The URL can be used to link to this page

Home My WebLink AboutWPO201600075 Calculations 2017-11-21 Kimley>>>Horn DESIGN REPORT for Staybridge Suites Timberwood Boulevard and Laurel Park Lane Charlottesville, Virginia Parcel ID No(s): 03200-00-00-041Q0 SDP2016-00047 WP0201600075 - November 21 , 2017 Prepared for: - LTD Hospitality APPROVED Contact:Neil Desai by the Albemarle County 1564 Crossways Boulevard Community D velopment Department - Chesapeake, VA 23320 Date 170/7007 (757) 420-0900 File WO701b0,1c — Prepared by: Kimley-Horn and Associates, Inc. Contact: Brian Brewer, P.E. - 1700 Willow Lawn Drive, Suite 200 Richmond, VA 23230 (804) 673-3882 Design Report November 21, 2017 KHA Project#: 113064001 Kimley>>>Horn TABLE OF CONTENTS Sections 1. Project Background Existing Conditions Proposed Development r Drainage Patterns Demolition Off Site Areas Floodplain 2. Storm Water Management Soil Description Quality and Quantity Erosion and Sediment Control Measures 3. Utilities Water Service Sanitary Sewer Service Appendices A. FEMA Flood Insurance Rate Map •+ B. Soils Map C. Water Quantity Calculations D. Storm Sewer Calculations E. Hydraulic Grade Line Calculations F. Water Quality Calculations G. Water Calculations r.. so aim rw Design Report November 21, 2017 KHA Project#: 113064001 Kimley>>>Horn 1. Project Background Existing Conditions The subject site is located on the southeast corner of Timberwood Boulevard and Meeting Street in Charlottesville, Virginia. Currently, the subject site is a 2.02 acre pad graded site with existing vegetation. The site is bordered by Timberwood Boulevard to the south, Laurel Park Lane to the east and north, and Meeting Street to the west. The parcel is part of an overall development of Hollymead Towncenter Area C. Proposed Development This project consists of the construction of a new Staybridge Suites hotel to be located in Charlottesville, VA. Proposed improvements include a new 75,599± square-foot building, drive aisles, parking areas, curbing, water and sewer connections, and a storm drainage network. ■N Site work includes demolition, clearing and grading, utility installations, paving, and landscaping. The proposed land disturbance encompasses 2.08± acres. Drainage Patterns The existing elevations range from approximately 572 feet to 604 feet. The existing site is approximately 72% impervious with Type B soils. In its current state, the site drains towards the southeast side of Laurel Park Lre ane toward existing drainage inlets. The existing drainage network outfalls into a stormwater management facility in Block I of the overall master planned development. The proposed development will maintain these drainage areas. Demolition Demolition of the existing features including concrete sidewalk, curb and gutter, and trees will be required. Off-Site Areas There is minimal off-site disturbance to connect to existing entrances, tie-in perimeter grades, and connect utilities to the existing systems off Timberwood Boulevard and Laurel Park Lane. .. Concrete sidewalk is proposed along Meeting Street and Timberwood Boulevard. Some mill and replace will be required on the south side of Laurel Park Lane to install a fire hydrant assembly. Floodplain Nis The project lies outside the 100 year flood plain, or in Zone X as found in FEMA map number 51003C0140D dated 02/04/2005. Refer to Appendix A for a FEMA floodplain map. Design Report November 21, 2017 KHA Project#: 113064001 Kimley>>>Horn NM 2. Stormwater Management Soil Description The predominate soil types in this area were evaluated based on information from the Soil Survey of Charlottesville, Virginia as published by the Soil Conservation Service. Descriptions of the predominant soil types are below: Map Unit 28C3: Elioak Clay Loam r 7 to 15 percent slopes Elioak soils component is on hillslopes, piedmonts. The parent material consists of radium weathered from mica schist. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is well drained. Available water to a depth of 60 inches is moderate. The natural drainage potential is low. This soil is neither flooded nor ponded. There is no zone of water saturation within a depth of 72 inches. Organic matter content in the surface horizon is about 2 percent. Non-irrigated land capability classification is 4E. This soil does not meet hydric criteria. r. Map Unit 65B: Pacolet Sandy Loam 2 to 7 percent slopes Pacolet soils component is on interfluves, uplands. The parent material consists of radium — weathered from granite and gneiss. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is well drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches is moderate. Shrink-swell potential is ., low. This soil is neither flooded nor ponded. There is no zone of water saturation within a depth of 72 inches. Organic matter content in the surface horizon is about 1 percent. Non-irrigated land capability classification is 2E. This soil does not meet hydric criteria. r Map Unit 65C: Pacolet Sandy Loam 7 to 15 percent slopes Pacolet soils component is on interfluves, uplands. The parent material consists of radium weathered from granite and gneiss. Depth to a root restrictive layer is greater than 60 inches. The natural drainage class is well drained. Water movement in the most restrictive layer is moderately high. Available water to a depth of 60 inches is moderate. Shrink-swell potential is low. This soil is neither flooded nor ponded. There is no zone of water saturation within a depth of 72 inches. Organic matter content in the surface horizon is about 1 percent. Non-irrigated r land capability classification is 4E. This soil does not meet hydric criteria. A soil map of the site can be found in Appendix B. Quantity and Quality The subject site is considered new development in a master plan and follows technical criteria r.. part I I-B and the Hollymead Towncenter Area C Master Stormwater Plan. The limits of disturbance, ±2.08 acres, serves as the limits of analysis for both the stormwater quantity and quality calculations. Design Report November 21, 2017 KHA Project#: 113064001 Kimley>>>Horn Stormwater Quantity Control: There are two points of outfall as noted below: • The majority of the site connects to the existing network via a 15" RCP at structure X3. • The remainder of the site connects to the existing drainage network via an 8" PVC pipe at structure X5. rr Ultimately, stormwater quantity compliance for Block 8 has been accounted for in the approved overall development stormwater management/BMP plans by Rivanna Engineering & Surveying, PLC for Hollymead Towncenter Area C. Block 8 drainage areas were designed with an overall C-value of 0.85. With the proposed Staybridge Suites development, Block 8 drainage areas have an overall C-value of 0.76. Since less impervious areas is proposed than what was accounted for in the overall stormwater plan, the site is fully covered by the overall plans. See Appendix C for supporting documentation from "Hollymead Town Center Regional Service Area C" and "Hydrologic/Hydraulic Calculations for Hollymead Towncenter SWM-1" by Rivanna - Engineering & Surveying, PLC. The existing drainage system is adequately sized to carry runoff from the proposed rr development. Pipe adequacy calculations are shown on Sheet CG-101 for structure X3 to X7 and from structure X5 to X7. The cumulative CA value was evaluated for existing structures X1 and X2. The post-development CA value of 0.37 is lower than the pre-development CA value of 0.38. Stormwater Quality Compliance: +.. To address stormwater quality per the Virginia Part IIB stormwater regulations, nutrient credits will be purchased through an approved nutrient credit bank. The development of Block 8 results in a total of 1.57 acres of impervious area which generates a removal requirement of 2.78 lbs ••• per year of phosphorus. Per the Hollymead Towncenter Regional Service Area C plans, the developer of Block 8 is responsible of impervious area to be treated by a biofilter, and the remaining stormwater treatment will be treated by SWM-1. One acre of impervious area generated a removal requirement of 1.76 lbs per year of phosphorus. Due to the site constraints, the developer intends to purchase equivalent phosphorus credits from an approved nutrient credit bank in lieu of constructing a biofilter. The final purchase agreement will be provided prior to land disturbance. Appendices C through F show storm sewer design, hydraulic grade line, and water quantity and quality calculations. rr Erosion and Sediment Control Measures The following erosion and sediment control measures are included in the site design. Silt Fence: •• A temporary sediment barrier consisting of a synthetic filter fabric stretched across and attached to supporting posts and entrenched will be provided around much of the site perimeter and parallel to sloped areas. The purpose of this practice is to intercept and detain small amounts of rr sediment from disturbed areas during construction operations in order to prevent sediment from Design Report November 21, 2017 KHA Project#: 113064001 •• Kimley>>>Horn leaving the site. Silt fences shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. Close attention shall be paid to the repair of damaged silt fence resulting from end runs and undercutting. Should the fabric on a silt fence decompose or become ineffective prior to the end of the expected usable life and the barrier still be necessary, the fabric shall be replaced promptly. Sediment deposits should be removed after each storm event. They must be removed when deposits reach ,. approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer required shall be dressed to conform to the existing grade, prepared and seeded. Nis Inlet Protection: A sediment filter or an excavated impounding area around a storm drain drop inlet or curb inlet will be provided at all inlet locations within the limits of disturbance. The purpose of this practice is to prevent sediment from entering storm drainage systems prior to permanent stabilization of the disturbed area. The structure shall be inspected after each rain and repairs made as w,„ needed. Sediment shall be removed and the trap restored to its original dimensions when the sediment has accumulated to one half the design depth of the trap. Removed sediment shall be deposited in a suitable area and in such a manner that it will not erode. Structures shall be removed and the area stabilized when the remaining drainage area has been properly s` stabilized. Construction Entrance/Exit: A stabilized stone pad with a filter fabric underline will be provided at the primary construction access point. The purpose of this practice is to reduce the amount of mud transported onto paved public roads by motor or flow of mud onto public rights-of-way. This may require periodic — top dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or cleanout of any structures used to trap sediment. All materials spilled, dropped, washer, or tracked from vehicles onto roadways or into storm drains must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be permitted under any circumstances. Sodding: Stabilization of fine-graded disturbed areas by establishing permanent grass stands with sod will be provided for all areas on-site as shown on the landscaping plan. The purposed of this practice is to establish permanent turf immediately and to prevent erosion and damage from w sediment and runoff by stabilizing the soil surface. Temporary Diversion Dike: — A temporary ridge of compacted soil constructed at the top or base of a sloping disturbed area. The purpose of this practice is to divert storm runoff from upslope drainage areas away from unprotected disturbed areas and slopes to a stabilized outlet. Additionally, it diverts sediment- laden runoff from a disturbed area to a sediment-trapping facility such as a sediment trap or too sediment basin. The measure shall be inspected after every storm and repairs made to the dike, flow channel, outlet or sediment trapping facility, as necessary. Once every two weeks, whether a storm event has occurred or not, the measure shall be inspected and repairs made if needed. Damages caused by construction traffic or other activity must be repaired before the end of each working day. Design Report November 21, 2017 KHA Project#: 113064001 NO Kimley>>>Horn Temporary Sediment Trap: A temporary ponding area formed by constructing an earthen embankment with a stone outlet. The purpose of this practice is to detain sediment-laden runoff from small disturbed areas long enough to allow majority of the sediment to settle out. Sediment shall be removed and the trap restored to its original dimensions when the sediment has accumulated to one half the design volume of the wet storage. Sediment removal from the basin shall be deposited in a suitable area and in such a manner that it will not erode and cause sedimentation problems. Filter stone shall be regularly checked to ensure that filtration performance is maintained. Stone choked with sediment shall be removed and cleaned or replaced. The structure should be checked regularly to ensure that it is structurally sound and has not been damaged by erosion or construction ase equipment. The height of the stone outlet should be checked to ensure that its center is at least 1 foot below the top of the embankment. - Soil Stabilization Blankets & Matting: The installation of a protective covering (blanket) or a soil stabilization mat on a prepared planting area of a steep slope, channel, or shoreline. The purpose is to aid in controlling erosion +r on critical areas by providing a microclimate which protects young vegetation and promotes its establishment. In addition, some types of soil stabilization mats are also used to raise the maximum permissible velocity of turf grass stands in channelized areas by"reinforcing the turf" �. to resist the forces of erosion during storm events. Tree Protection and Preservation: Protection of desirable trees from mechanical and other injury during land disturbance and construction activity. The purpose of this practice is to ensure the survival of desirable trees where they will be effective for erosion and sediment control, watershed protection, landscape .. beautification, dust and pollution control, noise reduction, shade and other environmental benefits while the land is being converted from forest to urban-type uses. r Design Report November 21, 2017 KHA Project#: 113064001 r w rr Kimley>>>Horn N., 3. Utilities Water Service: The overall development provides an 8"water stub to the site along Laurel Park Lane that will be used for a connection with a proposed 6" private water line to serve the site. There is a proposed water meter southeast for the building that will be used to serve the site. A 6" PVC fire line service to the site is used to meet fire flow requirements. A 3"Type K copper water line is used to meet domestic demand. Two fire hydrants and a fire department connection have been added to the site. Sanitary Sewer Service Two 6" and one 4" PVC sanitary sewer laterals in addition to a grease inceptor will service the building and connect to an existing 8" PVC sanitary sewer line located in the south corner of the site with a proposed manhole. r. ism 011 MI Design Report November 21, 2017 KHA Project#: 113064001 rr Kimley>>>Horn APPENDIX A FEMA Flood Insurance Rate Map Design Report November 21, 2017 KHA Project#: 113064001 r r LIN X oW , d� v Ll- 0 d g g_ o 2fVWCIHot' � E 0— me .mc -3- q ro N g yrr OY cn E^ ms N a 0,omw N 6v g a0��, W F M 3 ,§94 =r, > �� W� EoD°E o oft Pi O W W ¢ 21.... H.,50a B f bCC i,e~`r,� g PWqC W > LL 8 °° cSId _ = II 0 NC ere .RSg.5CO ON W " O 172 i e v12 m0 .E° ciu�OO. ��B � yo Z z W aWg iga os- J I-4 Z Z w C W E Y r?%gLL 0 Ii � c C .4O ii Et ; k w goLgy co I NHTOY 4. o2Edt Q O- 10...- d cc a...5 � o �. •II _ �= _1a a � ®a NW - SNY z odLLo O / o f0 O- ` �o m�;8E NcINa � O N W N O F `o«a o i O w $f r M O o 1--Y O cc o > cc cc c9 wcc N m m OLLa oi N Qpm to N (7 PI )12O N .7' VVV f O a N lin C•I 2 CD 4:e cc cc O J' O a co ow zm X s Z Z O 2 LU ii: Y Y OJ a O W O Z � � ® o o N 0 cc o \ as NNV31800 "' i S O Q� N. N 0 N Cr Q IJ T a ,..O cc w QO m DZF J °y cc 0 _ Z EC z �OSd.4j/O w c� rr. I J d°O� N cn O cc z FE 0 08 / cc o N J cZ X '10 WD \ m WLJJ Z C\ILA J _ji\ " = E. , _' a act. J Q Q \ J i Z Z Q Om ® p.J U Q I N 2, J Kimley>>>Horn APPENDIX B 11111 to Soils Map Of MO INA r.11 ctrl Design Report November 21, 2017 KHA Project#: 113064001 me z z N R r Ob5£ZZb OZS£ZZb OOS£ZZb O9t ZZb 09bEZZb Obb£ZZb OZbEZZb M MbZ,9Z.SL g M„bZ,9Z e84 N O rsi Jaw'4A vxi< n w,„.�,. ow M • r n iii ♦7 # X' Ill w '+ = n b Y A w Y ”- 14.' II: p . .' '� A. � -3, �� k r� ��,q :.,. x.„#” d� a^ • . ._ .°.7�kc.?�r. N r'Y"Yp ¢ 'pE . # {.. 4 4 *t ^ ^s Y�do O "0 wig tb ' )SAW. N �� N N � � a :a pOH a cu .... : ry +I cn Q N_ T n rr U ca w. � • 4 I* , , i i, j:** 5' w^ , cn gioi c m 4� O C2 IC-6 ,.� T s"•, ' 'x A ' f ^fir 4 p a * Di t ,. � � � �m s rt a w N. .: !! ii E 4a t ....$. ? v c :12' ',::;*'. ' 4 r'. --14 "a< w.�. x ria Q' R vy, � a . �p o o Z a Aa gis � m Ykp" ' a°,`„,� Z Z U > N R O M..Z£9Z a9L v . ... r° I I '.w. M.Z£9Z e8L E will ObSEZZb OZSEZZb 005£ZZb 08VEZZb 09bEZZb ObbEZZb * OZbEZZb ��' z z t. R 4 N w OM MIR CO CO O O O c tT @ ° O c7 N N W — c p N N O c la, CO N u) coY m2 1c _ ,.. ,- j N N a) > U N c6 c00 (0 03 LC? I 3 N t` 0_ 0 co O C a) U ON N 'es aO _ COUO m N O N @ E"O c.) Eu) "° E NU o 0 O. O ei h= Z m U m O U a)L N N U co >+ N 9 O Q m (75 o o m a m T� c a N ° 0 c r) E Ca -C a) Y .' N E m �p m rLn N m 0 O_c L.2 -p .�N O L N Q w o � Eo a c �a � aya.E Z j � o -- om O 0a � E U .� w m@ � o � � ' o r 3Nm MO ¢ f0 Ce v m Y m L N O o c ° U O @ c o N c o ¢ a) Q L. N E 3 @ O w c m • a O a) 7 U m .L-. m y0 m N a) o > Lo oL 3 03 ` >. m ° U ° LL a) m — N O c N O N _ c " m 3 0,- a O E �`co a) N a C m L 0 U a 2 -O ° a) c a) E L Z O co a) d' L 7 N C.) -op m 2 a) m 0 co n N N A '� E >,_° O N U N L a) w m ° n o "O L E N N ID o N m 0 Q o0 m w , a N J 'o y a.� m n > a) w N • E n n m `m a CO a) p c y Q N L m c .a) 2 L a mom , Z E n¢ U w° c m • ° w ° m Ec c w > :? � La`miamia o isco m E co o '0)a �c T o � La cY aa) T a) LE m m O-p T7 .� m o c H ° c Z 3 a m o ¢ w m o a.n° O L C co cCO c E u) a: E - m = c m o a) E 0 m n m i c a`) a) m E E ° 'o c o o a) m ° o . , ¢ a m s a c°n 'o m-c) N .L' y N V Cn a N U c ` m n N Cn N m P N N a N m = U N m m 7 L o n a?a a) U N > — L co 2 '- a) a 73 E m L `m c .`� m •o a) a) oa) o mo0 �5 :co 5 = 'o mc) -coE OW I- >i W E a co d E u) � 0 2 a i) U H L' cn u) u) o U N F °_o m w .0 J O¢ a) W 1) MI T m UJ ¢ >' O O i (j) U( 0 m N W U)w m owe E (I)) co n ¢ U m Co a) O U m T - U I m c co a m �� a u_ U t N c CO U) a) a m CO N a) O AIM m ° m a m m o COzQ a c ° i_ a¢ 9 rn i y 'O- c >- a) N N o N CL' o m N a�O a) a) L a •- c (6 N CO .c0 UO i cn u) > 0 co - in O _ m 2 - v OM Q a) A . SI t� a C 3 z SI ct 43 6" < LL O O w r le 1 ( � ■ 0 3 .- m .l W J N ac Q o m T cco 2 v O c pCO y al Cl_ .N MS Ei L' N a -pN c c c ` yNo ) CO N 2O O W0▪ 7 D D co ' .. a oD a 7 m Y T U) aO a a a m 3a T o m 8 u) T � _yO OcoQ ON 2lL O 0U) T., N m LL L O N T v (0 N a) U d YC U >) L m U UN 'O .O O C o pm O mt0c > N _CN Cp 'O i < U) U) U) '5 m m U 0 0 0 J J d oc• (1) U) U) UvU) ins d 0. Cl)o E T2 Q U) o cc i N ,_ N o Q' m m y 7 N co m O Z U 4Dli ir. Soil Map—Albemarle County,Virginia STAYBRIDGE SUITES- ALBEMARLE ira Map Unit Legend Albemarle County,Virginia(VA003) Map Unit Symbol Map Unit Name Acres in AOl Percent of AOI 28C3 Elioak clay loam,7 to 15 percent 0.9 42.9% slopes,severely eroded 65B Pacolet sandy loam,2 to 7 0.6 29.3% percent slopes 65C Pacolet sandy loam,7 to 15 0.6 27.8% percent slopes a. Totals for Area of interest 2.2 100.0% rn 0111 rw 00 110 r irr USDA Natural Resources Web Soil Survey 7/18/2016 201 Conservation Service National Cooperative Soil Survey Page 3 of 3 is Kimley>>>Horn APPENDIX C WATER QUANTITY CALCULATIONS Design Report November 21, 2017 KHA Project#: 113064001 I I g t I 11. t ,•3 : , A'2 I,. 1 t45.14, 71-':a44:5. 5. LI 44 pg x t. + d 1 < II , . . . '... • , . !. ,/•ts 11 \ .: t .4 . , . . , • • ' , „ . , , „Z - _4.. g g :gi ‘, .•'”' a.. . . , , .. u ,Pr• ,,,. ,,, ._, -- ---- - ,-- I r.' a q,' ----- _ 11 3E-; c----- -------'.'-'\.\\ „ . . . .. , 2• 1 filliliiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIiikftlilliftn- , — \v./ 1 'Xi 1 ; 1 1 il t p nrr.,:ei f' '-- I E . 7" --.' -)i r. 1 I ! g -."447414.4"7//////// `,./11///41111n11111111111111111111111111111111111111//////////- „ 1 = . lr = , OH ir irr rie 4 1 4, I( , (I \:/i ....“ i.._ I, /I I' • - ------_-_—_---------=-.------ - I 7Th,i. ..'--; vr 1, I I , I-- :_It_ T,„_2!„ ', --=, -:-7 _.7-:_ :7-__----"' _ r_ 1 i iii ,', ti li 1 I, i - il--- - - '---f' -,-":-'7 P/-1 , -------- -/ _T--- ---_ '-' /z--- :-=/. -LI-- ---- : ;;;;;-'3, = '--- ;11 . -, - 1 - ,-,,,,, - .".-. -_---- -- I ;,-_----,- ,i „„„-- ,..-:_: _.,;- ,-. _,. ,-,-• .. ,,,,E-,„ -_7_. Alumni . '''".-- •v\ -, /- -- '. ,'=-i --=-k- ' l l 1 / — ------ 't , ,.„, ___._ _ __..,..._:• u,,.,._4r,.....-,i0A ., c_____ ,,-:,-- I--t-— la 1 ,.. __ 7.:_71_ ,' .,1_ / ..,' ,'.1--; ,.' I / / 11 -/vv--4- -%------ ' /% -' ''' .: .' ' / ' • ,. = = ~-igtig12-- :IfriN . I ...-."..."1"•-• i i,' 6, ,,,-.,,_,.., .,,, \,,,, ,, ,,, ,,,- ,,, ,,,,e.:**/'41)--41 ''.--->. ., ._,_._ = ,r,_ _ ' :..t› . , ;•-_-0-- ,ai,/ r,„ ,,,,,,,,- -,4ifirt.r:ki,.. .. \,", ,• , ' ••- - • .• Oito # ,•._-_,-._ ____,-_, ••,,, 1'1 i, ,, .,,• I., i . L'' ' ' ' --4'.- 1*- *. -,:__./ ' -' f,?-.2w74,41 w:-.Af/r .---''-.,--' ."'".'°' - ' -1 • . . ' i 11, ,„S. 4-+ ---;"J:-:„.....-litiiiiiikliV0*..:40,4 /' " '' - - • /.4/1r,-AI •r''r . , ,m,k-z ...„.....„4„,,,,.....„,...„.........„.„...ro„ ,,...._, • ,\, , ,, ,-.2. .I" E '.. \ s \ { 01.• 41ei 4.4f,„x-.7*- 1, \ t . ,/ ..., .,,„„„,„...—,, , L.: ,w , , ky,-/7„„ -- .6,4,.... q il 1 = ' 0 4 t .--, ,: \ \ „ \\:\' • -1---'-'-- .-''':- / ,- '-''' : -A t---. ,:,. , __ VI_ v.V,mellig-2, /e/ • ,- 11', (f • -z-------, I'i,!E ' .- , • .isosizeiro.zyr, 40,.• .41.'4,..1_ _______ ..,/ .,', : ' 'E 1 . I •^ vArapi-7 " * % _,s '',._ ---. ' 1 L,.• -1 4.Ai: ' •: t ' ' \' ' = -c, ..:,i.,,,i , ,c/7?' ,44 .- - 4 . A :',..,„ • -- ---- - .,, , ,-, i,, , • , I. - :.,-: - ,, • ,,,0 - ., TON 0.`/- _._ -,-.-: ''' 1 , , ,, ,., ,• --. --__ .00° 1,......,,,1*. _At._ -_ r,,r ; \ .0,0 -,-..-,,,.,,,,..--:-..,, ,„, -....,,,,,..„,, .-_,•',,,---.. ) -----,„„25 IMF-- t' 1 , , - .“,,roe'' .4,10.11047000 ,1.-----2- ''.... V .h*4--.:1 -' ia ' -.„ g!P ,?; ..., i p., 1 T.-.,' r\ ' V.. ,v., '_'':-:70',41, ...,.$1110,1 .-'a.'.'- 'r %\ .3 • , -\-- 3, ,g'Pi ,i,.... g' _ , 1,2.5 , .-,,-,; ,,..,t - -,-- ,.____, ;„, -„-411-104-0itose.',- -..,- . ', -.. ''' .11 - ea 'fi FA.-- 'N . 1 1. --'. Ailigur---- • .,. ' :-- -, ,,, \.• , i '3' ,31 /A_ '=''_' 1- --4 '''''i ' P,1 '.1 H 1 ii$ 10,7--''‘- '\--s',k. ‘ ' .---5 , ..- -- , ', •. , • ‘ /a -"074,1• ., 1 : 1 i , ..,- z,..-, , /110,4,4' i \\4, ', ', -, 4 - ,,\ -.1a...:%',1",,,'v.,,,=-- • , 11'''''''i ...% \' --,..-1:--__-----,'011,I: , ' I 1 1 / \, 1 .. .:---,_ .z,: a/ -4-al, „ ,,; , -audrinfilis-Q 4 4 r 1 f il \',\" \ , )--, ''fftel'fil 1 f / i '^ t;\ I', ---- I))':1: ,,,,,,,, -,-,7,-----,,,F ,L-•-_ ,,•_7-_, _:- , .Let"' ,. - , 4$ : , _.,,A \--". \.----r" -.7._, ' ''',•_i . -4V''''-V:,r'''',466 iti -- -7- -:: '' I' j ' I '':: 1 I: '.,-. iii Vcr; T--LVI= :, le.4' - - . - . s ' . : ..---- '.• .. ' . ', It_ .:"---V;:el -11--- --- V---: I _-}-1-• 1:"....imrilimiehs,insaiWtmMilinamn-kilierm“ = I 1 : , \ . \II-1 -- ----- ---- .-.'\ \:): —11— ' . . ::. '-2"':n 't1 Vie 1 ::, :Z '' ' i \ tr_I:. 7;1\ 1....v •,--- - rr • %1 .... CT .._ ... ',..... l c VA ....i ' 7-.t.." ' /r i/ ' '.\4' ..f.' _ v.1,1 \-Si --I! . - -< 2 '.., ‘,..\ .? ., i„, i , .___ : n i , 1-7-4,1'il'fi'l: I! ,* 1 ' i‘ AI , I. ' 't ........... \ ...:r. , ; --.1 T:4 _- 00,0 5 1, : / 0 -- FIT71 ,\ a 1 i :.p. :1:51\c-. V \or ‘/V*‘- -- I::' ... .1. _ j '' ,, 141; 1 I I .'''' 1.-41171.' '" 1 "" ' " ..---- -, - i ----,,h_.11,--i ib./....a,;ill 'nu__.,1 / , --P.." - t:r, 'r T..' I ' '( -=-7- f-_-----1- IF ----LE ----. ' %.- — inOr71710 non ( i ---_ , ,: zi, E c, / -.' 7 ;Alto 5 : / ! ,'-- / , . ,,., ' i : - 7 ,' / ° '• 1. • I ct)." 1 1 L I',-, ' `: . I : f r,, -..••••: 1 I , •- I, • ii , •1 . • , • , 1 ,is,,• ,„ • ,, ,- ii 1 , n,,,;gm i Ailtittmtutiitiluguaiimm . ..- Nom i ,. . - , -,i,—,l..i'i'n!_:.._ Ia,•..,s. ,'1 i':lIN--_-------_-----__-___t-- ---, ..._...1..'.•..,, --„---A,.,I,-.:ii1,-—.-.. -- T11., 1 . \ �. �. HYDROLOGIC/HYDRAULIC CALCULATIONS f FOR HOLLYMEAD TOWNCENTER SWM1 Rational Method Comparison May 3, 2004 — LOCATION: Tax Map 36 Parcels 41 D Albemarle County, Virginia PREPARED BY: Rivanna Engineering &Surveying, PLC P.O. Box 7603 Charlottesville, VA 22906 P: 434.984.1599 F: 434.984.8863 INDEX e" Summary: 2 Pre-Development: Flood Hydrographs: 3-11 Combined Hydrographs: 12-14 Post-Development: w Flood Hydrographs: 15-26 Routed Hydrographs: 27-29 Combined Hydrographs: 30-32 Outlet Structures: 33-42 Reservoir: 43 NOTE: Critical Duration Calculations & DA Maps are at the end of this report. Run-off Summary "'D Point of Pre-Dev Pre-Dev Pre-Dev Post - Post-Dev Post-Dev Analysis DA 2-Year 10-Year Dev 2-Year 10-Year DA r 1 B & C 17.36 24.68 Z (Rtd. ) , 1.90 2.53 W,X, & Y nr rU r HOLLYMEAD TOWN CENTER—SWM1 Post-Development Flood Hydrographs fts Name: DA-Z, Rtd. 2yr Type: Reservoir: Modified Puls es [HYDROGRAPH INFORMATION], (Includes flow to 18" DIP to Forest Lakes Pond) Peak Flow (Qp) = 27.46 (cfs) Time to Peak (Tp) = 49.00 (min) Time of Base (Tb) = 1017.00 (min) - Volume = 2.3736 (ac-ft) Time Step = 1.00 (min) Peak Elevation = 521.6227 (ft) Detention Time = NA or [RESERVOIR STRUCTURE INFORMATION] Name = SWM1 - Pond NM Storage Type = User-Defined Area Maximum Storage = 319287.6250 (cu ft) Maximum Discharge = 115.81 (cfs) w [INFLOW HYDROGRAPH INFORMATION] Name = DA-Z, 2yr Peak Flow (Qp) = 40.38 (cfs) Time to Peak (Tp) = 10.00 (min) sir Time of Base (Tb) = 56.00 (min) Volume = 2.5588 (ac-ft) Flow Multiplier = 1.00 MO MN 1rr MIMIrr rr rrr Rivanna Engineering&Surveying,PLC Page 27 ,rr (434)984-1599 rw • HOLLYMEAD TOWN CENTER—SWM1 • Post-Development Flood Hydrographs .r Name: DA-E, Rtd. 1Oyr Type: Reservoir: Modified Puls OW [HYDROGRAPH INFORMATION], (Includes flow to 18" DIP to Forest Lakes Pond) Peak Flow (Qp) = 29.07 (cfs) Time to Peak (Tp) = 42.00 (min) Time of Base (Tb) = 1030.00 (min) YYr Volume = 3.2698 (ac-ft) Time Step = 1.00 (min) Peak Elevation = 522.6186 (ft) Detention Time = NA es [RESERVOIR STRUCTURE INFORMATION] Name = SWM1 - Pond w Storage Type = User-Defined Area Maximum Storage = 319287.6250 (cu ft) Maximum Discharge = 115.81 (cfs) ow [INFLOW HYDROGRAPH INFORMATION] Name = DA-Z, l0yr Peak Flow (Qp) = 69.48 (cfs) Time to Peak (Tp) = 10.00 (min) ow Time of Base (Tb) = 46.10 (min) Volume = 3.4550 (ac-ft) Flow Multiplier = 1.00 r or or or WO OM 400 Rivanna Engineering&Surveying,PLC Page 28 - (434)984-1599 1rr HOLLYMEAD TOWN CENTER—SWM1 Post-Development Flood Hydrographs Name: DA-Z, Rtd. SOOyr Type: Reservoir: Modified Puls `r [HYDROGRAPH INFORMATION], (Includes flow to 18" DIP to Forest Lakes Pond) Peak Flow (Qp) = 32.17 (cfs) Time to Peak (Tp) = 35.00 (min) Time of Base (Tb) = 1050.00 (min) ism Volume = 4.3527 (ac-ft) Time Step = 1.00 (min) Peak Elevation = 523.8849 (ft) Detention Time = NA r• [RESERVOIR STRUCTURE INFORMATION] Name = SWM1 - Pond or Storage Type = User-Defined Area Maximum Storage = 319287.6250 (cu ft) Maximum Discharge = 115.81 (cfs) or [INFLOW HYDROGRAPH INFORMATION] Name = DA-Z, 100yr Peak Flow (Qp) = 120.68 (cfs) Time to Peak (Tp) = 10.00 (min) Time of Base (Tb) = 37.30 (min) Volume = 4.5379 (ac-ft) Flow Multiplier = 1.00 rr or an rr rr rir ur Rivanna Engineering&Surveying,PLC Page 29 INN _ (434)984-1599 MN HOLLYMEAD TOWN CENTER—SWM1 Outlet Structure Report Type : Stand Pipe Name : SWM1 - Outlet Structure me [RATING CURVE LIMIT] Minimum Elevation = 511.0000 (ft) Maximum Elevation = 527.5000 (ft) Elevation Increment = 0.2500 (ft) me [STAND PIPE INFORMATION] me [ORIFICE INFORMATION] Diameter = 4.00 (ft) Crest Length = 12.57 (ft) Effective Crest Length = 8.57 (ft) ■r Orifice Coefficient = 0.60 Fractional Open Area = 0.83 [ORIFICE EQUATION] esQ = Co*A((2gh)/k)^0.5 [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) e. [WEIR INFORMATION] Crest Elevation = 525.5000 (ft) Weir Coefficient = 3.33 Exponential = 1.50 [WEIR EQUATION] Q = Cw * L * H^exp e• " [DEFINITIONS] Cw = Weir Coefficient H = Headwater depth above inlet control section invert ft we L = Crest lenght ft er re er +e� em w Rivanna Engineering&Surveying,PLC Page 33 ,,,, (434)984-1599 1" HOLLYMEAD TOWN CENTER—SWM1 Outlet Structure Report r, . [OPTIONAL WEIR INFORMATION] ✓ Type : Rectangular Weir Suppressed [WEIR INFORMATION] Crest Length = 4.00 (ft) re Crest Elevation = 523.7500 (ft) Weir Coefficient = 3.33 Exponential = 1.50 or [RECTANGULAR SUPRESSED EQUATION] Q = Cw * L * H^exp [DEFINITIONS] rr Cw = Weir Coefficient H = Headwater depth above inlet control section invert L = Crest lenght dim o r tor r,r " rr W O MO OW WO Rivanna Engineering&Surveying,PLC Page 34 rim (434)984-1599 ✓r HOLLYMEAD TOWN CENTER—SWM1 Outlet Structure Report MSM [OPTIONAL ORIFICE INFORMATION] on Type : Circular Orifice [OPTIONAL ORIFICE INFORMATION] Diameter = 0.67 (ft) rrNI Invert Elevation = 520.0000 (ft) Orifice Coefficient = 0.60 Number of Openings = 1 [ORIFICE EQUATION] Q = Co*A((2gh)/k)^0.5 [DEFINITIONS] Co = Orifice Coefficient Mr A = Wetted Area, (cfs) k = 1 Mr NIM, NIM NIM NO Mr SO MINI Rivanna Engineering&Surveying,PLC Page 35 ,NI, (434)984-1599 HOLLYMEAD TOWN CENTER—SWM1 Outlet Structure Report [CULVERT INFORMATION] Type : Circular Concrete - Square Edge with Headwall [OUTLET STRUCTURE INFORMATION] Diameter = 36.00 (in) Invert Elevation = 519.0000 (ft) we Pipe Length = 180.00 (ft) Slope = 0.01 Manning's n Value = 0.01 Orifice Coefficient = 0.60 r Tailwater Elevation = 520.5000 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] r H/Diam = Hc/Diam+K*(Q/(A*Diam^0.5))^M-0.5*S Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 42.85 ✓ [SUBMERGED EQUATION] H/Diam = c*(Q/(A*Diam^0.5) )^2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 ✓ iQ Minimum = 48.97 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) ✓ Diam = Interior height of culvert barrel, (ft) Hc = Specific head at critical depth (dc+Vc^2/2g), (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) r S = Culvert barrel slope, (ft/ft) r SO MINI NMI Yr Rivanna Engineering&Surveying,PLC Page 36 (434)984-1599 ✓ IN HOLLYMEAD TOWN CENTER-SWM1 Outlet Structure Report [STAND PIPE STAGE VS. DISCHARGE] Elevation Stage Weirs Orifices Stand Pipe Culvert Total - (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 520.0000 9.0000 0.00 0.00 0.00 5.57 0.00 520.2500 9.2500 0.00 0.20 0.00 8.37 0.20 me520.5000 9.5000 0.00 0.68 0.00 11.63 0.68 520.7500 9.7500 0.00 1.08 0.00 15.23 1.08 521.0000 10.0000 0.00 1.37 0.00 19.00 1.37 521.2500 10.2500 0.00 1.61 0.00 22.93 1.61 521.5000 10.5000 0.00 1.81 0.00 27.03 1.81 ow 521.7500 10.7500 0.00 2.00 0.00 31.13 2.00 522.0000 11.0000 0.00 2.17 0.00 35.15 2.17 522.2500 11.2500 0.00 2.33 0.00 39.25 2.33 522.5000 11.5000 0.00 2.47 0.00 42.85 2.47 woe 522.7500 11.7500 0.00 2.61 0.00 46.95 2.61 523.0000 12.0000 0.00 2.74 0.00 50.08 2.74 523.2500 12.2500 0.00 2.87 0.00 52.61 2.87 523.5000 12.5000 0.00 2.99 0.00 54.95 2.99 ow 523.7500 12.7500 0.00 3.11 0.00 57.19 3.11 524.0000 13.0000 1.67 3.22 0.00 59.36 4.88 524.2500 13.2500 4.71 3.32 0.00 61.47 8.03 524.5000 13.5000 8.65 3.43 0.00 63.51 12.08 ow 524.7500 13.7500 13.32 3.53 0.00 65.47 16.85 525.0000 14.0000 18.62 3.63 0.00 67.41 22.24 525.2500 14.2500 24.47 3.73 0.00 69.33 28.20 525.5000 14.5000 30.84 3.82 0.00 71.22 34.66 o w _ 525.7500 14.7500 37.67 3.91 3.57 73.06 45.15 526.0000 15.0000 44.95 4.00 10.09 74.86 59.04 526.2500 15.2500 52.65 4.09 18.53 76.63 75.27 526.5000 15.5000 60.74 4.17 28.53 78.35 78.35 ow 526.7500 15.7500 69.21 4.26 39.87 80.05 80.05 527.0000 16.0000 78.04 4.34 50.96 81.71 81.71 527.2500 16.2500 87.22 4.42 59.95 83.35 83.35 527.5000 16.5000 96.73 4.50 68.95 84.96 84.96 dw ow O W OW WO AU WO Rivanna Engineering&Surveying,PLC Page 37 (434)984-1599 No or HOLLYMEAD TOWN CENTER—SWM1 Outlet Structure Report rr OUTLET STRUCTURE REPORT err Type : Stand Pipe Name : SWM1 - Forest Lakes Pipe [RATING CURVE LIMIT] me Minimum Elevation = 511.0000 (ft) Maximum Elevation = 528.0000 (ft) Elevation Increment = 0.2500 (ft) [STAND PIPE INFORMATION] NMI [ORIFICE INFORMATION] Diameter = 1.30 (ft) um Crest Length = 4.08 (ft) Effective Crest Length = 1.08 (ft) Orifice Coefficient = 0.60 Fractional Open Area = 1.00 me [ORIFICE EQUATION] Q = Co*A((2gh)/k)^0.5 es [DEFINITIONS] Co = Orifice Coefficient A = Wetted Area, (sq ft) [WEIR INFORMATION] Crest Elevation = 524.6000 (ft) Weir Coefficient = 3.33 Exponential = 1.50 or [WEIR EQUATION] Q = Cw * L * H^exp [DEFINITIONS] Cw = Weir Coefficient H = Headwater depth above inlet control section invert ft L = Crest lenght ft ere 10. la rr rr Rivanna Engineering&Surveying,PLC Page 38 w„ (434)984-1599 rr WIN HOLLYMEAD TOWN CENTER-SWM1 Outlet Structure Report [OPTIONAL WEIR INFORMATION] Type : Rectangular Weir Suppressed rir [WEIR INFORMATION] Crest Length = 3.00 (ft) Crest Elevation = 520.0000 (ft) orWeir Coefficient = 3.33 Exponential = 1.50 [RECTANGULAR SUPRESSED EQUATION] Q = Cw * L * H^exp [DEFINITIONS] Cw = Weir Coefficient H = Headwater depth above inlet control section invert rr L = Crest lenght int rrM us rr rrr Rivanna Engineering&Surveying,PLC Page 39 r. ' (434)984-1599 HOLLYMEAD TOWN CENTER—SWM1 Outlet Structure Report [OPTIONAL ORIFICE INFORMATION] Type : Rectangular Orifice ist [OPTIONAL ORIFICE INFORMATION] Height = 1.50 (ft) Width = 1.50 (ft) err Invert Elevation = 520.0000 (ft) Orifice Coefficient = 0.60 Number of Openings = 1 dui [ORIFICE EQUATION] Q = Co*A( (2gh)/k)^0.5 [DEFINITIONS] Co = Orifice Coefficient or A = Wetted Area, (cfs) k = 1 es irr MN irr Rivanna Engineering&Surveying,PLC Page 40 r ' (434)984-1599 r■ HOLLYMEAD TOWN CENTER—SWMI Outlet Structure Report [CULVERT INFORMATION] Type : Circular Concrete - Square Edge with Headwall rw [OUTLET STRUCTURE INFORMATION] Diameter = 18.00 (in) Invert Elevation = 511.5900 (ft) ,or Pipe Length = 130.00 (ft) Slope = 0.03 Manning's n Value = 0.01 Orifice Coefficient = 0.60 Tailwater Elevation = 507.9700 (ft) Number of Barrels = 1 [UNSUBMERGED EQUATION] H/Diam = Hc/Diam+K*(Q/(A*Diam^0.5) )^M-0.5*S ow Coefficient K = 0.01 Coefficient M = 2.00 Q Maximum = 7.58 our [SUBMERGED EQUATION] H/Diam = c*(Q/(A*Diam^0.5))^2+Y-0.5*S Coefficient c = 0.04 Coefficient Y = 0.67 Q Minimum = 8.66 [DEFINITIONS] H = Headwater depth above inlet control section invert, (ft) +a Diam = Interior height of culvert barrel, (ft) Hc = Specific head at critical depth (dc+Vc^2/2g), (ft) Q = Discharge, (cfs) A = Full cross sectional area of culvert barrel, (sq ft) pro S = Culvert barrel slope, (ft/ft) MIN OK wr • OW ■r Rivanna Engineering&Surveying,PLC Page 41 ,r ' (434)984-1599 ow HOLLYMEAD TOWN CENTER-SWM1 Outlet Structure Report la [STAND PIPE STAGE VS. DISCHARGE] Elevation Stage Weirs Orifices Stand Pipe Culvert Total as (ft) (ft) (cfs) (cfs) (cfs) (cfs) (cfs) 520.0000 9.0000 0.00 0.00 0.00 23.90 0.00 520.2500 9.2500 1.25 0.64 0.00 24.16 1.89 mil 520.5000 9.5000 3.53 1.80 0.00 24.42 5.34 520.7500 9.7500 6.49 3.32 0.00 24.68 9.80 521.0000 10.0000 9.99 5.10 0.00 24.94 15.09 521.2500 10.2500 13.96 7.13 0.00 25.19 21.10 imm 521.5000 10.5000 18.35 9.38 0.00 25.44 25.44 521.6200* 10.6200 20.64 10.08 0.00 25.56 25.56 521.7500 10.7500 23.13 10.83 0.00 25.69 25.69 522.0000 11.0000 28.26 12.11 0.00 25.94 25.94 522.2500 11.2500 33.72 13.26 0.00 26.18 26.18 so 522.5000 11.5000 39.49 14.33 0.00 26.42 26.42 522.6200** 11.6200 42.40 14.80 0.00 26.54 26.54 522.7500 11.7500 45.56 15.31 0.00 26.66 26.66 523.0000 12.0000 51.91 16.24 0.00 26.90 26.90 ow 523.2500 12.2500 58.53 17.12 0.00 27.14 27.14 523.5000 12.5000 65.41 17.96 0.00 27.37 27.37 523.7500 12.7500 72.55 18.76 0.00 27.60 27.60 523.8800*** 12.8800 76.38 19.16 0.00 27.72 27.72 am 524.0000 13.0000 79.92 19.52 0.00 27.83 27.83 524.2500 13.2500 87.53 20.26 0.00 28.06 28.06 524.5000 13.5000 95.36 20.97 0.00 28.28 28.28 524.7500 13.7500 103.42 21.66 0.21 28.51 28.51 +ir 525.0000 14.0000 111.69 22.33 0.91 28.73 28.73 525.2500 14.2500 120.17 22.97 1.89 28.95 28.95 525.5000 14.5000 128.86 23.60 3.08 29.17 29.17 525.7500 14.7500 137.74 24.22 4.45 29.39 29.39 - 526.0000 15.0000 146.82 24.81 5.98 29.60 29.60 526.2500 15.2500 156.09 25.40 7.15 29.82 29.82 526.5000 15.5000 165.55 25.97 8.30 30.03 30.03 526.7500 15.7500 175.19 26.53 9.37 30.24 30.24 rr 527.0000 16.0000 185.02 27.07 9.90 30.45 30.45 527.2500 16.2500 195.02 27.61 10.40 30.66 30.66 527.5000 16.5000 205.19 28.14 10.88 30.86 30.86 527.7500 16.7500 215.54 28.65 11.34 31.07 31.07 mil 528.0000 17.0000 226.05 29.16 11.78 31.27 31.27 * Water Surface elevation obtained during 2yr storm event. ** Water Surface elevation obtained during l0yr storm event. w *** Water Surface elevation obtained during 100yr storm event. OM OK O0 OW Rivanna Engineering&Surveying,PLC Page 42 or - (434)984-1599 No HOLLYMEAD TOWN CENTER-SWM1 Outlet Structure Report r. Name: SWM1 - Pond [RATING CURVE LIMIT] imm Minimum Elevation = 511.0000 (ft) Maximum Elevation = 527.5000 (ft) Elevation Increment = 0.5000 (ft) [STAGE STORAGE INFORMATION] mei Storage Method: User-Defined Storage Input Method: Area N M Number Elevation Area Ave Area Volume Cumulative Volume (ft) (sq ft) (sq ft) (cu ft) (cu ft) 1 519.9000 0.0000 0.0000 0.0000 0.0000 Sm 2 520.0000 32269.0000 16134.5000 1613.4500 1613.4500 3 522.0000 37079.0000 34674.0000 69348.0000 70961.4500 4 524.0000 42135.0000 39607.0000 79214.0000 150175.4500 5 525.0000 44748.0000 43441.5000 43441.5000 193616.9500 MS 6 526.0000 47094.5000 45921.2500 45921.2500 239538.2000 7 527.5000 50633.0000 48863.7500 73295.6250 312833.8250 [DISCHARGE INFORMATION] O W Structure Number: 1 Type: Name: SWM1 - Outlet Structure me Structure Number: 2 Type: Name: SWM1 - Forest Lakes Pipe w [RESERVOIR STAGE STORAGE/DISCHARGE] Elevation Stage Area Storage Discharge (ft) (ft) (sq ft) (cu ft) (cfs) as 519.5000 8.5000 0.0000 0.0000 0.00 520.0000 9.0000 32269.0000 8067.2500 0.00 520.5000 9.5000 33471.5000 24502.3750 6.01 521.0000 10.0000 34674.0000 41538.7500 16.47 ~ 521.5000 10.5000 35876.5000 59176.3750 27.26 522.0000 11.0000 37079.0000 77415.2500 28.11 522.5000 11.5000 38343.0000 96270.7500 28.90 523.0000 12.0000 39607.0000 115758.2500 29.64 ma 523.5000 12.5000 40871.0000 135877.7500 30.36 524.0000 13.0000 42135.0000 156629.2500 32.71 524.5000 13.5000 43441.5000 178023.3750 40.36 525.0000 14.0000 44748.0000 200070.7500 50.97 Ss 525.5000 14.5000 45921.2500 222738.0625 63.82 526.0000 15.0000 47094.5000 245992.0000 88.64 526.5000 15.5000 48274.0000 269834.1250 108.37 527.0000 16.0000 49453.5000 294266.0000 112.15 - 527.5000 16.5000 50633.0000 319287.6250 115.81 Maximum Storage = 319287.6250 (cu ft) Maximum Discharge = 115.81 (cfs) am tie Rivanna Engineering&Surveying,PLC - (434)984-1599 Page 43 ow Kimley>>>Horn APPENDIX D r STORM SEWER CALCULATIONS MS NO itIll MN IMO IMO Design Report November 21, 2017 KHA Project#: 113064001 INN E0 8 8 8 8 8 '4 .-Nm a a 8A I' n g m a I' "1 2 2 Ow enl F, E Lum i L L i L i ui L i ui to td to to tc La td L i ui in L i to to to to n n n Fc 3—E IN 0 n e1 u1 n ill 0 01 LI) CA 01 a 01 O N CO N a '•1 tO .-1 Cl a e-1 . C Ill N m N a t0 N O O O O e1 O M e1 e1 u1 O e1 N m 1 ee1 .-1 •E 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 n lD LID a N e n e1 O 0 n N e1 O ✓ LD n N 4.0 M w a tp Vl Cr CO M O N 01 01 m 01 CO Cr O t0 N n MI O w .-1 m ti Ol N a O e1 O C .-V ,i O a• d•. •• 11.1• m e1 n .1 N m • 4/4 N e1 e1 e1 .1 N e1 e1 e1 .1 e1 N > eOm a m m e-1 N een a s Ln en a � m a a e1 c') N inN ti00 W 0 n g w 0 .3 o w Ol N b 40 ul n n 0n 1a11 M cc.' N o a a IN CO r,..‘1' s N t0 N mi N 0 e1 .N1 em1 C- - .m1 N en-1 " e1 e1 " a N M N N a cd3 N C w w w m w w V:1' N1uN VN N Nww C w w1 wN LC-el w Na a N a e eeeeeo eeeeeee ee oe 0eeee 2 .22 `.; 228 ,22 .7-72R88 ,22 0 0 22 ,S2 Q e ' w n N ,, en 0 a lA 0 e1 a a a n a a N N N .1 .4 ti m w m a m 0 I ON U- l0 c 0 m a 0 0 w a 01 a N a e1 40 01 N N a0 a ,..„1V w z a ,y ,, a 01 00 N IN LO Cl u1 tO m a - N a e1 N e1 01 a J .0 N c e1 u1 M .1 CO to 0 e1 e1 0 M e1 N 00 c1 n CO w N a m a Al a Z 0 w O a LA N CO e1 ut N ul t0 40 01 m u1 t0 01 01 .-1 O CO n N 01 US ° y .X N a w N t0 m w ul a t0 m O N a M N O 01 W t0 n n t0 lei Q O u01 1011 00 V 411 w1 1101 4101 1wf troll 1LA 11(1 1n11 10A LA LAA LA LA 1 01 05 01 0111 N LO N N LOU Vml LA > W W O yy C 01 a e1 n N ut '2 O g a g C ul 4 n N a 8 2 W O Ont 8 n N W CN ul a 01 t0 t0 N w N N t0 M n N a M N m 01 w Lei mai 0 > dp• n10 t0 CO 01 01 01 CO w w N N 40 01 01 01 O1 w n n 40 Led m MN Kp u1 0u1 N N 0 ut 00 u1 N ul ul 1A ul N ul u1 ul ul Lnul ut u1 u1 0 , 0) QZ G N w Nm N O Nn N eN O O N O ul O N m M 0 ro1 w N e O 01 m. 0 O e1 N N 0 0 N a 40 N N N CO 0 0 0 0 0 e1 ei 0 ,1 e1 3 00 ON `nE m rn o n z o C a o t0 lki C L n 01 e1 n n e1 . 10 en N 01 N m n n N 40 O ad 40 .-1 N N a (0 N_ m "C t0 0 N a a tO tM N N N e1 LO m Le) a M N N .1 O Ol Ol .>- m t0 .0 0) O Q C 40 t0 t0 0 t0 40 LO t0 t0 LD t0 40 40 40 40 LD 0 t0 ID 4.0 t0 t0 u1 ut (n e- N Q O C 111111 ii ii LLI .L_ c f V F C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a•o o c c r O o 0 0 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 o O E ui vi o tri ui ui ui in o Lei o tri ui tri ui ui o o 00 o 0 0 0 0 c 0 J c Z 2 ON E m ul O a r♦ m w 0 N N N Ill w n n n w w N N m ul Y O w M M O Q ma O T NN N n el 6 n 0 00 0 N m 0 2 ml 0l1 0 0 0 0 0 0 0 0 0 .-I N N .1 0 0 0 0 0 0 0 e1 N .-1 e1 Q V m N 0 a n t0 0 .1 1 1.0en 0 . O 1A 03 0 0 0 0 0 0. 0 illi 0) Ol 28 'i:188428288882 e1 0 0 0 0 0 0 0 0 EO 6 0 0 0 N 0 0 0 0 0 •- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 rr z LL W O V m O Q 01 T O n Q m a a e1 t0 LO Q Q O Q Q Q Q Q W U w N Z n LD m 01 n n Z m tp t0 n tD tO Z Z MA j 0 0 z 0 0 0 O O Z O z O 0 0 0 0 z z O z z z z z Q. W O {.J fW L C Q• g y e w Q a N 0 a m a m a u 0 n a M m 0 0 Q QO a C 0 Z o 000oZoZdo00ozz0zzzZzQtooo Mil 2 7 f. 0 c Z •� a X X co m n ut a m N e1 x X x . ..1 .N1 .m1 x x x z x X O op GJ o 0, 0 E N jL� N 0 ._ f I- EE I.. Q ? N e1 e-1 O w n Lr' a M N M a 0 H N M V1 tp n w O1 I- .- O „ 0 X X X i1 X Xcr' e1 N N N X X X X X X a MIS 45 OM Kimley>>>Horn APPENDIX E HYDRAULIC GRADE LINE CALCULATIONS Design Report November 21, 2017 KHA Project#: 113064001 rriii lit a LD m m O m Lo ul N tD N O1 M ^ N O LA LA a COO O lD J > .9 IN N O M O1 N LO ^ N a a N O V7 O O1 t0 1l1 M M a Co t!1 W J rsi a M I!1 LA tO N N N Ol Ol O N Io O1 O1 N N O O O1 0o O1 01 O .-1 W Val Co m Co ul N Co Vl Co Co Co Co LA Co Co Co Co LA ul Co Co LA V1 Co Co m H a CJ tD Ol O Oo Co o m 0o N o a O1 N Co Co N Co 1.6 1 LWA 0 CO m LO CO O 0 N O Oo m V1 CO O a V LD 01a- H O1 co V1 z N CM Md uH LH tI.0 ^ ^ IT Mo 2 D v 'A 2 8' gr• .' oO Ol M v v m LD Co Co m Co Co Co m Co Co Co Co Co Co LA Co Li-1000000 I JCoV1 O1 00 ^ ^ M CoN cocoN N CO M a M CON a N a O a a co m v1 Co CO a I. Vl a N H 0 Co N .-1 Co a N Co 0 N Al Z N. LL O O N N O O H H 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 S Co N O1 M a a N. Co N 0, 0 VI H ^ 00 N Co u1 O ^ m Co Vl IA CO Co IA a to M M ul ^ N N H 0 0 0 o o 0 .1 .1 0 0 H M C o o O o 0 0 0 o O O O o 0 0 0 0 0 0 0 0 0 0 0 SW --I 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 to Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z S 00 N O1m a a N kr, I. LA 0 Co H N. CO N Co ul O ^ Co 00 Co m N- m ul a uo M m LA N N N H 0 0 0 .-1 .-1 0 H H 0 0 o M Co• O O O o 0 0 0 o O O o 0 0 0 0 0 0 0 O o 0 0 0 — u ,10 00 0 0 0 0 0 0 0 0 0 0 w w w w w O w O 0 w w w O w Ln o S.' z z z z z z z > z >- > y z y z z > a } z > _ Coao ^ 0o Co a a ^ Co ^ O1 Co a Co Co CO Co Co Co ^ ul N CO ^ Co Co a LT) Co m Co Co N - 0 0 0 0 .-1 O O H o 0 0 Co N NM r- o 0 0 0 ad 0 0 0 0 0 0 0 0 a a a 0 0 0 0 0 0 N. 00 0 M O1 0 00 N N lD H H 0 0 O1 N N N O O O CO tO _ C.'CH H H N O 0 H N O 0 0 0 0 0 0 0 0 0 0 0 0 0 o O O O o 0 0 0 0 o O o 0 0 0 0 0 0 0 0 0 0 0 0 N WIN 0 C V 0r. O ti W N o Co Opo mm0 0 Coo Opl pa 0 0 CC Co0 a 0 0 0 0 u0o 001 z 4 _o = O •`,1 W HN H H H M ^ O O o o O 0 N N a 0 N o 0 WvoOOo00oOOOo00000oOOo000 n (,) OD m N u1 H o o 00 O1 H H N 0 0 m Lo LA H 0 0 0 ulN MI .-- N N N M M O l0 M H H 0 0 0 0 H 0 0 o H 0 0 o N 0 O O o O p 0 o O O o O O O O 0 O O O o o O o > N N1 Co Co Co mH N ^a Co Co a H NH o 0 O• N M O1 a VN O NCa di "' OW CoaLa NO .a ^ a a a a u1 .-i .-i .i .-i a a ul N NIB Ps; Co O CO ^ .-I a Co Co N. Co Co 88 ,522 ,11 ?,-928 :11 °,°pp H m O O, CO 0 O m Co N 00 W ^ a N N Co Co Co ^ Co 0 O OT O 00 l0 Lo 0l O H ^ • Z- a O uo a s lD LD a M N a H C O N N .-i N ni .-i a M m p Q O ..� N 10 O N u1 Ol o u) N 0 0 0 Ol H Co M N O O Co N • a O l0 t0 o N ^ N .1 0 0 CO LO O LO V1 m 0 co l0 NM In o O .-~. N „N„I OH 00 ^ ^ ^ 6 4 N d O o 0 .-i O O d d p 0 H O 0 Co .-1 m o N a M I. N M O1 N. N H Lo LA to oar a m N N M N O = Ol Co o N .-I H H .1 o H O O O o 0 0 0 0 0 0 0 0 0 0 p0 O O — 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O a O co y COow Tm � d t0 > W 01. 000 CI N Oai n lC0 ^O W COH .ai <, LLD N 0- 0- HO .M1 .ai m ch N O N O CoN Q • 0 Co Co o Co Co LO Co a a N H Co Co Co Co Co Co N N Co Co V ik O Co N lb a1 to M M ^ a u) M 00 N O H to N to M N ^ a l0 N C CO u1 = N .-1 N co O M kr, o N N 0 0 0 0 0 m .-1 0 0 0 0 V • O — O p Co N O 0d. H 0 0 O O 0 0 0 0 0 0 0 0 0 0 0 0 0 IIIIIII a a d Co 0o m Vo Lo 1, 010 Ol N CO to Co 0 M m Ln ^ ^ Co tD a Co 0 oCo o0001882010748' 808080888080880880888G881 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o H 00 ^' IA Co a N a Co a 00 M Co c__63, ^ Co Co `~ lA Co Co ^ Co a 0 . a O1 N N m 0o LO ^ N m Ol ti a c Fr, a N N a m LO ,a.1 a Car to a Co H LA Co O N Vo Cl .i m N O N Co Ol H M M N o m tO O M d V Ol O HN a Ol O t0 O N N N H 0 Co CO LD LO O Vl m H 00 o H H N O 00 ^ ^ ^ a N 0 N H H 0 0 ,--i o 0 0 0 N H HN H t0 Io OM am N O m N a W H0 W OHO Co 1H lH N Co co H1 Lr-1° W O °° Co CO CO W 'CLIC' C ca C Z i' a Al a M ^ H Co O a H O CO H H a N H H O a H CO LA 0 O Co W J 11.1 N N 0 al 0 H CO LD M M LA H M CO Ill N M LA M N 0 Ol O H O N o N _ I� CD 00 Oo Io N a I. Io LD O1 a LD kr; 10 01 p H M a a 01 t0 0 0 LLA LLA Co Co LAA Co Co Co Co Co LAo uml Co CO LA Co LAo Oull V; Co uCA CA ml LA u 70 r a M CO M H a co O 01 <0 O1 Co o tO H ^ O a Al ^ 01 N 00 U kr. , J N LA 0 CO M tO CC Co o N 0 01 M M 0 LO a a LO O1 V H Co OO C H 0 C 7 3 ^ C1i C] .1 Co ri N Lp la CO 00 M V W .-1 n 0 0 .-1 M V .-1 O1 M M M u) LO LO IA ^ 10 M CO CO 01 M LO LO ^ Co Ol Ol 01 Vl to ^� J 40 M Co Co Co M LA Co LAto Co u1 Co Co Co V) u) LA Co M Co Co Co Co W -13 + a M a M ^ Co M O H H O 00 H H a N Co H O a H M V1 ikie CO ps O O CO z> D r-: N Co O1 N o u1 Lo Di Co W Lo to N m o .-1 M4 v m lD V 0 C E U' M O co m a M 4 t0 ^ ^ ^ Co Co Co O1 01 LD ^ CO O1 01 01 01 LA M LA Co Co u1 LA Co M Co Co Co Co M ul LA Co Co Co LA Co Co M Co J ~ c '6 O m Y :=1HO Co CO ^ a m ,y N m a ul ^ 0o O LO Vo M N H o Ol .H-I H Q Q Z x Co H Co Co x x sial I > ir/ +r. Kimley>>>Horn NM APPENDIX F NMI WATER QUALITY CALCULATIONS WM OM Design Report November 21, 2017 KHA Project#: 113064001 OMB N MI MO N W1 S OS I o I- 0 0 0 0 I 0 " .-I ' o I am j 1 m1 r _ 0 0 0 0 .4 0 0 0 0 j p 0 O O .--I .-i 11N o r j a L I m C I a `o N j E MI o N 0 0 00 I CC 0 0 0 w D o C 1 � M m _0 1 - c 2 j 5 > N 01 0000 y o 0 o I s v j N S to E I `o. N y I c m '0 0 0 0 1 as E m O O N Uo 1 w o 1 E :n. ao 1 ao `° 00 it d ( . 000N '^m ,-1 n 0 n W O O O 0 j - N O O N N Q K .-I O .moi I y N Z — of I v 1 — I o 0 — Ile . N J T >. d oa a a c .. 1 v I z -11 1-1: 7 h m CO Z ccal 'V L L C 111111 m e v E w E Q a E I ¢ a u > c E d c c a N .d, O c E O C o of V 0 l+ i E «« '� i 'a I Cal j 4 y V y C 9 u 3 '9 'a p N I co > ° c oU °E v > m mm o. aI C c -. or mE r c a al v ' c E c ° c c 1 ivi o H E c o u s' I- I- .� .E v j u °1 a m a :: d 3 -I ;; 3 is 3 E E c 0 in _ 71 2 2 E in Vs r H h F in 1- 1- F9 z 42 z II I cc Mill r ON MI — aar rw r - 0 1- O N ^ O O o a d L A 0 NI Ifl° CO OO O N 0 In In O O 5 a `o NW t Jel w m N o 0 0 E cc O O O co o 0 m 0 m � 111110 , 2 �5 > •W N O O O y U O O O L an 13 NMI a F. N a, u • '0 o INn D; 1 O. m 0 0 '-I N. E I O V 1 aa) I E 5▪ 2-, aI am u •N o 0 o n W °�' CO 0 CD m CO n 0 0 0 NJ N. N j > N Q O O O O N m N N O O m N 0 ti I 0 ON Z — N 0 J 0 13 10 NMI L N J A > v o a a a m 1 0 ii w d v x v L w E_ C >r > > e' o d °' c I 7 H m •a Z 0 a u V u y ' '0 CO z E ° a ON II E ^ > ^ C E N C C G 0 I cc a E '�, O O o O K ° 4 o d 11 ^ a u c w o CO • m 0 =p 0 J �. a y. C a+ NIP c E o v n o > ° > If -a m .a t m m Cl. E .0q re m E c = ° ° ° fn 3 a a) VM E E o- w a. V. a s w B FII° FF ° .O in 7 I° 2 in n F F 1- N 1- K n z C 1 so NO MI .r MI WI MI OS N 0 N 1� co N O O O V/ VI O O O F O O ..... N F O O Mr Ta d = o o p Q O O o O Q O O p • O O O C G O O o p L_ m C � r 0 0 0 0 0 O 0 0 Q E o x 0 0 0 0 O O E CC O o d d oO o o co 0 c, m NO Ec P' 4 0 0 0 0 4 0 0 O 0 0 0 0 0 0 0 Si Q 0 0 0 o Q o 0 O 0 d d o O O d MN a0 N rn CO x 0 0 MI Q o Ln in o Q o 0 6 O o .-i N 6 O o IIIMP E E 3 N ei V C R co ON E u E \ a 7 ^ ` m O .O _ N ` Uz. 01 V .A. el yu,^ f0 V 'D `1 i Q tt, ` V U a c 7 U "p a 'p V iiii el G F 7 A e/ W K C V o0 2 a 0 �0 N s D LL O az am file ism ✓r r W E a T, 8 v a+ O a E c a N QO W W 1.- bo CC O •c E ' w a z =- a I- •0 m o 'o I. ~ N ^ 5a c ac c o a 1- N M v N • a $ a L Ing O N n CO �"' u O VI 11/1 O •O •- OM p F O O '-I N y 15 Ea o ,O•, c m m "a- a. -. E. MI U E E V E d O O O O 9 d d EE �n 0 0 0 G a+ u N 0 0 3 a u o F a cc m MO c E x •0 0 0 8 w d o 0 o F O. p — m tn a O w N vo VN1 V^1 2 u CO , 111111f11 E o - 0 4 t 3 N F OM O O O O C) y 1- 0 O O 0 4 0 0 0 8� v O O O O C i U — d 4 ^ e c CVu .E E v >m d CO Cf▪ 22 L V E u R d LcC 7 u •d OO H ` - WQ V 8. U O •0 to ✓ E "` , 3 0m z z Q Lne0 m MO v m aen i a a `t J J c Wa E = a z A 2 v1 1- 1- ^ 1- ^ . m a `oma 2 E m o 0 o a o a 01111 111 ND r - NO WI — e w 1 d 0 0 0 0 0 0 I a0 0 O O O 0 0 O 0 0 0 N O o O O O O I c or 1 0 1 0 d I 1 12 L Q 2 I IV 0 0 O 0 O O O 0 O O o O o O O O O NO oC V L I 0 0) C 2 I u a E • O Q o 0 0 0 0 o EE 0 I 0 0 0 0 0 0 0 0 0 0 0 0 O O o o O O y oI m IX 1 0 m OM c m �_ Eto 58 i 101 0 Q 0 0 0 0 0 0 0o v 0 0 0 0 0 0 0 0 0 0 0 I y ri A o 0 0 0 0 0 >"I illio 0 1 ¢ I EQcu V Q ti 0, 00 00 N N MN !N O)m 00 O .-4l ' i 1 .- .-f W OJ N W C I N C I E d C 9 d i ° u 3 3 3 3 ; 3 it t • co m - o - - - 1 g3 ,- > 0 C m C - m- . w m 1 ?' cc ; 3 zv ; 3 u ; 3 5 1 O M , c OM iw o ro u O 'O o !,3A 0 0 v ▪ `▪ m Z a ' ' ' o (1111 IC > 1-1 'm z IO y I m Ire F ✓ Kimley>>>Horn APPENDIX G WATER CALCULATIONS Design Report November 21, 2017 KHA Project#: 113064001 FIRE FLOW ESTIMATE FORM ISO(Insurance Service Office)Method of Calculating Needed Fire Flow NFF(Needed Fire Flow) ENGINEER: Brain Brewer,P.E. DATE: 11/18/2016 PROJECT NAME: Staybridge Suites-Timberwood Boulevard CALC.BY: KEC TYPE OF CONSTRUCTION: NONCOMBUSTIBLE C-3 Class of Construction Coefficient=F: 0.8 W GROUND FLOOR AREA: 18,900 4 OF STORIES 4 Total Floor Area=Ai(effective area) 75,599 FIRE AREA CONSIDERED Construction Factor C;=18(F)(A;)°.5 C;: 4,000 (ROUNDED TO NEAREST 250 GPM) aro TYPE OF OCCUPANCY: COMBUSTIBLE C-3 (Worst Case)Occupancy Factor=0;: 1 rrr EXPOSURE(X)AND COMMUNICATION(P): XI+PI= 0.00 X4+P4= X2+P2= X5+P5= r X3+P3= X6+P6= (X+P)I =1.0+E(X;+P;)= (Max.X+P)i=1.75) 1.00 (n=NUMBER OF SIDES OF SUBJECT BUILDING) NEEDED FIRE FLOW NFF=(C1)(Of)(X+P)I NFF= 4,000 Automatic Sprinklers: YES Reduction Factor: 50% %X NFF= - 2000 TOTAL: 2,000 Required Fire Flow-Rounded: 2,000 gpm Fire Hydrants Required*: 2 I CERTIFY THAT THE ABOVE INFORMATION IS TRUE AND CORRECT rrr SIGNATURE: P.E. *COMMERCIAL AREA REQUIRES 350 FT.MAXIMUM HOSE LAY References: NFF calculation procedure described in A.W.W.A.M-31,LS.O.'s 1980 Commercial Fire Rating Schedule and I.S.O.'s 1980 Fire Suppression Rating Schedule. .9/94 Form F-9 Ws arleCm� Date of Report � � Hydrant Flow Service V 5/31/2016 160 f. 1e.VA 2292911 f334)977-1511 Test Report Location Target in Hollymead Date and Time of Test 5/31/2016 10:20:00 AM - Minutes of Flow 2 Pipe Size(Inches) 8 Pressure Hydrant 12072 Static Pressure(psi) 102 Residual Pressure (psi) 70 - Flow Hydrant#1 12073 Pitot Pressure#1(psi) 54 Test Flow 1 1027 Flow Hydrant#2 12223 Pitot Pressure#2(psi) 50 Test Flow 2 988 Flow Hydrant#3 Pitot Pressure#3(psi) Test Flow 3 0 - Total Estimated Flow(gpm) 2015 AWWA Q20 Calculation(gpm) 3350 (Value of zero in Q20 indicates insufficient pressure drop for calculation) Comments - Both hydrants were not opened all the way because of site conditions. For method of calculating pitot flow with a diffuser:see eq.13,Walski and Lutes article 1990 Journal Management and Operations AWWA (All tests conducted using 2.5 discharge outlet unless otherwise specified) Estimated Consumption(gal) 4030 For use for water audit Signature of Tester: • .�••. ./I I I t Ma If -i) , INal o 0 ITS 3 Ls ii Q c1..� ,.,.c U TO y m . 1111 - a Q m rL• ,i i�✓>u d 3 m y O �.; r 8°. m 1 c = U z z s C Q F d K y Q a, ill` ��-_ JI (1) t? g e% 0i 4 lal CI) I P I ti? i I II# "1.1111111.1111 _ I I 1111 li Lp '''cagy ® ,\\ �� ` Q a. 411 ' s4140Y ::\ I.. i • , N . .1.A. 0„,/, \\ ,, _ . , \ ,,, , ,,kkita _dr /,/ 4- Th: ‘ ,,,s. shr70. ,,,, , . + . / ,..40 ti) ,01?\\\ \- ii/,'\ ''' * a) 6,1 p , ••r 'co., kla II"\II,IC\ r-• , ii 04 7 0 4p , \ -/ , ,p.-.NN,,.., \ • - . d:11. - Nqh, i Oa. "2 IP 'IN 4 04 rit4 k ,, .i 2 i .4(- li? i'',,\‘r !"1014:4404teet 3 ' 13\1 - . 8 „--4.:VIIWIfir\N . , [-d .1 ' 14 0 4 z AIN- c' ; ! ''''''"eve:111/Iiiv-r11- 4,9 /''. 4r/:,,,:. ,..,,,,,---,-,-. t —0 mg 1/ zss ,i/s .. S \ii )k. d�//Or— ��• N ::.\ tip 4 M // Vd / •h! l s 4E ' @ _O �{� (�\N .CI '':� t'. 10 0.E-c o K m \\46 ' i, - aci oa.$Ec mo ' _.... =8.,,,0.8 . \\4, e. 'w t 1° :.‘ '.-- ' ' 7 cv q,..!... ef^s.,, �S� LL y L.N C C D d N O �E JO =flfljflu $N=Adri771-a j ��i .,t�,e"z �V�� \�� g ist . N ' # ' 4) '' '''---s' .\ Gni / rr