.00 34.43 2.00 24 31.99 8.0 00 RCP 2 yr = 3.65 5.18 7.5 EC -1, class 1 E5 E4 0.41 0.90 0.37 0.37 5 0 670 2.46 398 11 396.16 50.80 3.84 15 1266 7.99 0.1 HDPE E4 E3 009 090 0.08 0.45 5.1 670 300 39596 394.42 61.31 2.51 15 10.23 724 0.1 HDPE E3 E2 016 0.90 0.14 0.59 see routings 388.17 387.48 137.33 050 60 see routings HDPE E2 E1 0.39 0.63 0.25 0.84 see routings 387.28 38400 2750 11.93 18 see routings RCP F5 F4 138 035 0.48 048 13.2 4.80 231 403 19 401.98 60.55 2 00 15 9.90 66 02 HDPE F4 F3 0.74 035 026 074 13.4 4.75 351 401.78 40070 5417 2.00 15 990 7.4 0.1 HDPE F3 F2 000 000 000 074 135 475 3.51 39307 391 55 75.85 2.00 15 990 74 02 HDPE F2 F1 000 000 0.00 074 13.7 475 351 38484 38345 69.45 200 15 990 74 0.0 RCP 2 yr.= 3.65 270 6.9 EC -1, class I DATE May 6, 2014 REVISIONS August 11, 2014 (R) Septermber 24, 2014 October 13, 2014 c w z W J UQ z z QO �Q z c =w U z Q LL LL 0 C C 0 H SCALE HORIZ: 1' =20' VERT: 1'=5' "t LTH off,, eoi�' c P. MITH � CERTIFICATE No. 14591 k�?OXAL BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. = DONN ° WD ° s aka@ 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 b s e @embar mail.com JOB NUMBER 06-012 -07 DWG. NAME Final plan 3.pro SHEET C8.2 a® Filterra Standard Plan Notes fi It e fr Construction & Installation A Each unit shall be constructed at the locations and elevations according to the sizes shown on the approved drawings. Any modifications to the elevation or location shall be at the direction of and approved by the Engineer B. If the Filterra" is stored before installation, the top slab must be placed on the box using the 2x4 wood provided, to prevent any contamination from the site. All internal fittings supplied (if any), must be left in place as per the delivery. C. The unit shall be placed on a compacted sub -grade with a minimum 6 -inch gravel base matching the final grade of the curb line in the area of the unit `the unit to be placed such that the unit and top slab match the grade of the curb in the area of the unit. Compact undisturbed sub -grade materials to 95% of maximum density at +1- 2% of optimum moisture Unsuitable material below sub -grade shall be replaced to the site engineer's approval. D. Outlet connections shall be aligned and sealed to meet the approved drawings with modifications necessary to meet site conditions and local regulations. E Once the hunt is set, the internal wooden forms and protective mesh cover must be left intact. Remove only the temporary wooden shipping blocks between the box and top slab. 'the top lid should be sealed onto the box section before backfilling, using a non- shrink grout, butyl rubber or similar waterproof seal. `the boards on top of the lid and boards sealed in the unit's throat must NOT be removed The Supplier (Arnericast or its authorized dealer) will remove these sections at the time of activation. Backfilling should be performed in a careful manner, bringing the appropriate fill material up in 6" lifts on all sides. Precast sections shall be set in a manner that will result in a watertight joint. Iu all instances, installation of FiltClTa� unit shall conform to ASTM specification 0891 "Standard Practice for Installation of Underground Precast Utility Structures ", unless directed otherwise in contract documents. F. Curb and gutter construction (where present) shall ensure that the flow -line of the Filterrao units is at a greater elevation than the flow -line of the bypass structure or relief (drop inlet, curb cut or similar). Failure to comply with this guideline may cause failure and /or damage to the Filterra`b environmental device. C. Each FilterrZ' unit must receive adequate irrigation to ensure survival of the living system during periods of drier weather. This may be achieved through gutter flow or through the tree grate. 06'2VO5 www. tilterra.com CURB INLET FILTERRA LLLL LLL Toll Free (866) 349 -3458 PLAN VIEW STANDARD TRANSITION FROM ELEV 'A' MUST CURB AND STANDARD TO BE HIGHER GUTTER DEPRESSED (TYP) GUTTER (TYP) THAN ELEV 'B' SLOPE --- 411111— FILTERRA THROAT CURB INLET THROAT GUTTER FLOW GUTTER FLOW DEPRESSED GUTTER AT FILTERRA BYPASS CURB INLET THROAT OPENING (TYP) FLOWLINE ELEV W FLOWUN! ELEV'd' ELEVATION VIEW INTERLOCKING FILTERRA UNIT JOINT (TYP) o_ 0 R co 0 11 ii l N I M~ z . •4 PERFORATED - EFFLUENT INVERT UNDERDRAIN SYSTEM ( our BY AMERICAST OUTLET PIPE (BY OTHERS) CONNECT TO STORM DRAIN CROSS SECTION MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA STORMWATER STRUCTURE STRUCTURE EFFLUENT IN (MUST BE LOWER) DATE, 07 -07 -06 DWG: FLP -2 FILTERRAS TYPICAL FLOWLINE Memo copyrigla02tr07byA."t AND OULET PIPE RELATIONSHIP US PAT 6,277,274 AND 6,569,321 Activation fi Ite rfd� A. Activation of the Filterra� unit is performed ONLY by the Supplier. Purchaser is responsible for Filterrae inlet protection and subsequent clean out cost. This process cannot continence until the project site is fully stabilised and cleaned (full landscaping, grass cover, final paving and street sweeping completed), negating the chance of construction materials contaminating the Filterra(& system. Care shall be taken during construction not to damage the protective throat and top plates. B. Activation includes installation of plant(s) and mulch layers as necessary. Maintenance A. Each correctly installed Filterra* unit is to be maintained by the Supplier, or a Supplier approved contractor for a nunimum period of 1 year. The cost of this service is to be included in the price of each Filteiral, unit. Extended maintenance contracts are available at extra cost upon request. B. Annual maintenance consists of a maximum of (2) scheduled visits. The visits are scheduled seasonally; the sprung visit aims to clean up after winter loads including salts and sands, The fall visit helps the system by removing excessive leaf litter. C. Each maintenance visit consists of the following tasks. 1. Frlterra5 unit inspection 2. Foreign debris, silt, mulch & trash removal 3. Filter media evaluation and recharge as necessary 4. Plant health evaluation and pruning or replacement as necessary 5. Replacement of mulch 6. Disposal of all maintenance refuse items 7. Maintenance records updated and stored (reports available upon request) D. The beginning and ending date of Supplier's obligation to maintain the installed system shall be determined by the Supplier at the time the system is activated Owners must promptly notify the Supplier of any damage to the plant(s), which constitute(s) an integral part of the bioretention technology 0612&W w-mv.11Iterra.com to 1 ------------ - - - - -I I I I I L------------ ---------- - - - - --I T t/ ZED PLAN VIEW CLEANOUT COVER TREE FRAME CAST IN TOP SLAB & GRATE CAST IN TOP SLAB TOP SLAB INTERLOCKING JOINT (TYP) 0 N I t ., MULCH PROVIDED BY AMERICAST UNDERDRAIN STONE PROVIDED BY AMERICAST FILTER MEDIA PROVIDED BY AMERICAST SECTION A —A PLANT AS SUPPLIED Toll Free (866) 349 -3458 INLET SHAPING (BY OTHERS) A SDR -35 PVC COUPLING CAST INTO PRECAST BOX WALL BY AMERICAST (OUTLET PIPE LOCATION VARIES) CURB (BY OTHERS) BY AMERICAST GALVANIZED (NOT SHOWN ANGLE NOSING FOR CLARITY) 4 x 6 4' -0' CURB AND GUTTER (1) 30 (BY OTHERS) 4 x 8 4' -0" 8' -0" STREET 4" SDR -35 PVC 4 x 12 ..J DOWEL BARS 1 0 12" O.C. PERFORATED UNDERDRAIN SYSTEM BY AMERICAST D DESIGNATION L W TREE GRATE QTY & SIZE OUTLET PIPE 4 x 6 4' -0' 6' -0' (1) 30 4" SDR -35 PVC 4 x 8 4' -0" 8' -0" (1) 3x3 4" SDR -35 PVC 4 x 12 4' -0" 12' -0" (2) 3x3 4" SDR -35 PVC 6 x 8 6' -0" 8' -0" (1) 40 4' SDR -35 PVC 6 x 10 6' -0" 10' -0" (1) 44 6" SDR -35 PVC 6 x 12 6' -0" 12' -0" (2) 40 6" SDR -35 PVC 7 x 13 7' -0" 13' -0" (2) 44 6' SDR -35 PVC MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIF FILE FORMAT. DATE: 09 -04 -07 DWG: FTNL -3 �111J�SI�S �15J U� PRECAST FILTERRAS UNIT ����t���• NARROW LENGTH CONFIGURATION US PAT 6,277.274 CopyngW 0 2007 by Amcdwt AND 6,569,321 PRECAST FILTERRA TOP SLAB OW) PRECAST FILTERRA BOX WALL MP) CROWNED FLUME MI TMPA TWWAT OPENING FLUME - SLOPED TOWARDS FILTERRA THROAT PRECAST FILTERRA TOP SLAB — MIRO 4 -6' FILTERRA 1 THROAT OPENING .. { S CAST –IN –PLACE '' ' • ; % =.: `•t i• FLUME &GUTTER 1i' e:.;`;• (SLOPED TOWARD CAST –IN –PLACE DOWEL FILTERRA THROAT) FLUME & GUTTER) PRECAST DOWEL (CROWNED AND SLOPED FILTERRA TOWARD FILTERRA THROATS) BOX WALL SECTIONS VIEWS OF FILTERRA IN TYPICAL FLUME APPLICATIONS SEE BELOW FOR DETAILS NOT SHOWN STANDARD 90' NOSING (OTHER NOSING AVAILABLE UPON REQUEST) ,. .,. .,•• PRECAST +'' '•; •' , !� TOP SLAB f 4. .; .. .•t •. 4 -6" CLEAR i• THROAT A' A' .. . `�-, OPENING • `� ::.. .• .:' ..' A . ' ` 4 •� ' ♦4 • +; a CAST —IN —PLACE DEPRESSED GUTTER AND THROAT OPENING • (BY CONTRACTOR) #4 DOWEL BARS O 12" O.C. BY AMERICAST TO BE BENT AS NECESSARY BY CONTRACTOR PRIOR TO INSTALLATION OF FIELD POURED GUTTER 4­ : 1 THROAT PROTECTION DEVICE a ;•;1 t DO NOT REMOVE — LEAVE li . 4 .. ,� .= Imo• IN PLACE UNTIL SITE IS I t STABILIZED AND FILTERRA IS ACTIVATED "... U. PRECAST BOX WALL ' IMPORTANT FILTERRA FLOWLINE MUST SECTION VIEW B THAN A BYPASS FLOWLINE STANDARD FILTERRA THROAT OPENING (DROP INLET OR OTHER} MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED BY WRITTEN AUTHORIZATION FROM FILTERRA DRAWING AVAILABLE IN TIFF FILE FORMAT. DATE: 02 -26 -09 DWG: CGT -5 dj �QQ�j� FILTERRAS THROAT OPENING Memo AND GUTTER OR FLUME DETAIL US PAT 5,277,274 capyc�eht ®zoo? vy Americast AND 5,569,321 FI 6-1 [—W 6" _ I r - - - - -- -- - - -- r L I I II L i jj 1 I I " I I I II I ------i–t------ io L INLET SHAPING (BY OTHERS) A CURB (BY OTHERS) SDR -35 PVC COUPLING PLAN VIEW CAST INTO PRECAST BOX WALL (OUTLET PIPE LOCATION VARIES) CLEANOUT PLANT AS SUPPLIED COVER BY AMERICAST TREE FRAME do GRATE CAST IN (NOT SHOWN- VANIZED CAST IN TOP SLAB TOP SLAB FOR CLARITY) ANGLE NOSING TOP SLAB CURB AND GUTTER INTERLOCKING JOINT (TYP) °0 (BY OTHERS) - STREET A. : IL , • I 4 DOWEL BARS t z ® 12" O.C. .- FILTER MEDIA PROVIDED BY AMERICAST • is PERFORATED MULCH PROVIDED BY AMERICAST J UNDERDRAIN SYSTEM UNDERDRAIN STONE PROVIDED BY AMERICAST BY AMERICAST SECTION A —A DESIGNATION L 4Y TREE GRATE QTY & SIZE OUTLET PIPE 6 x 4 6' -0' 4' -0" (1) 3x3 4" SDR -35 PVC 8 x 4 8' -0" 4' -0" (1) 30 4" SDR -35 PVC B x 6 8' -0" 6' -0" (1) 44 4" SDR -35 PVC 10 x 6 10' -0" 6' -0' (1) 44 6" SDR -35 PVC 12 x 4 12' -0" 4' -0" (2) 30 4' SDR -35 PVC 12 x 6 12' -0" 6' -0" (2) 44 6" SDR -35 PVC 13 x 7 13' -0" 7' -0' (2) 44 1 6" SDR -35 PVC MODIFICATIONS OF DRAWINGS ARE ONLY PERMITTED DRAWING AVAILABLE IN TIF FILE FORMAT. BY WRITTEN AUTHORIZATION FROM FILTERRA DATE: 09 -04 -07 DWG: FTNW —,3 /1 4 01%11 �1 S ��G-L kJ LJ® PRECAST FI LTERRAS UNIT �� �� 0 ���� NARROW WIDTH CONFIGURATION US PAT 6,277.274 Copydjht 0 2007 by Amcriwt AND 6,569.321 DATE May 6, 2014 REVISIONS C W z W J UQ Zz QO �Q U) z c =w z z Q LL SCALE N.T.S. Q w D IV T LL N 14591 All /Or��- SIONAL BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. OW CINM DORM 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 b s e @embar mail.com JOB NUMBER 06 -012 -02 DWG. NAME Final plan 2.pro SHEET C9,0 DATE May 6, 2014 REVISIONS September 24 2014 October 13, 2014 C W z W J oQ zo z �Q z 117100 =W U z �17 F�- Q U. mom Q W ry C Lv Q w J w u. (D Q z Q c D SCALE fia-ill o�'1>p,1„TH ply, Grp BR P MITH ERTIRCATE No. .a 14591 �o -, leNAL` E � P. SMITH, PE ENGINEERING, INC. GOLF COURSE DESIGN DESIGN • LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER DWG. NAME Final plan 3.pro SHEEP C9,1 1070 %10 May 6, 2014 REVISIONS August 11, 2014 September 24, 2014 C W H z W J oQ Z z QO Z =W U F- z U. Q J 7 0 c Z O U �__w Z > w�. 2Q �c c LLJ ' z Cl) 66 z O Cl) O c w SCALE N.T.S. o����LT H OF Gr Lam✓ BRl P. SM1fH CERTIFICATE No. .0 14591 sIONAL E� RIAN P. SMITH, PE IVIL ENGINEERING, INC. GOLF COURSE DESIGN DESIGN N LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 _baspe @embargmail.com. JOB NUMBER DWG. NAME Final plan 3.pro SHEET C1010 A. Minimum Standards: b. Surface runoff from disturbed areas that is comprised of flow form drainage areas shall be provided. rate of stornnwater runoff for the stated frequency storm of 24 -hour duration in accordance greater than or equal to three acres shall be controlled by a sediment basin. The with the standards and criteria outlined in the regulations. Minimum Standards 4(1): minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of Minimum Standards 4(14): drainage area 'the outfall system shall, at a minimum, maintain the structural B. Narrative. Permanent or temporary soil stabilization must be applied to denuded areas within 7 days integrity of the basin during a twenty -five year storm of 24 -hour duration. Runoff All applicable federal, state and local regulations pertaining to working in of crossing live after final grade is reached on any portion of the site. Temporary soil stabilization shall be coefficients used in runoff calculations shall correspond to a bare earth condition or watercourses shall be met. 1. Project description- applied within 7 days to denuded areas which may not be at final grade but will remain those conditions expected to exist while the sediment basin is utilized. dormant (undisturbed) for longer than 30 days Permanent stabilization shall be applied to Minimum Standards 405): 'this project is involves the construction of a new church Tine site work will include a new areas that are to be left dormant for more than one year. Minimum Standards 4(7): building, entrance, parking lots and septic fields. This project is at the site of the abandoned The bed and banks of a watercourse shall be stabilized immediately after work in the Sleepy Hollow Trailer Court on the north side of Route 250 east, approximately on -half Soil stabilization refers to measures which protect soil from the erosive forces of raindrop Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion. watercourse is completed. miles east the I -64 interchange This project is on 9.48 acres in the Scottsville District impact and flowing water. Applicable practices include vegetative establishment, mulching, Slopes that are found to be eroding excessively within one year of permanent stabilization described as TAMP 78 -47A. Approximately 6.2 acres will be disturbed including the offsite soil stabilization blankets and the early application of gravel base on areas to be paved. Soil shall be provided with additional slope stabilizing measures until the problem is corrected. Minimum Standards 4(16): area near the entrance. stabilization measures should be selected to be appropriate for the time of year, site conditions and estimated duration of use. Minimum Standards 4(8): Underground futility lines shall be installed in accordance with the following standards in 2. Existing site conditions addition to other applicable criteria - Minimum Standards 4(2): Concentrated runoff shall not flow down cut or fill slopes unless contained within an The existing topography for the site slopes significantly from west to east along the narrow adequate temporary or pennanent channel, flume or slope drain structure. a. No more than 500 linear feet of trench may be opened at one time. width of the property. 'there are abandoned roadbeds that once served mobile homes. 'the During construction of the project, soil stock piles shall be stabilized or protected with b. Excavated material shall be placed on the uphill side of trenches. mobile homes were removed a few years ago. The site is mainly covered with well - sediment trapping measures. The applicant is responsible for the temporary protection and Minimum Standards 4(9): c. Effluent from dewatering operations shall be filtered or passed through an approved established deciduous trees and understory trees. A small grass area exists near the entrance. permanent stabilization of all soil stockpiles on site as well as soil intentionally transported sediment trapping device, or both, and discharged in a manner that does not adversely One portion of the site collects storm runoff by pipe and outlets about 85 feet Shadwell from the project area. Whenever water seeps from a slope face, adequate drainage or other protection shall be affect flowing streams or off -site property. Creek. The remainder of the property generally sheet flows towards the creek. provided. d. Material used for backfilling trenches shall be properly compacted in order to Minimum Standards 4(3): minimize erosion and promote stabilization. 3 Adjacent areas: Minimum Standards 4(10): e. Re- stabilization shall be accomplished in accordance with these regulations. A permanent vegetative cover shall be established on denuded areas not otherwise f. Applicable safety regulations shall be complied with. Pp Y g P The E & 5 manual requests this section to describe adjacent areas which might be affected permanently stabilized. Pennanent vegetation shall not be considered established until a All storm sewer inlets that are made operable during construction shall be protected so that by this laid disturbance project. There shouldn't be any effect on adjoining properties is ground cover is achieved that, in the opinion of the local program administrator or his sedinent -laden water cannot enter the conveyance system without first being filtered or Minimum Standards 407 these areas are either uphill (west /north) of the project or are across the creek (east). Route designated agent, is uniform, mature enough to Survive and will inhibit erosion. otherwise treated to remove sediment. 250 is to the south. This being said, runoff from this project will enter Shadwell Creel: and Where construction vehicle access routes intersect paved public roads, provisions shall be it is still important to minimize this potential impact. Minimum Standards 4(4): Minimum Standards 4(,11): trade to minimize the transport of sediment by vehicular tracking onto the paved surface. Where sediment is transported onto a public road surface, the road shall be cleaned 4 Ofd site areas- Sediment basins and traps, perimeter- dikes, Sediment barriers and other treasures intended to Before newly constructed stornnwater conveyance channels or pipes are made operational, thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or trap sediment shall be constructed as a first step in any land disturbing activity and shall be adequate outlet protection and any required temporary or permanent channel lining shall be sweeping and transported to a sediment control disposal area_ Street washing shall be This plan does not address cut and fill quantities of soil or whether a waste or borrow site is made functional before up slope land disturbance takes place. installed in both the conveyance channel and receiving channel. allowed only after sediment is removed in this manner. This provision shall apply to needed. When known, it must have an approved soil erosion control plan for that individual subdivision lots as well as to larger land- disturbing activities. jurisdiction Minimum Standards 4(5) Minimum Standards 4(12): Minimum Standards 4(18): hi no case shall the contractor haul material to or from an off -site area that does not Stabilization measures shall be applied to earthen structures such as dams, dikes, and When work in a live watercourse is performed, precautions shall be taken to minimize already have a soil erosion control plan approved by the Local Program Administrator diversions immediately alter installation. encroachment, control sediment transport and stabilize the work area to the greatest extent All temporary erosion and sediment control measures shall be removed within 30 days after possible during construction. Non - erodible material shall be used for the construction of final site stabilization or after the temporary measures are no longer needed, unless otherwise 5 Soil description: Minimum Standards 4(6). causeways and cofferdams. Earthen till may be used for these structures if armored by non- authorized by the local program administrator. Trapped sediment and the disturbed soil areas erodible cover materials. resulting from the disposition of temporary measures shall be permanently stabilized to The soils that may be found at this site are described below. Additional information of these Sediment traps and sediment basins shall be designed and constructed based upon the total prevent further erosion and sedimentation soils can be found in the "Soil Survey of Albemarle County, Virginia" published by the drainage area to be served by the trap or basin. Minimum Standards 4(13): Minimum Standards 4(19): USDA— Soil Conservation Service. a 'lie minimum storage capacity o f a sediment trap shall be 134 cubic yards. per acre of When a live watercourse must be crossed b construction vehicles more than twi ce � any Properties and waterwa s downstream from development sites shall be protected from 23C — Davidson dsou Clay Loam, 7 -1� / slopes 'lus de ep, s t rongly sloping, well drained soul is drainage area and the trap shall only control drainage areas less than three acres. six -month period, a temporary vehicular stream crossing constructed of non - erodible material sediment deposition, erosion and damage due to increases in volume, velocity and peak flow on narrow convex ridge tops and side slopes. Generally, the surface layer is dark reddish SOIL EROSION CONTROL 02020-1 SOIL EROSION CONTROL 02020-2 SOIL EROSION CONTROL 02020-3 SOIL EROSION CONTROL 02020-4 brown clay loam about 4 inches thick. Tune subsoil is about 84 inches thick and is mostly STRUCTURAL ME'T'HODS: red it should be replaced with good brown topsoil. Lime shall be applied at a rate of 2 tons dark red clay. It has a moderate permeability rate and an erodibility factor (K) of 0 28. The per acre of pulverized agricultural grade lirnestone (90 lbs. /1,000 ft'-) depending on the soil a 'the sediment traps will be checked regularly for sediment cleatnout. As a minimum, the hydrological group is B. CE = CONSTRUCTION ENTRANCE pH. In addition, 10 -20 -10 fertilizer shall be applied at a rate of 1,000 lbs. /acre (23 -lbs. /1,000 traps shall be cleaned out when they a half full of sediment. A temporary construction entrance, without a wash rack, shall be installed where the access ft-). Both the lime and fertilizer shall be uniformly incorporated into the top 4 to 6 inches of b. The gravel outlets will be checked regularly for sediment buildup that will prevent 71 C — Rabun clay loam, 7 -15% slopes. This deep, strongly sloping, well drained soil is on are intersects with the state road. loose soil and worked in by hand with a steel rake. Grass seed shall be uniformly planted drainage. If the gravel is clogged by sediment, it shall be removed and cleaned or narrow convex ridge tops and convex side slopes. Generally, the surface layer is dark with ' /a "tort" soil cover. The grass seed for the shoulders should be different than on the replaced. reddish brown clay loam about 6 inches thick. The subsoil is dark red clay 42 inches thick. CRS= CONSTRUCTION ROAD STABILIZATION steep slopes. In either case the seed should be certified and indicated on the tag that it has c. The seeded areas will be checked regularly to ensure that a good stand is maintained. It has a moderate permeability rate and the erodibility factor (K) of 0.32 The hydrological Construction road stabilization, or stone, shall be placed along on -site vehicle transportation been tested within the past 12 months. Areas should be fertilized and reseeded as needed. group is B routes immediately after grading to minimize erosion during wet weather. Follow the seeding specifications (types and rates) as indicated for a contractors mix 71D — Rabtin clay loam, 15 -25% slopes. This deep, moderately steep, well drained soil is on DC = DUST CONTROL (sunny locations) from Southern States. convex side slopes. Generally, the surface layer is dark reddish clay loath about 6 inches A variety of dust control methods can be chosen to reduce surface and air movement of dust thick. The subsoil is dark red clay 42 inches thick. It has a moderate permeability rate and during land disturbing, demolition, and construction activities. Some of the more common If a hydro - seeder is to be used, the seed shall not be left in the tank for more than 30 the erodibility factor (K) of 0.32. Tune hydrological group is B. methods are water sprinkling, spray -on adhesives, vegetative cover, mulch, stone, or minutes. Any longer may damage the seed and result in a poor germination production. calcium chloride. 83 —Toccoa fine sandy loam. 'this soil is deep, nearly level well drained soil is on flood 'the seed shall be covered with an appropriate amount and type of mulch in accordance with plains. Generally, the surface layer is dark brown fine sandy loam about 9 inches thick 'the IP = INLET PROTECTION section 3.35 of the handbook Straw or hay mulch shall be applied at a rate of 15 to 2 tons subsoil is mostly brown and dark yellowish brown sandy loam and fine sandy loam to a All storm sewer inlets shall be protected during construction. Sediment -laden water shall be per acre. Please refer to the handbook for proper application rates if other types of mulches depth of 60 inches. It has a moderate permeability rate and the erodibility factor (K) of 0.24. filtered before entering the storm sewer inlets. are used. A final sealant tack coat shall be sprayed over the mulch to deter dispersion. In all The hydrological group is B. seeding operations, seed, fertilizer and lime will be applied prior to mulching. Permanent SF = SILT FENCE vegetation shall not be considered established until a ground cover is achieved that, in the 6. Critical areas: Silt fence sediment barriers will be installed down slope of areas with minimal grades to opinion of the local program administrator or his designated agent, is uniform, mature filter sediment -laden runoff from sheet flow as indicated on the plans. enough to survive and will inhibit erosion Care should be taken on a daily basis to maintain the erosion control structures throughout the site to prevent silt from leaving the construction area Generally, this shall mainly VEGETATIVE METHODS: Straw mulching is probably the best way to protect the soil and contain moisture within include the creek and the public road. the seedbed on fairly level areas To stabilize the straw on the slopes or in open areas that PS = PERMANENT SEEDING may blow use a jute mesh or matting. 7. Erosion and sediment control measures: All areas disturbed by construction shall be stabilized with permanent seeding or a vegetative cover immediately following finished grading Temporary: Temporary seeding shall be applied to reduce erosion and sedimentation by Measures on the accompanying drawings are to be installed in accordance with the stabilizing disturbed areas that will not be brought to final grade for a period of more than specifications and stanndawds of the "Virginia Erosion and Sedimentation Control TO = TOPSOILING 30 days. 'these areas may include denuded areas, soil stockpiles, dikes, dates, and sides of Handbook", Third Edition, 1992. The measures named below should be installed in Topsoil will be stripped from areas to be graded and stockpiled for later use. Stockpile sediment basins and temporary road banks. A permanent vegetative cover shall be applied accordance with this handbook as noted below. locations shall be located off -site and area to be stabilized with temporary vegetation. to areas that will be left dormant for a period of more thane 1 year. Seedbeds shall be properly prepared and quality seed shall be used. The soil to be seeded shall be loosened by General Project Instructions: TS = TEMPORARY SEEDING discing, raking or harrowing. It shall not be compacted, crusted or hard. All denuded areas which will be let dormant for extended periods of tune shall be seeded a All E & S Control measures for each drainage area shall be installed according to the with fast germinating temporary vegetation immediately following grading. Selection of the If the area to be seeded will be left undisturbed for more than 1 year follow the directions attached plans and approved by the inspector from Albemarle County prior to any seed mixture will depend on the time of the year it is applied. above for establishing permanent vegetation. clearing and grading. b. Begin clearing and grading. MU = MULCH EROSION CONTROL BLANKETS 9. Stornwater Considerations: c Apply dust control (DC) measures as needed. Mulch or erosion control blankets will be installed over full slopes which have been brought d. Apply construction road stabilization (CRS) as soon as possible. to final grade and have been seeded to protect the slopes from rill and gully erosion and to Stortmwater quantity and quality measures will be constructed to address the additional e Apply inlet protection (IP) soon after the installation of the new inlet. allow seed to germinate properly impervious cover and the increase in storm water runoff. f Apply permanent seeding (PS) and mulch (MU) to areas as indicated on the plans. g All temporary sediment control strictures are to remain in place and will be removed 8 Permanent and temporary stabilization: 10. Maintenance and Inspections: only when a satisfactory stand of permanent grass is present and only with Albemarle County erosion control or VSMP inspector approval. Permanent: All areas disturbed by construction shall be stabilized with permanent seeding In general, all erosion and sediment control measures will be checked weekly and after or a vegetative cover immediately following finished grading. Generally, if the soil is too every rainfall. The following items will be checked in particular: SOIL EROSION CONTROL 02020-5 SOIL EROSION CONTROL 02020-6 SOIL EROSION CONTROL 02020-7 SOIL EROSION CONTROL 02020-8 1070 %10 May 6, 2014 REVISIONS August 11, 2014 September 24, 2014 C W H z W J oQ Z z QO Z =W U F- z U. Q J 7 0 c Z O U �__w Z > w�. 2Q �c c LLJ ' z Cl) 66 z O Cl) O c w SCALE N.T.S. o����LT H OF Gr Lam✓ BRl P. SM1fH CERTIFICATE No. .0 14591 sIONAL E� RIAN P. SMITH, PE IVIL ENGINEERING, INC. GOLF COURSE DESIGN DESIGN N LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 _baspe @embargmail.com. JOB NUMBER DWG. NAME Final plan 3.pro SHEET C1010 SOILS DELINEATI LINE LIMITS OF DISTURBANCE C 1. This plan is provided for the implementation of erosion and sediment control measures only. 2. The existing vegetation is mostly woods, some grass, pavement and gravel. NOTES WITH REGARD To CODE SECTION 17 -402 1. All control measures required by the plan shall be designed and installed in accordance with good °P engineering practices. 'y 2. The maintenance responsibilities of the owner will be to ensure that the land disturbing activity will satisfy the purposes and requirements of this chapter. I I / / RESPONSIBLE LAND DISTURBER (RLD): (for the site work and the duration of the work only) / Brook Wood, Digs, Inc., P.O. Box 31, 1050 Linden Ave Charlottesville, VA 22902, Certificate # 41469 1� 434.978.4435 11 1 1 1 1 \, I \ \I \ I I Ex. Shadwe l l Creek \ \\\ \� \� ��\ \`, \ \`�\ \ \\\ \`�•\ �' ,� NEW TREE LINE A" Vol \ \ \\ Ex \ woods \ \ \ \\ \ \\ �\ \ \� \ \.\ \\ \\ \ v`9 \ \\ \ \ TO KMAIN \ \ \ /' f \ ♦ \ \ \ \ ` \ \ O \ \ \ \ \\ \\ 40 \ \ \ \ \ \ \ \ \\ \TX-REM'IIN \ \ \ \ \ \ \ \404 \ \ \ \ \ \ \ 1 1402 �3p I�Ex ` wo d \ 1 \ \ \\ \\ , \ \ 400 TO 'REM ° N \ \\ ' I I I I \ \ \ \ \ \ \ \ I li i / � • �• • � / / �\\ • o Cis ` Rol MATCH LINE (SEE SHEET C10.2) GENERAL CONSTRUCTION NOTES FOR EROSION & SEDIMENT CONTROL PLANS 1. The plan approving authority must be notified one week prior to the pre - construction conference, one week prior to the commencement of land disturbing activity, and one week prior to the final inspection 2. All erosion and sediment control measures will be constructed and maintained according to minimum standards and specifications of the Virginia Erosion and Sediment Control Handbook and Virginia Regulations VR 625 -02 -00 Erosion and Sediment Control Regulations. 3. All erosion and sediment control measures are to be placed prior to or as the first step in clearing. 4. A copy of the approved erosion and sediment control plan shall be maintained on the site at all tithes. 5 Prior to commencing land disturbing activities in areas other than indicated on these plans (including, but not limited to, off -site borrow or waste areas), the contractor shall submit a supplementary erosion control plan to the owner for review and approval by the plan approving authority. 6. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and sedimentation as determined by the plan approving authority. 7. All disturbed areas are to drain to approved sediment control measures at all tunes during land disturbing activities and during site development until final stabilization is achieved. 8. During dewatering operations, water will be pumped into an approved filtering device. 9 The contractor shall inspect all erosion control measures periodically and after each runoff producing rainfall event. Any necessary repairs or cleanup to maintain the effectiveness of the erosion control devices shall be made immediately. 10. All fill material to be taken from an approved, designated borrow area. 11. All waste materials shall be taken to an approved waste area. Earth fill shall be inert materials only, free of roots, stumps, wood, rubbish, and other debris. 12. Borrow or waste areas are to be reclaimed within 7 days of completion per Zoning Ordinance section 5.1.28. 13. All inert materials shall be transported in compliance with section 13 -301 of the Code of Albemarle 14. Borrow, fill or waste activity involving industrial -type power equipment shall be limited to the hours of 7:00am to 9.00pm. 15. Sorrow, fill or waste activity shall be conducted in a safe manner than maintains lateral support, or order to minimize any hazard to persons, physical damage to adjacent land and improvements, and damage to any public street because of slides, sinking, or collapse. 16 The developer shall reserve the right to install, maintain, remove or convert to perinanent stonnwater management facilities where applicable all erosion control measures required by this plan regardless of the sale of any lot, unit, building or other portion of the property. 17 Temporary stabilization shall be temporary seeding and mulching Seeding is to be at 75 lbs. /acre, and in the months of September to February to consist a 50150 mix of Annual Ryegrass and Cereal Winter Rye, or in March and April to consist of Annual Rye, or May through August to consist of German Millet Straw mulch is to be applied at 80lbs /100sf. Alternatives are subject to approved by the County erosion control inspector. 18. Permanent stabilization shall be lime and fertilizer, pernmanent seeding, and mulch. Agricultural grade limestone shall be applied at 901bs /1000sf, incorporated into the top 4 -6 inches of soil. Fertilizer shall be applied at 10001bs /acre and consist of a 10 -20 -10 nutrient mix. Permanent seeding shall be applied at 180lbs /acre and consist of 95% Kentucky 31 or `fall Fescue and 0 -5% Perennial Ryegrass or Kentucky Bluegrass. Straw mulch is to be applied at 80lbs /100sf. Alternatives are subject to approved by the County erosion control inspector. 19. Maintenance- All measures are to be inspected weekly and after each rainfall. Any damage or clogging to structural measures is to be repair immediately Silt traps are to be cleaned when 50% of the wet storage volunme is filled with sediment. All seeded areas are to be reseeded when necessary to achieve a good stand of grass. Silt fence and diversion dykes which are collecting sediment to half their height must be cleaned and repaired immediately. 20. All temporary erosion and sediment control measures are to be removed within 30 days of final site stabilization, ,when measures are no longer needed, subject to approval by the County erosion control inspector. 21. This plum shall be void if the owner does not obtain a permit within 1 year of the date of approval. (Water Protection Ordinance section 17- 204G.) 22. Permanent vegetation shall be installed on all denuded areas within nine (9) months after the date the land disturbing activity commenced. (Water Protection Ordinance section 17 -207B) SOIL EROSION & SEDIMENT CONTROL SYMBOLS NO. TITLE KEY SYMBOL 3.02 CONSTRUCTION ENTRANCE CE 3.03 CONSTRUCTION ROAD STABILIZATION CRS 3.05 SILT FENCE SF X --x - -x x 3.07 INLET PROTECTION - 3.09 TEMPORARY DIVERSION DIKE DD DD 3.10 TEMPORARY FILL DIVERSION FD FD 3.11 TEMPORARY RIGHT OF WAY DIVERSION 3.13 TEMPORARY SEDIMENT TRAP ST 3.15 TEMPORARY SLOPE DRAIN NEW FILTERRA UNIT #5 3.18 OUTLET PROTECTION OP (SEE DETAILS ON SHEET C9.0/9.1) 3.20 ROCK CHECK DAM CD ..��- .�►`�' NEW FILTERRA UNIT #4 (SEE DETAILS ON SHEET C9.0/9.1) 3.21 LEVEL SPREADER O = NEW FILTERRA UNIT #3 \ (SEE DETAILS ON SHEET C9.0/9.1) 3.31 TEMPORARY SEEDING TS Tg Ex . Shadwe 11 Creek 3.32 PERMANENT SEEDING -(�- - \ \ 3.35 MULCH MU f-- {}-- -► VE 1 3.37 VEGETATIVE GROUND COVER G \ (see table 3.32 -0 on C10.5) I 3.38 TREE PROTECTION TP C • 3.39 DUST CONTROL DC •-- {x} ---► • SILT TRAP #4 (see details on C 10 A \ NEW UNDER GROUND \ STORMWATER DETENTION SOILS 23C- Davidson ca ly loam, 7 -15% slopes 71C -Rabun clay loam, 7 -15% slopes 71D -Rabun clay loam, 15 -25% slopes 83- Toccoa fine sandy loam DATE May 6, 2014 REVISIONS August 11, 2014 (R) September 24, 2014 October 13, 2014 c w Z w� oQ Z QO �Q U) z =w U Z LL Q z w 0 J Q H = z 0 UO U, z d6 w SCALE 1' =20' 'AL ff,, , TH o OV-Bi R, A SMfTH /CERTIFICATE No. �0 14591 's ro/3 E���w NAL FRIAN P. SMITH, PE ;IVIL ENGINEERING, INC, Il II IS DL'°G�I:JtIU ° L'1riY1�1D ° � IIU�IIVI:J 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 _ WsoeLaembaramail.com JOB NUMBER 06 -012 -07 DWG. NAME Final plan 3,pro SHEET 10 .1 MATCH LINE (SEE SHEET C10.3) DATE May 6, 2014 REVISIONS August 11, 2014 (R) September 24, 2014 C W z W J oQ z z QO �Q �' z �c =W U - z Q Z g a J Q w rvo J H 0 z Q 0 o6 N W SCALE 1' =20' Q�'q> �Z, T H op Gr G7 BR P SMITH CERTIFICATE No. 14591 w� SI(0)NAL BRIAN P. SMITH, PE CIVIL ENGINEERING, INC. 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 �—bpsQe@embarQmail.com JOB NUMBER 06-012-07 DWG. NAME Final plan 3.pro J SHEEP c 1 o.2 107_110 May 6, 2014 REVISIONS August 11, 2014 (R) September 24, 2014 October 13, 2014 7 C W H z w� oQ zo z �Q c ry =w U - z LL L-i Q z CL g W .j C) o zF- O� ()o (f) (n d6 W L-i SCALE 1' =20' P,1,T H of Gt BRIA4PSMITH CERTIFICATE No. 9 IoxA N P. SMITH, PE ENGINEERING, INC. GOLF W;DESIGN ND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER 1 -MI DWG. NAME Final plan 3.pro SHEEP C10.3 LIMITS OF AZ° DISTURBANCE A10 Ne w tree line tvoocy r ,- ---------- -------- - - ---- - - - - - _ - - -- - -- - - - - 400 �� - - - -- - - _X we------------ - - --- -- - - - --� e- �e------ - - - - -- - - - - - ,390 MATCH LINE (SEE SHEET C10.3) -NEW FILTERRA UNIT #9 (SEE DERAILS ON \SHEET C9.9/9.1) MITIGATIONN UNIT -SILT TRAP 41 t (se deta i 1� on C 10.4) EC -1, CLASS\ 1 1 �\ DD \ N \ Mq IN \ \\ \ V�o\ \� DAD) `No iNTRANa CONMI KC1 rail CD Ll 0 0 ' Ex. edg 370 e of /pavement �j - - -� / !._� r �� J---- - - - --- - ` \ 380 _----- - - ---_ ---- - - - - -- -- \ .• LEVEL SPREADER OU CROSS SECTION a JUM EQUWALEMT F-Q IN PLACE VARIABLE (MIN. 7') Za BURIED d* MIN. M Oz , It t 1111 � •.,', `i' a iii --f1 `�.�''lj" '';�= u= �i�11''11= .��` -11 = e:= =u -.:W •' � - 11-11.=11= 1111. 11"!1-'i�'�Il-'ll. 11: ';!= 11= �,��'' •::.• . , ' .,,t=1' =1L 11`'ll.�= U -''-t1=11=11-i1°'11.={I=11-!!'=11-11-Mf;-•'11= 11=11= 11= 11' =11'- LEVEL UP OF ''�l =tl'= 1111= 11= 11- ?�i11= 11= I1 =-11= 11^'11= II = ?It` SPREADER '` =tl 11.r�.ti.�t.ILN�.:ii Ii�iill �i:11.��.IL,;.l1:- -; P OR �y.11,,;.11.� FLATTER SPREADER VEGETATED LIP CROSS • w .. OR 157 COARSE AGGREV-FE IN VARIABLE (MIN. 7') GALVANIZED WIRE MESH BASKEr SECURE WIRE MESH TO TIMBER FILTER CLOTH 8X6 TREATED TIMBER SECURE WIRE . -. VATH WIRE STAPLES ii �.:. 5 REBAR .: ..-- ,�- tt- =,i.�ii= ii�'i�-- u- 11. -i1. It. a -. • ..:., • •,: _ _ - u- 11- n= fi:- n= 11= 11= Tt. =.u= :If =�1 =1�= n =i1 =�� = -�� -�:. • -• , .. �� � �,: -► ►.. Ir -n -t�= i�i��u�tr� ' n�ti�tl. :Il -� 1t =fl= tt :.11-�t1 = 11�IL =11= It, tl.�-tr. i?I[' lf�l:�lt =ft=1► ■��ttw�::�Tt- X11 =11 = 11 -11: 11= 11'= tt- Il'= 11= 11= t1' -11. =11= 10=11- �1- 11'alr. 7' MIK '- ti= t1= 11.= 11= 11'11 --11 =11 =11 -1111- 11-'11= 11= Y- il= ,tl -1r UNDISTURBED .8""11' .1111.= ft"ll` .11=11 =-11' ,= 11;;,�IL,;:11;, :11., 11. �t. II :��.- -,1l.;,,,.11. =1 =r' • - FLATTER LEVEL SPREADER RIGID ■ MIN, PHYSICAL REQUIREMENTS OF FILTER CLCrrH NOTED Source, i N.C. Erosion and Sediment Control Planning and DgKign Manual Plate 3.21-2 LEVEL SPREADERS Construction Specifications 1. Level spreaders must be constructed on undisturbed soil (not fill material). 2. The entrance to the spreader must be shaped in such a manner as to insure that runoff enters directly onto the 0% channel. 3. Construct a 20-ft. transition section from the diversion channel to blend smoothly to the width and depth of the spreader. 4. The level lip shall be constructed at 0% grade to insure uniform spreading of stormwater rungff. 5. Protective covering for vegetated lip should be a minimum of 4 feet wide extending 6 inches over the lip and buried 6 inches deep in a vertical trench on the lower edge. The upper edge should butt against smoothly cut sod and be securely held in place with closely spaced heavy duty wire staples (see Plate 3.21 -2). 6. Rigid level lip should be entrenched at least 2 inches below existing ground and securely anchored to prevent displacement. An apron of VDOT #1, #2 or #3 Coarse Aggregate should be placed to top of level lip and extended downslope at least 3 feet. Place filter fabric under stone and use galvanized wire mesh to hold stone securely in place (see Plate 3.21 -2). 7. The released runoff must outlet onto undisturbed stabilized areas with slope not exceeding 10 %. Slope must be sufficiently smooth to preserve sheet flow and prevent flow from concentrating. 8. Immediately after its construction, appropriately seed and mulch the entire disturbed area of the spreader. DATE May 6, 2014 REVISIONS August 11, 2014 (r) September 24, 2014 October 13, 2014 Lv w Z W J UQ zz QO �Q Z r'yc =W z Q LL .jw OU a F-Q Za Oz U u., w SCALE 1' =20' 0�, '�,1,TH of Gt B JAN P. SMITH y CERTIFICATE No. �� 14591 w� BRIAN P. SMITH, PE CIVIL ENGINEERING, INC, Q@LF CNM BMW WE BMW - LMD pWNW 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 �'wspe@embarqmaii.com JOB NUMBER 06-012 -07 DWG. NAME Final plan 3.pro SHEEP C10.4 Sediment Trap #1 Design drainage area (acres) (<3) 1.6 trap volumes, Elevation (ft) Area sf Volume (cy) 352.0 400 356.0 1,296 125.6 358.0 2,320 259.6 Sediment Trap 42 Design drainage area (acres) ( <3) 3.0 trap volumes: Elevation (ft) Areas Volume (cy) 357.0 1,000 361.0 1,944 218.1 363.5 3,304 461.0 Sediment Trap #3 Design - improved Perennial Ryegrass 0-5% drainage area (acres) ( <3) wet storage: 2.2 trap volumes: wet storage: Elevation (ft) Areas Volume (cy) 367.5 640 Annual RyegrasS 371.5 1,408 151.7 374.0 2',548 334.9 Sediment Trap #4 Design - improved Perennial Ryegrass 0-5% drainage area (acres) ( <3) wet storage: 2.7 trap volumes: wet storage: Elevation (ft) Areas Voltame (cv) 381.5 800 Annual RyegrasS 385.5 1,728 187.3 388.0 3,068 409.3 wet storage: - improved Perennial Ryegrass 0-5% - Kentucky Bluegrass 0-5"10 wet storage: S� lbs. acre wet storage: - Kentucky 31 or Turf -Type Tall Fescue 100% wet storage: 50150 Mix of - Kentucky 31 Fescue 128 lbs. Annual RyegrasS wet storage required (cy)(67 x DA): 107.2 `I 150 lbs. k 1 wet storage required (cy)(67 x DA): 201.0 -vvet storage required (cy)(67 x DA): 145.4 Secale - Seasonal Nurse Crap * 20 lbs. wet storage required (ey)(67 x DA): 178.2 _20 150 lbs. bottom- of stone weir (ft) 356.0 Annual R e raSS 6o - 100 February 16th through April ................. . .... Annual Rye bottom of stone weir'(ft) 361,0 (Lolium multi - florum) bottom of stone weir (ft) 371.5 November through February 15th . . . ... < . , . ` .. Winter Rye bottom of stone weir (ft) 385.5 through September use hulled Sericea, all other periods, use unhulled Sericea). German Millet S0 wet storage provided at this elevation (cy) 125.6 seed must be property inoculated. Weeping Lovegrass may be added to any slope (Setaria italica) wet storage provided at this elevation (cy) 218.1 mixes. wet storage provided at this elevation (cy) 151.7 wet storage provided at this elevation (cy) 187.3 slope of wet storage sides Ito 1 slope of wet storage sides 1 to 1 slope of wet storage sides Ito 1 slope of wet storage sides 1 to 1 weir length (- t)(6 x DA): 9.6 weir- length (ft)(6 x DA): 18.0 weir length (11)(6 x DA): 110 weir length (ft)(6 x DA): 16.0 dry storage bottom of trap elevation (ft): 352.0 dry storage bottom of trap elevation (ft): 357.0 dry storage bottom of trap elevation (ft): 367.5 dry storage bottom of trap elevation (ft): 381.5 dry storage required (cy)(67 x DA): 1072 bottom trap dimensions: :d' r, 100'' dry storage required (cy)(67 x DA) 201.0 bottom trap dimensions: 1,0'x 100'; dry storage required (cy)(67 x DA)- 145.4 bottom trap dimensions: 8''x 80' (try storage required (cy)(67 x DA), 178.2 bottom trap dimensions: 8' x 106 crest of stone weir (ft) 358.0 top of dam elevation (4): 359.0 crest of stone weir (ft) 363.5 top of dam elevation (ft): 364.5 crest of stone weir (ft) 374,0 top of dam elevation (ft): 375.0 crest of stone weir (ft) 388.0 top of dam elevation (ft). 389.0 dry storage provided at this elevation (cy) 133.9 top width of dam (ft): W ,2.5;', dry storage provided at this elevation (cy) 243,0 top width of dam (ft): W 3,6 dry storage provided at this elevation (cy) 183.1 top width of dam (ft): W 3:0 dry storage provided at this elevation (cy) 222.0 top width of dam (ft): W 10; slope of dry storage sides 2 to 1 top trap dimensions: '20' x 116'; slope of dry storage sides 2 to 1 top trap dimensions: 28' x I J 8'i slope of dry storage sides 2 to l top trap dimensions: 26' x'98'{ slops of dry storage sides 2 to l top trap dimensions: 26' x 1,18': The contractor shall install and maintain a safety fence around each silt trap with excavated storage until such The contractor shall install and maintain a safety fence around each silt trap with excavated storage until such The contractor shall install and maintain a safety fence around each silt trap with excavated storage until such The contractor shall install and maintain a safety fence around each silt trap with excavated storage until such time the trap is removed from service. time the trap is removed from service. time the trap is removed from service time the trap is removed from service. DRY STORAGE 1' A2A2 W V2 xD2 Az WxL 2J A =WxL I 1) 21 0° ° °Ic') OHO O ?� 0 O O Ho H 0 0 0 WET STORAGE OR D EXCAVATED STORAGE V_ A+ A 1 x D A =WxL I 43 STONE CLASS I RIPRAP 2 1 TYPICAL SEDIMENT TRAP THE CONTRACTOR SHALL INSTALL AND MAINTAIN A SAFETY FENCE SEE LEVEL SPREADER DETAILS ON C10.4 AROUND EACH SiLT TRAP WITH EXCAVATED STORAGE UNTIL SUCH TIME THE TRAP IS REMOVED FROM SERVICE Pavtd construction entrance for erosion control plans 1992 3.05 1992 3.07 sts�tiL` �ao` titrt. r,Cei xtF�U>Ctltlst AtC: "cEis + /f�ff/' � Ciatlrt'3a; l;x °S!31:It� yy��T",�.�x�'t�, ,�`i` ^1.c•Te'�✓' -'.� �"!.«;,,•- r^+^ s;= .r_'_= ''::'�k_.InS- ''Y'i ;!w•?l° �.� �J�y1G'��i`iI` -21A ArUWt.VAI� 6N-,e PROFIL 'tCt` - �r1irl. srotlr: CiJ:15wuc1 o'l ri a ?lie Lj ?AVFQ k I � F�ISTiFiO ( 2X 12' tAIN • ' ,.. . 4iC3r EXr iiO Fl)tL Wl ttf _Pwtt #'r'r CI"to'ct: 4 i)C 1<` {.itdtc'F- 1'�O�c�,'5v 4 IR,�t�,riG L�r14:E OPERATIGN Y TO SEDIMFNT il�tt��sttl: ut<vlt;� ,R�w t ttorst... P, '00 0r§ .SECTION A- rk 11litiittitt0l Nvatel ta17 of I iitch tt►ttst btu 41A,4040 tl,iltl# a titiiiiiuuttt t itach bauc6ck slauttaff valve supp4 inn 7 Zvaslt hose k0lt a (Batuetet of i «5 atcheg ton~ adequate coultaut pfessllft:•, WVI'dt %yatq rutikt 40, cmilied awa }• front-the e;1 ;tat1t:# t0'311 :rllplt)t't cl t3ettlru area ttr tKlitrst`e srtiittt+att. All ses.titnalt "'hatt be poevewed tionk rtatelita? skul>1t dtahis, ditches of watacomraes. PAVED WASH MACK NO SCALE Ref /link: Albemarle County Design Standards Manual - http / /www.albemarle org /department asp7department= cdd &relpaae =4447 1992 CONSTRUCTION OF A SILT FENCE (WITHOUT WIRE SUPPORT) 1. SET THE STAKES. 2. EXCAVATE A e X 4" TRENCH UPSLOPE ALONG THE LINE OF STAKES. WMAx. rwir 4' 3. STAPLE FILTER MATERIAL 4. BACKFILL AND COMPACT TO STAKES AND EXTEND THE EXCAVATED SOIL. IT INTO THE TRENCH. -law rL01f l SHEET FLOW INSTALLATION (PERSPECTIVE VIEW) POINTS A SHOULD BE HIGHER THAN POINT B. DRAINAGEWAY INSTALLATION (FRONT ELEVATION) GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER RUNOFF s • • -yi ��Kl- It t _ QP { SEDIMENT SPECIFIC APPLICATION GRAVEL *(12 'MIN. DEPTH) �A c WIRE MESH FILTERED WATER THIS METHOD OF INLET PROTECTION IS APPLICABLE WHERE HEAVY CONCENTRATED FLOWS ARE EXPECTED, BUT NOT WHERE PONDING AROUND THE STRUCTURE MIGHT CAUSE EXCESSIVE INCONVENIENCE OR DAMAGE TO ADJACENT STRUCTURES AND UNPROTECTED AREAS, * GRAVEL SMALL BE VDOT #3, #357 OR #5 COARSE AGGREGATE. Source: Adapted from Installation of Straw and Fabric Eater Barriers for Sediment ControL Sherwood and Wyant Plate 3.05.2 Source: Va. DSWC 3.11 TEMPaRARY SLOPE DRAIN TEMPORARY RIGHT -OF -WAY DIVERSIONS VDOT # 1 COARSE AGGREGATE AGGREGATE I8' MiN I 6, MINIMUM TYPICAL GRAVEL STRUCTURE COMPACTED SOIL MIN g' MINIMUM TYPICAL EARTHEN STRUCTURE Source: Va. DSWC 111-62 Plate 3,11.1 EARTHEN DIKE PROVIDE INLET CORRUGATED METAL ( COMPACTED) PROTECTION EXTENSION COLLAR A �( WATERPROOF SEAL f/ 2411 `.� �� Dtr A I . PROVIDE OUTLET PROTECTION STANDARD FLARED END SECTION SECTION VIEW NOTE. SEDIMENT MAY BE CONTROLLED AT OUTLET IF UPLAND PONDING WILL CREATE PROBLEMS TEMPORARY, SE'P ALEX' ' T ­ TRAP ORICt•IA1. - AYMAILe ELEY, ELEY ,. 0-7,6N YDiAT?i VARIABLE+ , FLTER CLOSN A'4FOGINA4 'GROUND ELEV, SEE PLATE 5.13 -T COARSFT AWREG,l " CLASS I RIPRAP CROSS SECTION Of OUTLET CLUS z,RIPW LENOTR, QN FEEt) „ - 8 X ORAIN�.G£ AREA ' (IN AG) } P,�DIXE . t 1 CtIARaE AGGREGATE '' EARTHEN DIKE EXCAVATED", RE�nTE° / 'FILTER (COMPACTED) 3 �- COARSE'AGGREQAjX SHALL PE VDOT,p f35i,DR is OUTLET '(PERSPECTIVE 'VIEW) I 1e„ D +6" D Source; Va. DSWC SECTION A - A TEMPORARY DIVERSION DIKE � Plata 3.07 -2 i Plate 3.13 -2 992 kf- t "1't t i i l tkt` 1`i t !1 * s e t r., e s a rtristtt:,lt 4itf,- •` ••���� jtii lilttrl�lr ir�til i�tI Ftlr tlit,tYtiri li i l,ir.11r ,t,,tTi,ltt�i,i4t,tiltlrr yAt✓!tt {ttfEtts,retttf ►l, t) f , t r l #! k t#) I't f t t, # t t t l t t' t t I t# i• k I t� t t t' i t• t t i t t f t' n e t t t •t t r t r t ++ : t r e e •s r -r t ,t C A t t t t t ,, • r.! t t 'r, i t,' t A # r) c# t t r,,' 1 e PIPE OUTLET CONDITIONS A A 3.18 =00#1 aotod Sail 4-FIOw T @'MPORARY FILL � DIVERSION / FILL SLOPE � 1 EARTHEN RIDGE III A � - III- �II'llr!I'i' _� i IP 'il �Iff III!I�J Mi ilV173llll Ali I�lll�l Illy- II�IV!I�Il = 111i1�11':iI;�IIItl�iiUll Source: Va. DSWC Plate 3.10 -1 TABLE 3.32 -D TABLE 3.31 -11 SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA Total Lbs. ACCEPTABLE TEMPORARY SEEDING PLANT MATERIALS lvj ni Per AcLj ,ltlum Care i,�`1w� - Commercial or Residential 175 -200 lbs. "QUICK REFERENCE FOR ALL REGIONS" - Kentucky 31 or Turf-Type Tall Fescue 95- 1000/0 PIPE OUTLET TO FLAT AREA WITH NO DEFINED CHANNEL PLAN VIEW � L a Planting Dates d SEC'CION A -A FILTER CLOTH KEY IN W-9'. RECOMMENDED FOR ENTIRE PERIMETER Sept,1- Feb, 15 A A 3d0(MIN ) ------- - - - - -- dD PIPE OUTLET TO WELL DEFINED CHANNEL PLAN VIEW i L a SECTION A -A Fopp b. 16 -Apr, 30- FILTER CLOTH KEY IN W -7' RECOMMENDED FOR ENTIRE PERIMETER NOTES I APRON LINING MAY BE RIPHAP, GROOM) RIPHAP. GABION BASKET, OR CONCRETE 2 L- IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED USING PLATES M STONE AND 3 - - 3 d = 15 TIMES THE THE MAXIMUM STONE DIAMETER, BUT NOT -fl LESS THAN 6 INCHES m - 76 . I Source: Va. DSWC Plate 3,18 -1 May 1- Aug 31 III - 157 DATE May 6, 2014 REVISIONS August 11, 2014 (R) September 24, 2014 C W H z W J UQ z z QO F-Q C/) z U "' z LL Q J 0 C F- z 0 U W J G Q W W 0 d6 z 0 C/) 0 C W SCALE N.T.S. (,s✓ ALTH OF Gr : SMITH CERTIFICATE No. 14591 y �1169,1,3, , /aC IONAL BRIAN P. SMITH, PE CIVIL ENGINEERING, INC, NUMMMEN %M DMON - Wo KaflaC 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 b s e @embar mai1.com JOB NUMBER 06-012 -07 i DWG. NAME Final plan 3.pro SHEET 10,5 - improved Perennial Ryegrass 0-5% - Kentucky Bluegrass 0-5"10 Rate S� lbs. acre deli- Maintenance_ Lawn 200 -250 lbs. - Kentucky 31 or Turf -Type Tall Fescue 100% General Slope -{3 :1 .Or IOSSI 50150 Mix of - Kentucky 31 Fescue 128 lbs. Annual RyegrasS - Red Top Grass 2 lbs. - Seasonal Nurse Crop * 20 t ' (Lolium multi- florum) `I 150 lbs. k 1 t o e t & 50 - loa Cereal (Winter) Rye - Kentucky 31 Fescue 108 lbs. - Red Top Grass 2 lbs. Secale - Seasonal Nurse Crap * 20 lbs. cereale) Crownvetch "* lbs. _20 150 lbs. Use seasonal nurse crop in accordance with seeding dates as stated below: Annual R e raSS 6o - 100 February 16th through April ................. . .... Annual Rye y May 1st through August 15th ..................... Foxtail Millet (Lolium multi - florum) August 16th through October ...: ` ..... .:. Annual Rye November through February 15th . . . ... < . , . ` .. Winter Rye " Substitute Sericea lespedeza for Crownvetch east of Farmville, Va, (May through September use hulled Sericea, all other periods, use unhulled Sericea). German Millet S0 if Flatpea is used in lieu of Crownvetch, increase rate to 30 lbs, /acre. All legume seed must be property inoculated. Weeping Lovegrass may be added to any slope (Setaria italica) or low - maintenance mix during warmer seeding periods; acid 10 -20 lbs, /acre in mixes. DATE May 6, 2014 REVISIONS August 11, 2014 (R) September 24, 2014 C W H z W J UQ z z QO F-Q C/) z U "' z LL Q J 0 C F- z 0 U W J G Q W W 0 d6 z 0 C/) 0 C W SCALE N.T.S. (,s✓ ALTH OF Gr : SMITH CERTIFICATE No. 14591 y �1169,1,3, , /aC IONAL BRIAN P. SMITH, PE CIVIL ENGINEERING, INC, NUMMMEN %M DMON - Wo KaflaC 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 b s e @embar mai1.com JOB NUMBER 06-012 -07 i DWG. NAME Final plan 3.pro SHEET 10,5 DATE May 6, 2014 REVISIONS September 24, 2014 October 13, 2014 C W z W � UQ zo z �Q z �c =W U z UL L.0) Q J 0 c ZQ O� U w we oW LU (D U) ds Z z < 0 Wo O c w SCALE 1'=50, Aj,TH OF A� F' B P t SMffH CERTIFICATE No. � 14591 � /9, /�w �SSI�NAL E��1 N P. SMITH, PE ENGINEERING, INC. GOLF COURSE DESIGN :DESIGN •LAND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 _bosoe @embaramail.com_ JOB NUMBER 06 -012 -07 DWG. NAME Final plan 3.pro SHEET C 10,6 EXISTING LAND COVERAGE 19 Moved mobile homes = 0.2850 acres Pavement serving mobile homes = 0.3610 acres Gravel serving mobile homes = 0.0669 acres Concrete pads = O.00iB acres Framed buildings = 0.0447 acres Total impervious = 0.7594 acres Open space = 6.2381 acres Total area = 6.9975 acres TIME OF CONCENTRATION -200' overland 469 - 458 = 11/200 =5.5% slope -181' shallow 458 - 430 = 28/181 =15.5% slope -166' shallow 432 - 384 = 48/166 =28.9% slope 469 -266' shallow 384 -358= 26/266 =0.09% slope DRAINAGE AREA THAT PASSES UNDER I,I THE ENTRANCE WHEN DEVELOPED AND �I THE COVER STAYS VIRTUALLY THE SAME / �yl Al L li of I 06 -012 -07 FCCI -pre Type 11 24-hr 2 -yr storm Rainfall=4. 00 " Prepared by Brian P. Smith, PE Printed 9/18/2014 H droCADS 10.00 s/n 05073 ® 2012 H droCAD Software Solutions LLC THE Summary for Subcatchment IS: Pre - development drainage area c@ 12.07 hrs, Volume= 1.320 af, Depth= 2.26„ Runoff by SCS TR -20 method, UH =SCS, Time Span= WHEN Type ii 24-hr Runoff = 8.03 cfs @ 12.09 hrs, Volume= 0.567 af, Depth= 0.97" Runoff by SCS TR -20 method, UH =SCS, Time Span= 2.00 -72.00 hrs, dt= 0.01 hrs Type II 24-hr 2 -yr storm Rainfall= 4.00" 0,285 Area ac CN Description, 0.285 98 Roofs, HSG B 98 Pavement, HSG B * 0.361 98 Pavement, HSG B 0'067 0.067 96 Gravel surface, HSG B ALLOWABLE RUNOFF 0.002 98 Concrete pads, HSG B 98 Concrete pads, HSG B * 0.045 98 Misc framed bidgs, HSG B * 0.045 6.238 60 Woods, Fair, HSG B 6.998 64 Weighted Average 60 Woods Fair HSG B 6.305 90.10%a Pervious Area 6.998 0.693 9.90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft� (ft/sec) (cis) 0.693 90.2 200 0.0550 0.33 Sheet Flow, Overland Tc Length Slope Velocity Capacity Grass: Short n=0.150 P2=4.00" 1.5 181 0.1550 1.97 Shallow Concentrated Flow, Shallow concentrated flow 10.2 Woodland Kv= 5.0 fps 1,0 166 0.2890 2.69 Shallow Concentrated Flow, Shallow concentrated flow Woodland Kv= 5.0 fps 2.0 266 0.0977 2.19 Shallow Concentrated Flow, Shallow concentrated flow Shallow Concentrated Flow, Shallow conceited flow Short Grass Pasture Kv~- 7.0 fps 14.7 813 Total DRAINAGE AREA THAT PASSES UNDER THE SITE c@ 12.07 hrs, Volume= 1.320 af, Depth= 2.26„ Runoff by SCS TR -20 method, UH =SCS, Time Span= WHEN Type ii 24-hr 10-yr storm Rainfall =6.00" Area (ac) DEVELOPED 0,285 98 Roofs, HSG B * 0.361 98 Pavement, HSG B r r r r r r 06 -012 -07 FCCI -pre Prepared by Brian P. Smith, PE Type fl 24-hr 10-yr storm Rainfall =6.00" Printed 9/18/2014 Summary for Subcatchment IS: Pre - development drainage area 14.7 813 Total N - -- Mo /hoj j/� SC _BU31JDINGS :204- Sq_.Ft: 430 430 Irk BUI DING 22fi& - - - , r - - _ / 1 \ \ - `_ _ - / / AV J AZO AVE12! '8130.,3/7 410 400 \ \ \ \ \ \ -` -- $�I__I/ ^S�'C\'_ / C` O 'N C` T €- 2i- 8\ 1,*- Ft 390 / = = �� - ��� \ - - ` PRE DEVELOPMENT DA -6 ,9975 acres 9___M ILE HOMES: 12407 Sq. Ft. / - / , �j I / / PAVEMENT: 15950 Sq . Ft. GRASS. 43560 Sq . Ft . DATE May 6, 2014 REVISIONS September 24, 2014 C W H z w J oQ z z QO �Q . z =W U E- z I Q CL QC z G W 2 < O w J W Q WW (D i Q W z CL C LL SCALE 1'=50' o� �,LTH op Dr S, BR . SMITH CERTIFICATE No. 14591 w� IONAL� RIAN P. SMITH, PE IVIL ENGINEERING, INC. 00 MUM IJW0 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER DWG. NAME Final plan 3.pro SHEEP C11.0 Runoff = 20.39 efs c@ 12.07 hrs, Volume= 1.320 af, Depth= 2.26„ Runoff by SCS TR -20 method, UH =SCS, Time Span= 2.00 -72.00 hrs, dt= 0.01 hrs Type ii 24-hr 10-yr storm Rainfall =6.00" Area (ac) CN Description 0,285 98 Roofs, HSG B * 0.361 98 Pavement, HSG B 0'067 96 Gravel surface' HSG B ALLOWABLE RUNOFF * 0.002 98 Concrete pads, HSG B * 0.045 98 Misc framed bldgs, HSG B 6.238 60 Woods Fair HSG B 6.998 64 Weighted Average 6.305 90.101% Pervious Area 0.693 9,90% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.2 200 0.0550 0.33 Sheet Flow, Overland Grass: Short n=0.150 P2=4.00" 1.5 181 0.11550 1.97 Shallow Concentrated Flow, Shallow conceited flow Woodland Kv= 5.0 fps 1.0 166 0.2890 2.69 Shallow Concentrated Flow, Shallow concentrates! flow Woodland Kv= 5.0 fps 2.0 266 0.0977 2.19 Shallow Concentrated Flow, Shallow concentrated flow Short Grass Pasture Kv= 7.0 fps 14.7 813 Total N - -- Mo /hoj j/� SC _BU31JDINGS :204- Sq_.Ft: 430 430 Irk BUI DING 22fi& - - - , r - - _ / 1 \ \ - `_ _ - / / AV J AZO AVE12! '8130.,3/7 410 400 \ \ \ \ \ \ -` -- $�I__I/ ^S�'C\'_ / C` O 'N C` T €- 2i- 8\ 1,*- Ft 390 / = = �� - ��� \ - - ` PRE DEVELOPMENT DA -6 ,9975 acres 9___M ILE HOMES: 12407 Sq. Ft. / - / , �j I / / PAVEMENT: 15950 Sq . Ft. GRASS. 43560 Sq . Ft . DATE May 6, 2014 REVISIONS September 24, 2014 C W H z w J oQ z z QO �Q . z =W U E- z I Q CL QC z G W 2 < O w J W Q WW (D i Q W z CL C LL SCALE 1'=50' o� �,LTH op Dr S, BR . SMITH CERTIFICATE No. 14591 w� IONAL� RIAN P. SMITH, PE IVIL ENGINEERING, INC. 00 MUM IJW0 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER DWG. NAME Final plan 3.pro SHEEP C11.0 h 1 / I 1 I I I •, I,II / 1 / I 11 I POST- DEVELOPMENT UNCONTROLLED LAND COVERAGE Pavement = 0.3799 acres Open space = 4.5742 acres Total area = 4.9541 acres Note: The area of the existing driveway to the razed home is approx. equal to the new driveway to the septic fields, and thus is not included in the uncontrolled area. TIME OF CONCENTRATION -200' overland 469 - 458 = 11/200 =5.5% slope -181' shallow 458-430=28/18i=15.5% slope -74' shallow 432 - 398 = 34/74 =45.9% slope -436' gutter 398 - 362 = 36/436 =8.6% slope -51' piped 2.0% s lope -71' shallow 358- 350 = 8/71 = i i .3% slope DRAINAGE AREA THAT PASSES THROUGH THE SITE WHEN DEVELOPED I % � 11411 ' I y / / / { 1 , / 1 t 06 -012 -07 FOCI -post uncontrolled Type 1124 -hr 2 -yr stoma Rainfall =4.00" Prepared by Brian P. Smith, PE Printed 9/18/2014 HydroCADQ? 10.00 s/n 05073 02012 HydroCAD Software Solutions LLC THE Summary for Subcatchment 1S: Post - development uncontrolled drainage area SITE 13.40 cfs 12.06 hrs, Volume-- 0.828 af, Depth= 2.01" WHEN Runoff - 1 4.79 Q 12.07 hrs, Volume= 0.335 af, Depth= 0.81" Runoff by SCS TR -20 method, UH =SCS, Time Span= 2.00-72.00 hrs, dt= 0.01 hrs Type 1124 -hr 2 -yr storm Rainfall= 4'.00" Area (ac) CN Description 4.954 61 Weighted Average * 0.380 98 Paved areas, HSG B 4.574 92.33% Pervious Area 4.574 58 Woodstgrass comb., Good, HSG B 4.954 61 Weighted Average Tc Lerch Slope Velocity Capacity 4.574 92.331% Pervious Area (min) (feet) (fA) (ftlsec) Scfs) 0.380 7.67% Impervious Area 10.2 200 0.0550 0.33 Tc Length Slope Velocity Capacity Description (min) flesh (ft/ft) MLSec) (ft 1.5 181 0.14550 1.97 10.2 200 0.0550 0.33 Sheet Flow, Overland Woodland Kv= 5.0 fps Grass: Short n= 0.150 P2= 4.00" 1.5 181 0.1550 1.97 Shallow Concentrated Flow, Shallow concentrated flow Unpaved Kv=16.1 fps Woodland Kv= 5,0 fps 0.1 74 0.4590 10.91 Shallow Concentrated Flow, Shallow concentrated flow Bot.W =0.00' D =0.50' Z =1.0 & 0.1 T Top.W =0.55' Unpaved Kv=16.1 fps 0.9 436 0.0866 7.89 1.09 Trapftefftct Channel Flow, gutter Pipe Channel, l5" HOPE STORM Bot.W =0.00' D =0.50' Z =1.0 & 0.1 T Top,W =0.55' 15.0" Round Area= 1.2 sf Perim= 3.9 r= 0,31' n= 0.013 Concrete, trowel finish 0.1 51 0.0200 8.06 9.90 Pipe Channel, 15" HOPE STORM Shallow Concentrated Flow, outlet to property line 15.0" Round Area-- 1.2 sf Perim = 3.9' r-- 0.31' Unpaved Kv=16.1 fps n= 0.012 02 71 0,1130 5.41 Shallow Concentrated Flow, outlet to property line Unpaved Kv =16.1 fps 11 n 1 All Tntal DRAINAGE AREA THAT PASSES THROUGH HydroCAND 10.00 stn 05073 0 2012 HYdroCAD Software Solutions LLC THE Summary for Subcatchment 1S: Post- development uncontrolled drainage area SITE 13.40 cfs 12.06 hrs, Volume-- 0.828 af, Depth= 2.01" WHEN Type 1124 -hr 10-yr storm Rainfall =6,00" O Area (ac) CN Description wQ DEVELOPED 4.574 58 Woods/grass comb., Good, HSG B 4.954 61 Weighted Average 4.574 92.33% Pervious Area ;1 ,' ► 1 1 ' 1 i ,1 / 1 - \\ ' / 1 / / II I •' 1� 111 1I\ \ \ \ \\ \` \ _ - \ 1 _ _ �- - - _ _ _ \ \ \ 1 \ ----- - - -__- --- - - - - -- _ \ / -\ \\ \ / 1 1 % / I I `�' l I I j i 1 11 \ \\ \ \\ \\ \ \ •� w - -- -- ,Qp 440 - \ } 440 0-. \ \ �\ \ 1 111 1 \ - i' \\ -------- --- {41 }1 \ \ \ \ \ \ \\ \� \, \ \\ \\ \`\ - -- ----- - - - - -- ----- / , �! ! 1'/ / ♦ 11 -- _ - `` - _ �7 ' ' '' /' /' ' // /' ' /' // i /� It \ \ \ }\ \ \ \ \\ \ 43p -._-'' `' - - y 'o //' � - I � 1 {I \ \ \I '\ \ \ \\ 1_1 - __ _ /' / /'- ' / /''• / /'/ / '/ /' /' //' !t \ \\ '---'"'''l ~' ----- / \ \ \\ - \ - ^�- `_- --''k� ' /' /' ''' // �/ /�1 /'/ V _ \ \\ \ \\ \ 42A /\ /, /'' / / //� _ _ __ - - _-__ / / / /''/ R' �\ \ \\ \ \� •c a 't . Y,r + J. -- -_ - .�� +:•! e- y.,. ` „i .` + '"- °► ".--• t _` ": - " / ! ; f- ,/ / // //, // // ,/ �, /// 11 N. C \ _ ...,.+- �. _ / \ \ \ \ \ \\ 410 -° •'�� \"-w` zI !• ^a r - �\ _- \\ `. 410 {I \ 1 / / \ I �\ `\ \\ \\ \\ \ \\ `\ \ \\ \♦ \ ` - - / / / / , - 400 Z, t- - - - -- _ 4_ 5g - _ _ __ _ _ - \ \ -- - - - - - -- - - - -- /` _`�_- - - - Sl / - -_ 1-- ---- - - - - -- \ ------ -- - - -- - / _ / - - ' ' •� '' ,' / /� 06 -012 -07 FOCI -post uncontrolled Type// 24-hr 10 -yr stoma Rainfall =6.00" Prepared by Brian P. Smith, PE Printed 9/18/2014 HydroCAND 10.00 stn 05073 0 2012 HYdroCAD Software Solutions LLC Summary for Subcatchment 1S: Post- development uncontrolled drainage area Runoff = 13.40 cfs 12.06 hrs, Volume-- 0.828 af, Depth= 2.01" Runoff by SCS TR -20 method, UH =SCS, Time Span= 2.00 -72.00 hrs, dt== 0.01 hrs Type 1124 -hr 10-yr storm Rainfall =6,00" O Area (ac) CN Description wQ * 0.380 98 Paved areas, HSG B 4.574 58 Woods/grass comb., Good, HSG B 4.954 61 Weighted Average 4.574 92.33% Pervious Area 0.380 7.67% Impervious Area Tc Lerch Slope Velocity Capacity Description (min) (feet) (fA) (ftlsec) Scfs) c 10.2 200 0.0550 0.33 Sheet Flow, Overland Grass: Short n= 0.150 P2= 4.00" 1.5 181 0.14550 1.97 Shallow Concentrated Flow, Shallow concentrated flow Woodland Kv= 5.0 fps 0.1 74 0.4590 10.91 Shallow C4xcentratrd Flow, Shallow concentrated flow Unpaved Kv=16.1 fps 0.9 436 0.0866 7.89 1.09 TrapliieelPtect Channel Flow, gutter Bot.W =0.00' D =0.50' Z =1.0 & 0.1 T Top.W =0.55' n= 0.013 Concrete, trowel finish 0.1 51 0.0200 8.06 9,90 Pipe Channel, l5" HOPE STORM 15.0" Round Area= 1.2 sf Perim= 3.9 r= 0,31' n= 0.012 0.2 71 0.1130 5.41 Shallow Concentrated Flow, outlet to property line Unpaved Kv=16.1 fps 13.0 1,013 Total it - Wl \ - - ` --- - - - - - - - POST- DEVELOPMENT _ ARE o , UNCONTROLLED U w acres 4 9541 ac , , \ \ \ , , , - - - - -- ' - _ - -- - - - -_ - -- NOT ROUTED itti -�' HATCHED AREA N / / / / /,/ '' / �'' „� 370 -- _ _- "- _ _ -- -_ � � - \ ,. -• \ \ `' -�' -! I��,�... ._._ �.-, ` \ - ,--� l /' THRU DETENTION) N. �•.\ 360 DATE May 6, 2014 REVISIONS September 24, 2014 C W Z W J UQ Zo z Q �Q z �c =w U Z M LL Q SCALE 1'=50' �, ,T H 0 B N P SMfH y CERTIFICATE No. 14591 IDIV E� BRIAN P. SMITH, PE CIVIL ENGINEERING, INC, & IU- I' lhWVM WjNN WE DONE - WD paaof 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER 06- 012-07 DWG. NAME Final plan 3.pro SHEEP C I 1.1 CL �Q Z:E aQ O "' c wQ ww N Z � c D SCALE 1'=50' �, ,T H 0 B N P SMfH y CERTIFICATE No. 14591 IDIV E� BRIAN P. SMITH, PE CIVIL ENGINEERING, INC, & IU- I' lhWVM WjNN WE DONE - WD paaof 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER 06- 012-07 DWG. NAME Final plan 3.pro SHEEP C I 1.1 06 -012 -0 FCCI -post front do---] Type 1124-hr 2 -vr storm Rainfall =4.00" 06 -012-07 FCCI ost front detention Type 1124 -hr 10-yr stvrrr� Rainfall =6.00" Prepared by nan smith, - Printed 10/13/2014 Prepared by Brian P. Smith, PE Printed 10113/2014 HydroCADO 10.00 s/n 05073 ® 2012 HydroCAD Software Solutions LLC HydroCAD010.00 s/n 05073 02012 HydroCAD Software Solutions LLC 4,79 cfs Summary for Pond 2P: Front UG Storage pipes Summary for Pond 2P: Front 'UG Storage pipes Inflow Area = 0.749 ac,100.00% Impervious, Inflow Depth = 3.77" for 2 -yr storm event Inflow Area = 0.749 ac,100.00% Impervious, inflow Depth = 5.76" for 10-yr storm event Inflow - 4.39 cfs ( 11.96 hrs, Volume= 0,235 of Inflow - 6.61 cfs @ 11.96 hrs, Volume= 0.360 of Outflow = 1.20 cfs 12.08 hrs, Volume= 0.233 af, Atten= 739'x, Lag= 7.3 min Outflow = 3.04 cfs @ 12.05 hrs, Volume= 0.358 af, Atten= 54 %, Lag= 5.4 min Primary - 1.20 cfs @ 12.08 hrs, Volume= 0.233 of Primary - 3.04 cfs @ 12.05 hrs, Volume= 0,358 of Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt-- 0.01 hrs / 2 Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.01 hrs 12 Peak Elev-- 394.94' @ 12.08 hrs Surf.Area= 0.033 ac Storage= 0.049 of Peak Elev= 396.05' @ 12.05 hrs Surf.Area= 0.028 ac Storage= 0.084 of Plug -Flow detention time= 11.8 min calculated for 0.233 of (99°A of inflow) Plug -Flow detention time= (not calculated: outflow precedes inflow) Center -of -Mass det. time- 7.2 min ( 754.3 - 747.0) Center-of-Mass det. time= 10.8 min ( 750.9 - 740.1 ) Volume Invert Avaii.Storoge Storage Description Volume Invert AYa11.Stora S!2me QR§qdP09n #1 392.72' 0.103 of 48 .0" D x 119WL Pipe Storage S= 0.0050'1* x3 #1 392,72' 0.103 of 48.0" D x 119WL Pipe Storage S= 0.0060'r x3 Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 386.55' 18.0" Round RCP_Round 18" #1 Primary 386.56 180' Round RCP_Rournd 18" L= 56.9 RCP, square edge headwall, Ke= 0.500 L= 562 RCP, square edge headwall, Ke= 0.500 Inlet/ Outlet Invert-- 386.55'/ 377.44' S= 0.1601 'f Cc= 0.900 Inlet /Outlet Invert = 386.66 It 377.44' S= 0.1601 T Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf #2 Device 1 386.65' 4 .0" Vert. OrllicWGInite C= 0.640 #2 Device 1 386,66 4.0" Vert OrMce/Gratel C= 0.600 #3 Device 1 394.94' 4.0" Vert Orifice/Grats C= 0.600 #3 Device 1 394.94' 4.0" Vert. OrMce/Grate C= 0,600 #4 Device 1 395.85' 4.5' long Sharp- Crested Rectangular Weir 2 End Contractions) #4 Device 1 395.85' 4.6' long Sharp - Crested Rectangular Weir 2 End Contraction(s) Primary OuWlow Max =1.20 cfs @ 12.08 hrs HW= 394.94' (Free Discharge) Primary OutFlow Max=3 .02 cfs @ 12.05 hrs HW= 396.05' (Free Discharge) #5 Device 1 390.52' 4,0" Vert. Oriflce/Grate C= 0.600 = ou al flow) #6 Device 1 392.25' 4.5' long Sharp- Crested Rectangular Weir 2 End Contractions) = Round asses . ial flaw) I (Free Discharge) 2 =6rif1ce1Grabe (Orifice Controls 1.20 cfs @ 13.72 fps) (Free Discharge) 2=6-iftelGrate (Orifice Controls 1,28 cfs (fit 14.63 fps) ERM Round asses 1 W cus 5113.42 potential -Ortfice/Grate ( Controls 0.00 cis) 3=0r ficelGrste (Orifice Controls 0.41 cfs @ 4.68 fps) al flaw) Sharp - Crested Rectangular Weir ( Controls 0.00 cfs) 2 =C~Grate (Orifice controls 0.72 cfs @ 8.30 fps) harp - Crested Rectangular Weir (Weir Controls 1.33 cfs @ 1.47 fps) THE SWD VOLUME IS CALCULATED AS FOLLOWS: AREA OF THE 48" DIAMETER PIPE =12.56 SF THE LENGTH OF THE PIPE = 119.41 FT THERE ARE 3 OF THEM. VOLUME =12.56 x 119.41 x 3/43,560 =0.103 ac -ft STORMWATER DETENTION SUMMARY �% VN „a _ - / _4 / '%/j - - lab \ \ '\ \ 110 _ "- /ter / / ./ / 3 To \\ 1 132 DA= 0.1169 acres 133 DA= 0.0961 acres A2 DA 0.0769 acres 06 -012 -07 2 -Year 1. Pre - development: 8.03 cfs 2. Post - development: Prepared by Brian mit �, Printed 10/13/2014 Prepared by Brian P. Smith, Printed 10113/2014 Uncontrolled 4,79 cfs Front detention 1,20 cfs Rear detention 1,86 cfs Total 7.85 cfs �% VN „a _ - / _4 / '%/j - - lab \ \ '\ \ 110 _ "- /ter / / ./ / 3 To \\ 1 132 DA= 0.1169 acres 133 DA= 0.0961 acres A2 DA 0.0769 acres 06 -012 -07 FCCi -post rear detention Type 1124 -hr 2 -yr storm Rainfall=4. 00 " 06 -012 -07 FCCi' -post rear detention Type tl 24-hr 10-yr storm Rainfall =6.00" Prepared by Brian mit �, Printed 10/13/2014 Prepared by Brian P. Smith, Printed 10113/2014 HYdroCA 10.00 s/n 05073 0 2012 HvdroCAD Software Solutions LLC HydroCAD4910.00 s/n 05073 0 2012 HvdroCAD Software Solutions LLC THE LENGTH OF THE PIPE =121.3 FT Summary for Pond 2P: Rear UG Storage pipes Summary for Pond 2P: Rear UG Storage pipes inflow Area = 1.294 ac, 84.39% Impervious, inflow Depth = 3.12" for 2 -yr storm event Inflow Area = 1.294 ac, 84.39% impervious, Inflow Depth = 5.07" for 10-yr storm event Inflow - 6.93 cfs @ 11.96 hrs, Volume= 0.336 of inflow = 10.90 cfs [ 11.96 hrs, Volume= 0.547 of Outflow - 1.86 cfs @ 12.08 hrs, Volume= 0.336 af, Atten= 73 %, Lag= 7.3 min Outflow - 3.93 cfs (M 12.06 hrs, Volume= 0.547 af, Atten= 64 %, Lag= 6.3 min Primary = 1.86 cfs @ 12.08 hrs, Volume= 0.336 of Primary = 3.93 cfs a 12.06 hrs, Volume= 0.547 of Routing by Stor Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.01 hrs Routing by Stor -Ind method, Time Span= 0.00 -72.00 hrs, dt= 0.01 hrs Peak Elev= 390.52'@ 12.08 hrs Surf.Area= 0.041 ac Storage= 0.092 of Peak Elev= 392.42' @ 12.06 hrs Surf.Area= 0.021 ac Storage= 0.158 of Plug -Flow detention time= 12.8 min calculated for 0.336 of (100% of inflow) Plug -Flow detention time= 17.0 min calculated for 0,547 of (100% of inflow) Center-of-Mass det. time= 12.8 min ( 798.6 - 785.8 ) Center -of -Mass det. time= 17.0 min ( 789.8 - 772.8 ) Volume Invert Avail.Storage Storage Description Volume Invert Avaii.St2Laae Storage Description #1 387.48' 0.164 of 64.0" D x 121.3% Pipe Storage S= 0.0060'1* x 3 #1 387,48' 0.164 of 60.0" D x 121.3'L Pipe Storage S= 0.0050'r x 3 Device Routing Invert Outlet Devices Device Routing Invert Outlet Devices #1 Primary 387.28' 18.0" Round RCP Round 18" #1 Primary 387,28' 18.0" Round RCP Round 18" L= 27.5' RCP, square edge headwall, Ke= 0.500 L= 27.5' RCP, square edge headwall, Ke-- 0.500 Inlet/ Outlet Invert= 387.28'/ 384.00' S= 0.1193'1* Cc= 0,900 Inlet 1 Outlet Invert-- 387.28' / 384.00' S= 0.1133'1' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 1.77 sf n= 0.012 Conte pipe, finished, Flow Area= 1.77 sf #2 Device 1 387.38' 4.0" Vert OrIftee/Gratee C= 0.600 #2 Device 1 387.38' 4.0" Vert OriAce/Grate C= 0.600 #3 Device 1 387.38' 4.0" Vert Orlfice/Grate C= 0.600 #3 Device 1 387.38' 4.0" Vert Offlkx /'Grater C= 0.600 #4 Device 1 387.38' 3.0" Vert OrMce/Gratae C= 0.600 #4 Device 1 387.38' 3.0" Vert. Orlfice/Gratae C= 0.600 #5 Device 1 390.52` 4.0" Vert OrMce/Grate C= 0.600 #5 Device 1 390.52' 4,0" Vert. Oriflce/Grate C= 0.600 #6 Device 1 392.26 4.5' long Sharp-Created Rectangular Weir 2 End Contraction(s) #6 Device 1 392.25' 4.5' long Sharp- Crested Rectangular Weir 2 End Contractions) rimary OutFlow Max+ =1.86 cfs @ 12.08 hrs HW =390,52' I (Free Discharge) Primary OutFlow Max =3.91 cfs @ 12.06 hrs HW =392.42' (Free Discharge) ERM Round asses 1 W cus 5113.42 potential flow) - u asses 3.91 CfS Ot I I.t5Z al flaw) 2 =C~Grate (Orifice controls 0.72 cfs @ 8.30 fps) 2= Orifice/Grate (Orifice Controls 0.93 cfs @ 10.62 fps) 3=0rifice/Grall a (Orifice Controls 0.72 cfs @ 8.30 fps) 3- --Oriflce/Grabe (Orifice Controls 0.93 chs @ 10.62 fps) ce/Grate (Orifice Controls 0.41 cfs (a 8.36 fps) Oriflce/Gn to (Orifice Controls 0.52 cfs @ 10.67 fps) Ormce/Grate ( Controls 0.00 cfs) df1cWGrate (Orifice Controls 0.55 cfs Q 6.33 fps) Sharp- Crested Rectangular Weir ( Controls 0.00 cfs) Sharp-Crested Rectangular Weir (Weir Controls 0.98 cfs @ 1.33 fps) / / .. --- / / .,,��...,, Y4 a �p.v . \. k t -- CIA loo DA:_ -8,-E3i _ ' -1} 30 100 - Q:2024 - acres) 0.23-3-5 acres THE SWD VOLUME IS CALCULATED AS FOLLOWS: �Sx; �} �� +k�.`��-Y. ".tX�.�„�F:d "c':C'"+i i•:n *r'i�"d3 �...�.1�.:3. y�itw i 4� AREA OF THE 60" DIAMETER PIPE = 19.625 SF THE LENGTH OF THE PIPE =121.3 FT THERE ARE 3 OF THEM. VOLUME= 19.625 x 121.3 x 3/43,560 =0.164 ac -ft 10 -Year 20.39 cfs 13.40 cfs 3.02 cfs 3.91 cfs 20.33 cfs / / .. --- / / .,,��...,, Y4 a �p.v . \. k t -- CIA loo DA:_ -8,-E3i _ ' -1} 30 100 - Q:2024 - acres) 0.23-3-5 acres all c \� >- \- C6 DA= 0.2180 acres C7 DA= 0.0662 acres C3 DA= 0.2630 acres � E5 DA= 0.4182 acres grass 0.0368 acres Dave 0.3814 acres E4 DA- 0.0934 acres grass 0.0151 acres Dave 0.0783 acres E3 DA= 0.1603 acres grass 0.0054 acres Dave 0.1549 acres E2 DA= 0.3889 acres grass 0.1458 acres Dave 0.2436 acres DATE May 6, 2014 REVISIONS September 24, 2014 October 13, 2014 C OR W H z W J UQ zo z �Q z c� =W z LL 2 SCALE 14=50, �,LTH o t Q w c Q W I-- F Dr � BR/ SMffH y ERTIFICATE No. .off 14591 AL � awmRNMW RIAN P. SMITH, PE IVIL ENGINEERING, INC. VE ©tea - L90 pLMaUR 1• 1 1 DWG. NAME Final plan 3.pro SHEEP C12.0 Eel 0.1 Z 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 �-op-spe@embargmaii.com �Sx; �} �� +k�.`��-Y. ".tX�.�„�F:d "c':C'"+i i•:n *r'i�"d3 �...�.1�.:3. y�itw i 4� all c \� >- \- C6 DA= 0.2180 acres C7 DA= 0.0662 acres C3 DA= 0.2630 acres � E5 DA= 0.4182 acres grass 0.0368 acres Dave 0.3814 acres E4 DA- 0.0934 acres grass 0.0151 acres Dave 0.0783 acres E3 DA= 0.1603 acres grass 0.0054 acres Dave 0.1549 acres E2 DA= 0.3889 acres grass 0.1458 acres Dave 0.2436 acres DATE May 6, 2014 REVISIONS September 24, 2014 October 13, 2014 C OR W H z W J UQ zo z �Q z c� =W z LL 2 SCALE 14=50, �,LTH o t Q w c Q W I-- F Dr � BR/ SMffH y ERTIFICATE No. .off 14591 AL � awmRNMW RIAN P. SMITH, PE IVIL ENGINEERING, INC. VE ©tea - L90 pLMaUR 1• 1 1 DWG. NAME Final plan 3.pro SHEEP C12.0 Eel 0.1 Z 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 �-op-spe@embargmaii.com CURB INLET DESIGN INLET NUMBER B3 LENGTH 20.0 DRAINAGE AREA = 1.700 ACRES C VALUE = .300 CA = 0.510 DRAINAGE AREA = 0.090 ACRES C VALUE = .900 CA = 0.081 SUM CA= 0.591 INT= 4.00 CFS= 2.364 CO= 0.000 GUTTER FLOW= 2.364 GUTTER SLOPE = 0.1000 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 3.92 2.0 0.51 0.0800 4.0 0.95 3.4 0.143 0.156 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 17.8 EFFICIENCY= 1.00 CFS INTERCEPTED= 2.36 CFS CARRYOVER= 0.00 INLET NUMBER B3 LENGTH 20.0 DRAINAGE AREA = 1.700 ACRES C VALUE = .300 CA = 0.510 DRAINAGE AREA = 0.090 ACRES C VALUE = .900 CA = 0.081 SUM CA= 0.591 INT= 6.50 CFS= 3.842 CO= 0.000 GUTTER FLOW= 3.842 GUTTER SLOPE = 0.1000 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 5.54 2.0 0.36 0.0800 4.0 0.85 3.4 0.143 0.142 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 23.2 EFFICIENCY= 0.97 CFS INTERCEPTED= 3.74 CFS CARRYOVER= 0.11 INLET NUMBER A3 LENGTH 8.0 DRAINAGE AREA = 0.700 ACRES C VALUE = .300 CA = 0.210 DRAINAGE AREA = 0.060 ACRES C VALUE = .900 CA = 0.054 SUM CA= 0.264 INT= 4.00 CFS= 1.056 CO= 0.000 GUTTER FLOW= 1.056 GUTTER SLOPE = 0.0100 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 5.06 2.0 0.40 0.0800 4.0 0.88 3.4 0.143 0.146 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 6.6 EFFICIENCY= 1.00 CFS INTERCEPTED= 1.06 CPS CARRYOVER= 0.00 INLET NUMBER A3 LENGTH 8.0 DRAINAGE AREA = 0.700 ACRES C VALUE = .300 CA = 0.210 DRAINAGE AREA = 0.060 ACRES C VALUE = .900 CA = 0.054 SUM CA= 0.264 INT= 6.50 CFS= 1.716 CO= 0.110 GUTTER FLOW= 1.826 GUTTER SLOPE = 0.0100 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 6.99 2.0 0.29 0.0800 4.0 0.75 3.4 0.143 0.127 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 9.1 EFFICIENCY= 0.98 CPS INTERCEPTED= 1.79 CFS CARRYOVER= 0.04 INLET NUMBER B2 LENGTH 8.0 DRAINAGE AREA = 0.120 ACRES C VALUE = .900 CA = 0.108 SUM CA= 0.108 INT= 4.00 CFS= 0.432 CO= 0.000 GUTTER FLOW= 0.432 GUTTER SLOPE = 0.1000 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Eo a S'W SE 1.33 2.0 1.50 0.0800 4.0 1.00 3.4 0.143 0.163 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 8.5 EFFICIENCY= 0.99 CFS INTERCEPTED= 0.43 CPS CARRYOVER= 0.00 INLET NUMBER B2 LENGTH 8.0 DRAINAGE AREA 7= 0.120 ACRES C VALUE = .900 CA = 0.108 SUM CA= 0.108 INT= 6.50 CFS= 0.702 CO= 0.000 GUTTER FLOW= 0.702 GUTTER SLOPE = 0.1000 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Ea a S'W SE 1.60 2.0 1.25 0.0800 4.0 1.00 3.4 0.143 0.163 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 10.4 EFFICIENCY= 0.93 CFS INTERCEPTED= 0.65 CPS CARRYOVER= 0.05 INLET NUMBER A2 LENGTH 4.0 DRAINAGE AREA 7=- 0.077 ACRES C VALUE = .900 CA = 0.069 SUM CA= 0.069 INT= 4.00 CFS= 0.277 CO= 0.000 GUTTER FLOW= 0.277 GUTTER SLOPE = 0.0100 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Ea a S'W SE 1.74 2.0 1.15 0.0800 4.0 1.00 3.4 0.143 0.163 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 3.5 EFFICIENCY= 1.00 CPS INTERCEPTED= 0.28 CPS CARRYOVER= 0.00 INLET NUMBER A2 LENGTH 4.0 DRAINAGE AREA = 0.077 ACRES C VALUE = .900 CA = 0.069 SUM CA= 0.069 INT= 6.50 CFS= 0.450 CO= 0.050 GUTTER FLOW= 0.500 GUTTER SLOPE = 0.0100 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD W W/T SW SW /SX Ea a S'W SE 2.65 2.0 0.75 0.0800 4.0 1.00 3.4 0.143 0.163 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 4.5 EFFICIENCY= 0.98 CFS INTERCEPTED= 0.49 CFS CARRYOVER= 0.01 INLET NUMBER C7 LENGTH 2.5 INLET NUMBER E3 LENGTH 4.0 DRAINAGE AREA = 0.034 ACRES C VALUE = .900 CA = 0.030 DRAINAGE AREA = 0.005 ACRES C VALUE = .300 CA = 0.002 SUM CA= 0.030 I'NT= 6.50 CFS= 0.198 CO= 0.000 GUTTER FLOW= 0.198 DRAINAGE AREA = 0.153 ACRES C VALUE = .900 CA = 0.138 GUTTER SLOPE = 0.0277 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SUM CA= 0.140 INT= 4.00 CFS= 0.559 CO= 0.000 GUTTER FLOW= 0.559 SPREAD AT A SLOPE OF .028 (ft. /ft.) IS 1.27 (ft.) GUTTER SLOPE = 0.0200 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT XXXXXXXXXX', CURB INLET IN A SUMP XXXXXXXXXX SPREAD W W/T SW SW /SX Eo a S'W SE P EFFEC. LENGTH = 6.10 H = 0.460 1.99 2.0 1.01 0.0800 4.0 1.00 3.4 0.143 0.163 DEPTH OF WATER = 0.06 SPREAD = 2.91 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 5.8 EFFICIENCY= 0.88 INLET NUMBER E5 LENGTH 2.5 CFS INTERCEPTED= 0.49 CFS CARRYOVER= 0.07 DRAINAGE AREA = 0.037 ACRES C VALUE = .300 CA = 0.011 DRAINAGE AREA = 0.370 ACRES C VALUE = .900 CA = 0.333 INLET NUMBER E3 LENGTH 4.0 DRAINAGE AREA = 0.001 ACRES C VALUE = .900 CA = 0.001 DRAINAGE AREA 77 0.005 ACRES C VALUE = .300 CA = 0.002 SUM CA= 0.345 INT= 4.00 CFS= 1.379 CO= 0.000 GUTTER FLOW= 1.379 DRAINAGE AREA = 0.153 ACRES C VALUE = .900 CA = 0.138 GUTTER SLOPE = 0.0300 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SUM CA°- 0.140 INT= 6.50 CFS= 0.908 CO= 0.000 GUTTER FLOW= 0.908 SPREAD AT A SLOPE OF .030 (ft. /ft.) IS 4.12 (ft.) GUTTER SLOPE = 0.0200 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX SPREAD W W/T SW SW /SX Eo a S'W SE P EFFEC. LENGTH = 6.10 H = 0.460 3.43 2.0 0.58 0.0800 4.0 0.97 3.4 0.143 0.160 DEPTH OF WATER = 0.21 SPREAD = 10.64 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH= 7.3 EFFICIENCY= 0.76 INLET NUMBER E5 LENGTH 2.5 CPS INTERCEPTED= 0.69 CPS CARRYOVER= 0.21 DRAINAGE AREA 7- 0.037 ACRES C VALUE = .300 CA = 0.011 DRAINAGE AREA = 0.370 ACRES C VALUE = .900 CA = 0.333 INLET NUMBER E2 LENGTH 2.5 DRAINAGE AREA = 0.001 ACRES C VALUE = .900 CA = 0.001 DRAINAGE AREA = 0.073 ACRES C VALUE = .300 CA = 0.022 SUM CA= 0.345 INT= 6.50 CFS= 2.241 CO= 0.000 GUTTER FLOW= 2.241 DRAINAGE AREA = 0.122 ACRES C VALUE = .900 CA = 0.110 GUTTER SLOPE = 0.0300 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT DRAINAGE AREA = 0.073 ACRES C VALUE = .300 CA = 0.022 SPREAD AT A SLOPE OF .030 (ft. /ft.) IS 5.75 (ft.) DRAINAGE AREA = 0.122 ACRES C VALUE = .900 CA = 0.110 XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX SUM CA= 0.263 INT= 4.00 CFS= 1.051 CO= 0.000 GUTTER FLOW= 1.051 P EFFEC. LENGTH = 6.10 H = 0.460 GUTTER SLOPE = 0.0190 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT DEPTH OF WATER = 0.29 SPREAD = 14.71 SPREAD AT A SLOPE OF .019 (ft. /ft.) IS 2.19 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX INLET NUMBER E4 LENGTH 2.5 P EFFEC. LENGTH = 6.10 H = 0.460 DRAINAGE AREA = 0.015 ACRES C VALUE = .300 CA = 0.005 DEPTH OF WATER = 0.18 SPREAD = 8.88 DRAINAGE AREA = 0.070 ACRES C VALUE = .900 CA = 0.063 DRAINAGE AREA = 0.004 ACRES C VALUE = .900 CA = 0.004 INLET NUMBER E2 LENGTH 2.5 SUM CA= 0.071 INT= 4.00 CFS= 0.286 CO= 0.000 GUTTER FLOW= 0.286 DRAINAGE AREA = 0.073 ACRES C VALUE = .300 CA = 0.022 GUTTER SLOPE = 0.0400 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT DRAINAGE AREA = 0.122 ACRES C VALUE = .900 CA = 0.110 SPREAD AT A SLOPE OF .040 (ft. /ft.) IS 1.33 (ft.) DRAINAGE AREA = 0.073 ACRES C VALUE = .300 CA = 0.022 XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX DRAINAGE AREA = 0.122 ACRES C VALUE = .900 CA = 0.110 P EFFEC. LENGTH = 6.10 H = 0.460 SUM CA= 0.263 INT= 6.50 CFS= 2.616 CO= 0.908 GUTTER FLOW= 2.616 DEPTH OF WATER = 0.07 SPREAD = 3.72 GUTTER SLOPE = 0.0190 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .019 (ft. /ft.) IS 5.71 (ft.) INLET NUMBER E4 LENGTH 2.5 XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX DRAINAGE AREA = 0.015 ACRES C VALUE = .300 CA = 0.005 P EFFEC. LENGTH = 6.10 H = 0.460 DRAINAGE AREA = 0.070 ACRES C VALUE = .900 CA = 0.063 DEPTH OF WATER = 0.33 SPREAD = 16.31 DRAINAGE AREA = 0.004 ACRES C VALUE = .900 CA = 0.004 SUM CA= 0.071 INT= 6.50 CFS= 0.464 CO= 0.000 GUTTER FLOW= 0.464 GUTTER SLOPE = 0.0400 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .040 (ft. /ft.) IS 1.59 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.10 H = 0.460 DEPTH OF WATER = 0.10 SPREAD = 5.15 INLET NUMBER C3 LENGTH 2.5 DRAINAGE AREA = 0.007 ACRES C VALUE = .300 CA = 0.002 DRAINAGE AREA = 0.290 ACRES C VALUE = .900 CA = 0.261 SUM CA= 0.263 INT= 4.00 CFS= 1.053 CO= 0.000 GUTTER FLOW= 1.053 GUTTER SLOPE = 0.0277 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .028 (ft./ft.) IS 3.39 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTF[ = 6.10 H = 0.460 DEPTH OF WATER = 0.18 SPREAD = 8.89 INLET NUMBER C3 LENGTH 2.5 DRAINAGE AREA = 0.007 ACRES C VALUE = .300 CA = 0.002 DRAINAGE AREA = 0.290 ACRES C VALUE = .900 CA = 0.261 SUM CA= 0.263 INT= 6.50 CFS= 1.711 CO= 0.000 GUTTER FLOW= 1.711 GUTTER SLOPE = 0.0277 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .028 (ft. /ft.) IS 4.94 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH= 6.10 H = 0.460 DEPTH OF WATER = 0.25 SPREAD = 12.29 INLET NUMBER C6 LENGTH 2.5 DRAINAGE AREA 77 0.002 ACRES C VALUE = .300 CA = 0.001 DRAINAGE AREA = 0.240 ACRES C VALUE = .900 CA = 0.216 SUM CA= 0.217 INT= 4.00 CFS= 0.867 CO= 0.000 GUTTER FLOW= 0.867 GUTTER SLOPE = 0.0277 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .028 (ft. /ft.) IS 2.76 (ft.) XXXXXXXXXX CUES INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.10 H = 0.460 DEPTH OF WATER = 0.16 SPREAD = 7.81 INLET NUMBER C6 LENGTH 2.5 DRAINAGE AREA = 0.002 ACRES C VALUE = .300 CA = 0.001 DRAINAGE AREA = 0.240 ACRES C VALUE = .900 CA = 0.216 SUM CA= 0.217 INT= 6.50 CFS= 1.408 CO= 0.000 GUTTER FLOW= 1.408 GUTTER SLOPE = 0.0277 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .028 (ft./ft.) IS 4.31 (ft. ) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.10 H = 0.460 DEPTH OF WATER = 0.22 SPREAD = 10.79 INLET NUMBER C7 LENGTH 2.5 DRAINAGE AREA 77 0.034 ACRES C VALUE = .900 CA = 0.030 SUM CA= 0.030 INT= 4.00 CFS= 0.122 CO= 0.050 GUTTER FLOW= 0.122 GUTTER SLOPE = 0.0277 FT /FT PAVEMENT CROSS SLOPE = 0.0200 FT /FT SPREAD AT A SLOPE OF .028 (ft./ft.) IS 1.05 (ft. ) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH = 6.10 H = 0.460 DEPTH OF WATER = 0.04 SPREAD = 2.11 DATE September 24, 2014 REVISIONS October 13, 2014 7 C W H z W � UQ z z QO �Q ' z r)00c =w U F- z LL Q SCALE N.T.S. z O g U J Q U I-- W J z m C U 4 NI'TH o - BRYAN . SMITH CERTIFICATE No. 115 14591 0/eIZ ��ss o a S IAN P. SMITH, PE 'IL ENGINEERING, INC. GOLF COURSE DESIGN DESIGN LND PLANNING 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 ,bpspe@embargmaiLcom_ JOB NUMBER 06 -012 -07 DWG. NAME Final plan 3.pro SHEEP 11 [F4 Area Number i ,Weighted Totals: F5 C Area (ac) 0.350 0.736 0.350 0.736 CA 0.258 0.2581 ( F4 / Area Number C Area ac CA - -------- --- - - - - -- / ` / / (� ' DA 0.o7 ve 1 a r --- - es 20 1 0 350 -1.378 0.482 502 1 / r lan--------- - - - - -- - ---- - ---- - 50 483 19/200 =9��% sl W!1) Wei hted Totals: 0.350 1.378 0.482 POOL Tc= 2.5 inutes (p ate � / �' ` '` �� � / • kA� � ` i \ 77 ' shallow \ \ 463 8 X 3- 4376/2 =16.6 s ldpe off �p ll 1 � ,'' I � � � \ Tc � -2 7/�5/60�.7 minutes 1p a e 5-2) / 1 \ �h low / o 4013 ( ( \ PARKING ` \o \\ J \ / �s 439 -4 i�28/�= 48%\5lope \ X 436.5 N / \ �� / j m N i ¢ � \ \ V -1�5 \fps \ �� Tc =5 / 0= menu s (late 5 -2) v p toc =1 .2 minutes, REC 481 7 O , \ �\ Area Number C Area (ac) CA - \ \ DA- .37 ac s 1 200' ver land \ - - 1 Z19 418 9 \ 02 -4 =19 y��00=9.5 sl e` i 0 350 3 830 i 34 \ I \\ 4393 / / / / /g �p --------- - - - - -- - - - -- --- - - - - -- --- - - - - -- x / ' \ =1�5 minutes (plte -1) Weighted Totals: 0.350 3.830 1.341 01 29' sh 1 low � - --- 83 4 29 - .7 lope =29� .6/ .7\ m inutes (plate 5 -2) 4� sha 1 'w \ 421 0 \ \� /�� C� \� i / i --� • _� 4 i /\ l v i f 8% slope 2�I4 4 \ \\ ARA, EN C L T DA =S. acres 200' rla d • \ \ 0 -458 =1 /200 =6.0% slop �\ \ _ \\ Tc .8 - inutes (plate 5 \ \ allow 0 = 53/355 =14.9% 11 V- f \ \ \ \ c /6. / u F �i \ \� 4 - 360'4. -� notes -(plate E! ' \ \ 0 Sa c- 8. m sites- �� 375 Area Number C Area (ac) 1 0.350 0.227 Weighted Totals: 0.350 0.227 STA 12 +94.87: Area Number i 2 ,Weighted Totals: C Area (ac) 0.350 1.698 0.900 0.096 0.379 1.794 CA 0.080 0.080 0.594 0 0:. A3 STA 10 +77.41: C Area (ac) CA Area Number C Area (ac) CA 1 ----- 0.350 0.688 --------- 0.241 2 0.900 0.070 - -- -0 ----- --------- - - - -- Wei hted Totals: 0.401 0.758 0.304 ENTRANCE CULVERT Area Number C Area (ac) CA ----- - - - - -- 1 - - - -- 0.350 --- - - - - -- 4.698 --- - - - - -- 1.644 2 0.900 1.000 0.900 --------- - - - - -- Weighted Totals: - - - -- 0.447 --- - - - - -- 5.698 --- - - - - -- 2.544 DATE May 6, 2014 REVISIONS September 24, 2014 Lv w Z W J oQ z Z QO cl) z =w U z Q SCALE 1' =100' Q w ry Q W/n V Q Z 1 w LL LL 0 P'LTH op -\G 0 ' 8JRAN , SMrrH CERTIFICATE No. k ,sl0 /J� / �ti�'�i ONAL S' BRIAN P. SMITH, PE CIVIL ENGINEERING, INC, ew fflu ° ming 4835 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER 06 -012 -07 DWG. NAME Final plan 3.pro SHEET C13,0 i DATE July 15, 2014 REVISIONS August 11, 2014 September 24, 2014 C W H z W J oQ zol z �Q r*10 z U "' z Q z ry wCL U. mw U z m w� c� D SCALE t,.L T H p,,, Gr BRIA SMITH y CERTIFICATE No. �a 14591 %,sSIONAL E BRIAN P. SMITH, PE CIVIL ENGINEERING, INC, W10 MW MON ONE DLtiNJ11l 9° Wo R e IIUW 4a35 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 b s e @embar mail.com JOB NUMBER 06 -012 -07 DWG. NAME Final plan 3.pro SHEEP C 14,0 L DATE September 24, 2014 REVISIONS October 13, 2014 C W z W J UQ z z QO �Q z ry =w U z LL Q z z og J J Dz 0.0 C6 z W � W r000 SCALE 10=50, 1,TH of Gr U BR . SMffH a CERTIFICATE No. �, lJr /3r �w sSIONAL N P. SMITH, PE ENGINEERING, INC. GOLF LOUR *SE DESIGN :DESIGN • LAND PLANNING 4635 Three Chopt Road Troy, VA 22974 -3012 434.296.3644 JOB NUMBER 06 -012 -07 s \m1l Final plan 3.pro SHEEP C16,0�