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HomeMy WebLinkAboutZON2015-00002 ..r `f ',tr• ✓-n,• f \; <.w• .A IMSIr; �' .iantr.v .,�� � T',J\' �(*�•+n°��I.+j�;,a :.e� _ Q Sl An ., lim zi- j. n '\,, + , , t ,6 -: �..Y:, �� >.� :-v' ,. Y � J o n — v,�»_� _.aw Lr�:c'AaoC`-3�� J `••" �;��: a •r l j �r 39 ,, $�. .!�r.. r��� r�4:A•R �' �,._�,._,,,_ `•� � ♦ ��� ;�, sr..ra' �.• / _ �N+.ia^rZtti � ..,�• , 17— CNfm4Y? . / 4s��,tx"+tt �.. # � �.+•�. +... C� G• f � ,�\ ,,,.i+�. y ,.., >:c*�-',�Y� ,ii< �vu�-. _.�;. - .T+r !r '..: �^�_ ,... -/�vi,�'T• � ,i w.a �.� .•.---1 - `•\e.•., •'1 i .��; � d •• tS'Y Ie •�� '•j � '��."f Y:� t' �^� s � f�! .d�cT��L !•. •s� ••t a'r--: ;� �. j 1 ,r Y N _,or'� .t{. C•� �f. � �.•'r,'ti`� A •i.w "J.�r��,+R .. l .`' m• g.} \' . ,�"''�'i •: I �� .. •h.Jr .. •• : ♦ aJenG }: ,• 11 400 :w ..._ � a •. �, - Study Area s I i , ar • I -• f f 11 st. y.+ y( , y •�•^+4�Me..a•" ' L KA F. •• 12 iLaPi Lit Ccook N r eF 7 s >. `L § W _srfily4D . S•. 1 ;f Q G ys �... J ` r`t C� "�/ "i �i�nl F � •L• �r r'� 1�._•�,-" '' j .« :typ� ^� M• fi" � •1k j 'r�-•- ',�•, iri: • s.-�-,-.•"' - .`t�1�.5 _.a._ f �_:./•t.��h � rCir ! � ,r Tat�4C '�•� j� � •.� i.,.'_,� r'`�„ .r,. • :7A "` ...+ c^�„�.✓•.....rz .�V fs 3t• ,u �!�,r '�.�k !, •c "'1f • f II.• `ti i 777 • C . ! r 1 �, a Gr • u°'�to } `' • i ti `f rte•.••• • • ti . 1 J) j .� f�k/ �,�•� •C 1�- `t. # r -�•, ' '*�-.. , • ,� ,. � �. _y;"�, ;,� them Q � �.,ti, � .• i� �� •�. ...�� /`-•�'`� /. '..� ,ti ._� ':a* ".[!� fJ" /''!' � .alta • 'tip � r i/ �� .'..,� '�� � •. , -7'vA Wf1 ....r..•' r r° R •1 :p(" , < orao• t:02013 alYonal_G.eographic.Soctety,i-c bed 0 0.25 0.5 1 Miles �-� n I r r i 1 LC)cc,,`7 )'Q Y I\l'1 q p 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 44 Summary for Pond 2R: STM MH AO Inflow Area = 324,209 sf, 80.25% Impervious, Inflow Depth > 1.99" for 2-YR event Inflow = 3.69 cfs @ 7.91 hrs, Volume= 53,875 cf Outflow = 3.69 cfs @ 7.91 hrs, Volume= 53,875 cf, Atten= 0%, Lag= 0.0 min Primary = 3.69 cfs @ 7.91 hrs, Volume= 53,875 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 188.89' @ 11.67 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 64.1' long Culvert Ke= 0.500 Outlet Invert= 186.73' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=3.68 cfs @ 7.91 hrs HW=188.31' TW=187.97' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 3.68 cfs @ 2.98 fps) Pond 2R: STM MH AO Hydrograph E Inflow 4 3.69 cfs Inflow Area=324,209 sf ❑Primary Peak Elev=188.89' 3 18.011 x 64.1 ' Culvert y f 3 2 0 LL )`t 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 45 Summary for Pond 3R: STM MH Al Inflow Area = 129,487 sf, 80.41% Impervious, Inflow Depth > 2.00" for 2-YR event Inflow = 1.47 cfs @ 7.91 hrs, Volume= 21,541 cf Outflow = 1.47 cfs @ 7.91 hrs, Volume= 21,541 cf, Atten= 0%, Lag= 0.0 min Primary = 1.47 cfs @ 7.91 hrs, Volume= 21,541 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 188.89' @ 11.64 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.38' 15.0" x 47.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.47 cfs @ 7.91 hrs HW=188.43' TW=188.31' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.47 cfs @ 1.81 fps) Pond 3R: STM MH Al Hydrograph ❑ Inflow C3 Primary1.47 cfs Inflow Area=129,487 sf Peak Elev=188.89' 15.0" x 47.4' Culvert 1 i N U 3 O LL 14 PPF_ 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 46 Summary for Pond 4R: STM MH A2 Inflow Area = 126,847 sf, 80.00% Impervious, Inflow Depth > 1.99" for 2-YR event Inflow = 1.44 cfs @ 7.91 hrs, Volume= 21,043 cf Outflow = 1.44 cfs @ 7.91 hrs, Volume= 21,043 cf, Atten= 0%, Lag= 0.0 min Primary = 1.44 cfs @ 7.91 hrs, Volume= 21,043 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 188.90' @ 11.67 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.74' 15.0" x 41.0' long Culvert Ke= 0.500 Outlet Invert= 187.58' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.35 cfs @ 7.91 hrs HW=188.60' TW=188.43' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.35 cfs @ 2.11 fps) Pond 4R: STM MH A2 Hydrograph Fil Inflow (1.44 cfs Inflow Area=126,847 sf ❑Primary Peak Elev=188.90' I 15.0" x 41 .0' Culvert U 3 O LL I, 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 47 Summary for Pond 5R: STM MH A3 Inflow Area = 117,778 sf, 79.81% Impervious, Inflow Depth > 1.99" for 2-YR event Inflow = 1.33 cfs @ 7.91 hrs, Volume= 19,512 cf Outflow = 1.33 cfs @ 7.91 hrs, Volume= 19,512 cf, Atten= 0%, Lag= 0.0 min Primary = 1.33 cfs @ 7.91 hrs, Volume= 19,512 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.36' @ 7.95 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.66' 15.0" x 181.1' long Culvert Ke= 0.500 Outlet Invert= 187.94' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.33 cfs @ 7.91 hrs HW=189.36' TW=188.60' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 1.33 cfs @ 2.74 fps) Pond 5R: STM MH A3 Hydrograph ❑ nflow I 1_33 cfs Inflow Area=117,778 sf ❑ Primary Peak Elev=189.36' 15.0" x 181 .1 ' Culvert 1 I I U 3 O LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 48 Summary for Pond 6R: STM MH A4 Inflow Area = 39,942 sf, 97.07% Impervious, Inflow Depth > 2.23" for 2-YR event Inflow = 0.52 cfs @ 7.90 hrs, Volume= 7,410 cf Outflow = 0.52 cfs @ 7.90 hrs, Volume= 7,410 cf, Atten= 0%, Lag= 0.0 min Primary = 0.52 cfs @ 7.90 hrs, Volume= 7,410 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.71' @ 7.92 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.23' 12.0" x 93.5' long Culvert Ke= 0.500 Outlet Invert= 188.86' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.52 cfs @ 7.90 hrs HW=189.71' TW=189.36' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 0.52 cfs @ 2.03 fps) Pond 6R: STM MH A4 Hydrograph IS Inflow 0.55 0.52 cfs ❑PrimaryInflow Area=39,942 sf 0.5 0.45 Peak Elev=189.71 ' 0.4 12.0" x 93.5' Culvert 0.35- 0.3- 0 .350.30 0.25 0.2 0.15 0.1 0.05 Pill 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 49 Summary for Pond 7R: STM MH A5 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf Outflow = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.46' @ 7.90 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.18' 12.0" x 188.4' long Culvert Ke= 0.500 Outlet Invert= 189.43' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.21 cfs @ 7.90 hrs HW=190.46' TW=189.71' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.21 cfs @ 1.73 fps) Pond 7R: STM MH A5 Hydrograph ElInflow 0.23 [I Primary - 0.22 0.21 cfs 0.21 Inflow Area=15,840 sf 0.2 0.19 Peak Elev=190.46' 0.18 017 0.16 12.011 x 188.4' Culvert 0.15 0.14 0.13 0.12 0 0.11 LL 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 001 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 50 Summary for Pond 1OR: STM MH 131 Inflow Area = 171,393 sf, 79.91% Impervious, Inflow Depth > 1.99" for 2-YR event Inflow = 1.94 cfs @ 7.91 hrs, Volume= 28,415 cf Outflow = 1.94 cfs @ 7.91 hrs, Volume= 28,415 cf, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 7.91 hrs, Volume= 28,415 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 188.90' @ 11.52 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.94 cfs @ 7.91 hrs HW=188.78' TW=188.31' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.94 cfs @ 2.57 fps) Pond 10R: STM MH B1 Hydrograph 13 Inflow ❑Primary 2 1.94 cfs Inflow Area=171 ,393 sf Peak Elev=188.90' 15.0" x 153.1' Culvert fq U 0 1 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 51 Summary for Pond 11 R: STM MH B2 Inflow Area = 117,024 sf, 73.10% Impervious, Inflow Depth > 1.90" for 2-YR event Inflow = 1.25 cfs @ 7.92 hrs, Volume= 18,484 cf Outflow = 1.25 cfs @ 7.92 hrs, Volume= 18,484 cf, Atten= 0%, Lag= 0.0 min Primary = 1.25 cfs @ 7.92 hrs, Volume= 18,484 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.60' @ 7.94 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.24 cfs @ 7.92 hrs HW=189.60' TW=188.79' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 1.24 cfs @ 2.66 fps) Pond 11 R: STM MH B2 Hydrograph Fe-1 nflow ❑Primary 1.25 cfs Inflow Area=117,024 sf Peak Elev=189.60' 12.0" x 208.1 ' Culvert U 3 0 LL 0 0 1 2 3 4 5 6 78'910 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 52 Summary for Pond 12R: STM MH B3 Inflow Area = 97,202 sf, 68.09% Impervious, Inflow Depth > 1.83" for 2-YR event Inflow = 1.00 cfs @ 7.92 hrs, Volume= 14,793 cf Outflow = 1.00 cfs @ 7.92 hrs, Volume= 14,793 cf, Atten= 0%, Lag= 0.0 min Primary = 1.00 cfs @ 7.92 hrs, Volume= 14,793 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.83' @ 7.93 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.99 cfs @ 7.92 hrs HW=189.83' TW=189.60' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.99 cfs @ 2.47 fps) Pond 12R: STM MH B3 Hydrograph B Inflow ❑Primary 1.00 cfs Inflow Area=97,202 sf Peak Elev=189.83' 12.0" x 30.8' Culvert N U 1 3 O LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 53 Summary for Pond 13R: STM MH B4 Inflow Area = 85,140 sf, 65.88% Impervious, Inflow Depth > 1.80" for 2-YR event Inflow = 0.85 cfs @ 7.92 hrs, Volume= 12,741 cf Outflow = 0.85 cfs @ 7.92 hrs, Volume= 12,741 cf, Atten= 0%, Lag= 0.0 min Primary = 0.85 cfs @ 7.92 hrs, Volume= 12,741 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.47' @ 7.93 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.85 cfs @ 7.92 hrs HW=190.46' TW=189.83' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.85 cfs @ 2.57 fps) Pond 13R: STM MH B4 Hydrograph ❑ Inflow 0.95 ❑ Primary 0.9 0.85 cfs Inflow Area=85,140 sf 0.85 0�5 Peak Elev=190.47' i 12.0" x 132.9' Culvert 0.65 0.6 w 0.55 0.5 0 0.45. LL 0.4 0.35 0.3- 0.25 0.2 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 '1 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 54 Summary for Pond 14R: STM MH B5 Inflow Area = 70,058 sf, 62.05% Impervious, Inflow Depth > 1.74" for 2-YR event Inflow = 0.68 cfs @ 7.93 hrs, Volume= 10,175 cf Outflow = 0.68 cfs @ 7.93 hrs, Volume= 10,175 cf, Atten= 0%, Lag= 0.0 min Primary = 0.68 cfs @ 7.93 hrs, Volume= 10,175 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.10' @ 7.93 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.68 cfs @ 7.93 hrs HW=191.10' TW=190.46' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.68 cfs @ 2.47 fps) Pond 14R: STM MH B5 Hydrograph - - ❑ Inflow 0.750 Primary 07 0.68 cfs Inflow Area=70,058 sf 0 .65r 06 Peak Elev=191 .10' 0.55 12.0" x 127.7' Culvert 0.5- 0.45- 0.4 .50.450.4 0 0.35 LL 0.3 0.25- 0.2' 0.15- 0.1- 0.05 .150.10.05 014 0 1 2 3 1 4 1 5 1 6 1 7 1 10 11 112"''113' 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 55 Summary for Pond 15R: STM MH B6 Inflow Area = 62,138 sf, 57.21% Impervious, Inflow Depth > 1.68" for 2-YR event Inflow = 0.57 cfs @ 7.93 hrs, Volume= 8,679 cf Outflow = 0.57 cfs @ 7.93 hrs, Volume= 8,679 cf, Atten= 0%, Lag= 0.0 min Primary = 0.57 cfs @ 7.93 hrs, Volume= 8,679 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.38' @ 7.93 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.57 cfs @ 7.93 hrs HW=191.38' TW=191.10' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.57 cfs @ 2.32 fps) Pond 15R: STM MH B6 Hydrograph Fff Inflow ❑Primary 0.6 0.57 cfs Inflow Area=62,138 sf 0.55 Peak Elev=191 .38' 0.5 0.45 12.0" x 30.6' Culvert 0.4 a I 0.35 a 0.3 LL 0.25 0.2- 015- 0.1- 0.05]W .20.150.10.05 0 0 1 2 3 4 5 6 7 S 9 10 11 12 13 14 '1 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 56 Summary for Pond 16R: STM MH 137 Inflow Area = 56,858 sf, 53.24% Impervious, Inflow Depth > 1.62" for 2-YR event Inflow = 0.50 cfs @ 7.94 hrs, Volume= 7,682 cf Outflow = 0.50 cfs @ 7.94 hrs, Volume= 7,682 cf, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 7.94 hrs, Volume= 7,682 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.82' @ 7.94 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.39' 12.0" x 69.6' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.50 cfs @ 7.94 hrs HW=191.82' TW=191.38' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.50 cfs @ 2.28 fps) Pond 16R: STM MH B7 Hydrograph Ll Inflow 0.55 0 Primary -� 05 X0.50 cfs Inflow Area=56,858 sf 0.45 Peak Elev=191 .82' 0.4 12.0" x 69.6' Culvert 0.35- 0.3 .350.3 3 LL 0.25- 0.2- 015 .250.20.15 0.1- 0.05- 0-All .10.050 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 57 Summary for Pond 17R: STM MH C1 Inflow Area = 46,449 sf, 93.64% Impervious, Inflow Depth > 2.18" for 2-YR event Inflow = 0.59 cfs @ 7.90 hrs, Volume= 8,434 cf Outflow = 0.59 cfs @ 7.90 hrs, Volume= 8,434 cf, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 7.90 hrs, Volume= 8,434 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 188.91' @ 11.54 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.19' 12.0" x 46.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.55 cfs @ 7.90 hrs HW=188.87' TW=188.78' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.55 cfs @ 1.37 fps) Pond 17R: STM MH C1 Hydrograph 0.65- ❑ Inflow --� 0.6 0.59 cfs Inflow Area=46,449 sf ❑Primary 0.55 Peak Elev=188.91' 0.5 0.45 12.0" x 46.1 ' Culvert 0.4 w 0.35- 3 0 0.3- U. 0.25 0.2- 0.15- 0.1: .20.150.1 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2'1'''22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 92007 HydroCAD Software Solutions LLC Page 58 Summary for Pond 18R: STM MH C2 Inflow Area = 23,760 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.31 cfs @ 7.90 hrs, Volume= 4,488 cf Outflow = 0.31 cfs @ 7.90 hrs, Volume= 4,488 cf, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 7.90 hrs, Volume= 4,488 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.43' @ 7.93 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 189.06' 12.0" x 170.7' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.31 cfs @ 7.90 hrs HW=189.43' TW=188.87' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.31 cfs @ 1.79 fps) Pond 18R: STM MH C2 Hydrograph F0_1 nflow 0.34 0.31 cfs ❑Primary 0.32 Inflow Area=23,760 sf 0.3 0.28 Peak Elev=189.43' 0.26-: 12.0" x 170.7' Culvert 0.24 0.22- H .22 H 0.2-' 0.18 f, 3 0 0.16 a LL 0.14 0.12-- 0.1- 0.08- 0.06- 0.04- 0.02 .120.10.080.06-0.040.02 0 JAI? 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 19R: STM MH D1 Inflow Area = 12,442 sf, 80.22% Impervious, Inflow Depth > 1.99" for 2-YR event Inflow = 0.14 cfs @ 7.91 hrs, Volume= 2,067 cf Outflow = 0.14 cfs @ 7.91 hrs, Volume= 2,067 cf, Atten= 0%, Lag= 0.0 min Primary = 0.14 cfs @ 7.91 hrs, Volume= 2,067 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 192.24' @ 7.91 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.14 cfs @ 7.91 hrs HW=192.24' TW=190.46' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.14 cfs @ 1.97 fps) Pond 19R: STM MH D1 Hydrograph (3 Inflow _ 0 Primary ` 0.14 0.14 cfs Inflow Area=12,442 sf 0.13 Peak Elev=192.24' 0.12. 12.0" x 57.3' Culvert 0.1- w 0.09 U 3 0.08- 0 i-y 0.07 0.06 0.05 0.04 0.03 0.02- 0.01- 0 .02 0.010 0 1 2 3 4 5 6 7 8 9 10 11 12 19 14 1`77777 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 60 Summary for Pond 20R: STM MH F1 Inflow Area = 28,004 sf, 70.39% Impervious, Inflow Depth > 1.86" for 2-YR event Inflow = 0.29 cfs @ 7.92 hrs, Volume= 4,336 cf Outflow = 0.29 cfs @ 7.92 hrs, Volume= 4,336 cf, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 7.92 hrs, Volume= 4,336 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.67' @ 7.93 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.2' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.29 cfs @ 7.92 hrs HW=189.67' TW=189.36' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.29 cfs @ 1.70 fps) Pond 20R: STM MH F1 Hydrograph Inflow 0.32_ 0.29 cfs ❑ Primary 0.3 Inflow Area=28,004 sf 0.28 0.26. Peak Elev=189.67' 0.24 12.0" x 95.2' Culvert 0.22- 0.2 0.1a 0.16 0 LL 0.14 0.12 0.1- 0.08-': 0.06- 0.04- 0.02 .060.040.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 61 Summary for Pond 21 R: STM MH F2 Inflow Area = 17,758 sf, 64.74% Impervious, Inflow Depth > 1.78" for 2-YR event Inflow = 0.18 cfs @ 7.93 hrs, Volume= 2,634 cf Outflow = 0.18 cfs @ 7.93 hrs, Volume= 2,634 cf, Atten= 0%, Lag= 0.0 min Primary = 0.18 cfs @ 7.93 hrs, Volume= 2,634 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.95' @ 7.93 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 40.4' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0050 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.18 cfs @ 7.93 hrs HW=189.95' TW=189.67' (Dynamic Tailwater) L-1=Culvert (Barrel Controls 0.18 cfs @ 1.79 fps) Pond 21R: STM MH F2 Hydrograph FE Inflow 0.1910 Primary 0.18 cfs 0.18 Inflow Area=17,758 sf 0.17 0.16 Peak Elev=189.95' 0.15 0.14-- 12.0" x 40.4' Culvert 0.13 0.12- v 0.11 0.1 3 0 0.09- LL 0.08. 0.07 0.06 0.05- 0.04 - 0.03 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 62 Summary for Pond 23R: STM MH E1 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Outflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.93' @ 7.91 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.62' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 189.44' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.90 hrs HW=189.93' TW=189.71' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 0.24 cfs @ 1.75 fps) Pond 23R: STM MH E1 Hydrograph D7 Inflow 0.26- 0.24 cfs Inflow Area=18,480 sf C7 Primary 0.24 0.22 Peak Elev=189.93' 02 12.0" x 46.0' Culvert 0.18- 0.16 w 'u 0.14 , 0 iy 0.12 0.1- 0.08- 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 63 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Outflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.17' @ 7.90 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 190.01' 12.0" x 48.4' long Culvert Ke= 0.500 Outlet Invert= 189.82' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.07 cfs @ 7.90 hrs HW=190.17' TW=189.93' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.07 cfs @ 1.29 fps) Pond 24R: STM MH E2 Hydrograph FE-11 nflow ❑Primary _ 0075 0.07 cfs 0.07 — Inflow Area=5,280 sf °065 Peak Elev=190.17' 0.06 0.055 �1 12.0" x 48.4' Culvert 0.05 1 w 0.045 U 0.04 3 UL LL 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 43 Pond 1P: WQ Extended Dry Basin Hydrograph 5.88 cfs Inflow ❑Primary 6 Inflow Area=384,927 sf Peak Elev=189.11' 5 Storage=33,360 cf 4 V! V 3 0 3- U. 2 1.87 cfs 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 44 Summary for Pond 2R: STM MH AO Inflow Area = 324,209 sf, 80.25% Impervious, Inflow Depth > 2.89" for 10-YR event Inflow = 5.34 cfs @ 7.91 hrs, Volume= 78,119 cf Outflow = 5.34 cfs @ 7.91 hrs, Volume= 78,119 cf, Atten= 0%, Lag= 0.0 min Primary = 5.34 cfs @ 7.91 hrs, Volume= 78,119 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.15' @ 8.93 hrs Flood Elev= 191.68' _Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 64.1' long Culvert Ke= 0.500 Outlet Invert= 186.73' S= 0.0041 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=5.33 cfs @ 7.91 hrs HW=188.99' TW=188.60' (Dynamic Tailwater) L1=Culvert (Inlet Controls 5.33 cfs @ 3.02 fps) Pond 2R: STM MH AO Hydrograph U Inflow [J Primary 5.34 cfs Inflow Area=324,209 sf 5 Peak Elev=189.15' 18.0" x 64.1' Culvert 4 j N 3 3 _o 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 45 Summary for Pond 3R: STM MH Al Inflow Area = 129,487 sf, 80.41% Impervious, Inflow Depth > 2.89" for 10-YR event Inflow = 2.13 cfs @ 7.91 hrs, Volume= 31,229 cf Outflow = 2.13 cfs @ 7.91 hrs, Volume= 31,229 cf, Atten= 0%, Lag= 0.0 min Primary = 2.13 cfs @ 7.91 hrs, Volume= 31,229 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.23' @ 8.01 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.38' 15.0" x 47.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.13 cfs @ 7.91 hrs HW=189.12' TW=188.99' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.13 cfs @ 1.74 fps) Pond 3R: STM MH Al Hydrograph ❑Inflow ❑Primary 2.13 cfs Inflow Area=129,487 sf 2 Peak Elev=189.23' 15.0" x 47.4' Culvert a N I V 3 0 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 46 Summary for Pond 4R: STM MH A2 Inflow Area = 126,847 sf, 80.00% Impervious, Inflow Depth > 2.89" for 10-YR event Inflow = 2.09 cfs @ 7.91 hrs, Volume= 30,522 cf Outflow = 2.09 cfs @ 7.91 hrs, Volume= 30,522 cf, Atten= 0%, Lag= 0.0 min Primary = 2.09 cfs @ 7.91 hrs, Volume= 30,522 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.28' @ 8.00 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.74' 15.0" x 41.0' long Culvert Ke= 0.500 Outlet Invert= 187.58' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.35 cfs @ 7.91 hrs HW=189.18' TW=189.12' (Dynamic Tailwater) t--1=Culvert (Inlet Controls 1.35 cfs @ 1.10 fps) Pond 4R: STM MH A2 Hydrograph ❑Inflow ❑Primary 2.09 cfs Inflow Area=126,847 sf 2 Peak Elev=189.28' 15.0" x 41 .0' Culvert i N 3 O LL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 47 Summary for Pond 5R: STM MH A3 Inflow Area = 117,778 sf, 79.81% Impervious, Inflow Depth > 2.88" for 10-YR event Inflow = 1.93 cfs @ 7.91 hrs, Volume= 28,310 cf Outflow = 1.93 cfs @ 7.91 hrs, Volume= 28,310 cf, Atten= 0%, Lag= 0.0 min Primary = 1.93 cfs @ 7.91 hrs, Volume= 28,310 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.72' @ 8.00 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.66' 15.0" x 181.1' long Culvert Ke= 0.500 Outlet Invert= 187.94' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.92 cfs @ 7.91 hrs HW=189.67' TW=189.18' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.92 cfs @ 2.48 fps) Pond 5R: STM MH A3 Hydrograph ❑Inflow ❑Primary 2 1.93 cfs^ Inflow Area=117,778 sf Peak Elev=189.72' 15.0" x 181 .1 ' Culvert 4 0 1 LL 0 1 2 3 4 5 6 7 S 1 1 9 16 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 48 Summary for Pond 6R: STM MH A4 Inflow Area = 39,942 sf, 97.07% Impervious, Inflow Depth > 3.16" for 10-YR event Inflow = 0.73 cfs @ 7.90 hrs, Volume= 10,531 cf Outflow = 0.73 cfs @ 7.90 hrs, Volume= 10,531 cf, Atten= 0%, Lag= 0.0 min Primary = 0.73 cfs @ 7.90 hrs, Volume= 10,531 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.92' @ 7.99 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.23' 12.0" x 93.5' long Culvert Ke= 0.500 Outlet Invert= 188.86' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.73 cfs @ 7.90 hrs HW=189.90' TW=189.66' (Dynamic Tailwater) t-11=Culvert (Outlet Controls 0.73 cfs @ 1.85 fps) Pond 6R: STM MH A4 Hydrograph F13T 0.8 0.73 cfs ❑Primary 0.75- Inflow Area=39,942 sf 0.7- °.65- Peak Elev=189.92' 12.0" x 93.5' Culvert 0.55 0.5 ; w 0.45- � i 0.4- 0.35- 0.3-: .40.350.3 0.25 r 0.2 0.15- 0.1 .150.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 49 Summary for Pond 7R: STM MH A5 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf Outflow = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.53' @ 7.93 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.18' 12.0" x 188.4' long Culvert Ke= 0.500 Outlet Invert= 189.43' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.29 cfs @ 7.90 hrs HW=190.53' TW=189.90' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.29 cfs @ 1.77 fps) Pond 7R: STM MH A5 Hydrograph F13-1 n-flo-w 0.32 0.29 cfs ❑Primary 0.3 Inflow Area=15,840 sf 0.26 Peak Elev=190.53' 0.24 12.0" x 188.4' Culvert 0.22 0.2- U 0.18 3 0.16- 0 LL 0.14 0.12- 0.1 .120.1 0.08 0.06- 0.04 0.02 0 8 9 0 1 2 3 4 5 6 7 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 50 Summary for Pond 1OR: STM MH B1 Inflow Area = 171,393 sf, 79.91% Impervious, Inflow Depth > 2.89" for 10-YR event Inflow = 2.82 cfs @ 7.91 hrs, Volume= 41,220 cf Outflow = 2.82 cfs @ 7.91 hrs, Volume= 41,220 cf, Atten= 0%, Lag= 0.0 min Primary = 2.82 cfs @ 7.91 hrs, Volume= 41,220 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 189.51' @ 8.00 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.82 cfs @ 7.91 hrs HW=189.38' TW=188.99' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.82 cfs @ 2.35 fps) Pond 10R: STM MH B1 Hydrograph IS Inflow 11 ❑Primary3 2.82 cfs Inflow Area=171 ,393 sf Peak Elev=189.51 ' 15.011 x 153.1 ' Culvert 2 y V 3 O LL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 277' 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 51 Summary for Pond 11 R: STM MH B2 Inflow Area = 117,024 sf, 73.10% Impervious, Inflow Depth > 2.78" for 10-YR event Inflow = 1.84 cfs @ 7.91 hrs, Volume= 27,070 cf Outflow = 1.84 cfs @ 7.91 hrs, Volume= 27,070 cf, Atten= 0%, Lag= 0.0 min Primary = 1.84 cfs @ 7.91 hrs, Volume= 27,070 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.02' @ 7.98 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.75 cfs @ 7.91 hrs HW=189.98' TW=189.38' (Dynamic Tailwater) t-11=Culvert (Outlet Controls 1.75 cfs @ 2.42 fps) Pond 11R: STM MH B2 Hydrograph 0 Inflow 2 1.84 cfs Inflow Area=117,024 sf 0 Primary Peak Elev=190.02' 12.0" x 208.1 ' Culvert U 3 1 ' O LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 52 Summary for Pond 12R: STM MH B3 Inflow Area = 97,202 sf, 68.09% Impervious, Inflow Depth > 2.69" for 10-YR event Inflow = 1.48 cfs @ 7.92 hrs, Volume= 21,828 cf Outflow = 1.48 cfs @ 7.92 hrs, Volume= 21,828 cf, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 7.92 hrs, Volume= 21,828 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.20' @ 7.98 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.47 cfs @ 7.92 hrs HW=190.17' TW=189.98' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.47 cfs @ 2.29 fps) Pond 12R: STM MH B3 Hydrograph W Inflow ❑Primary 1.48 cfs Inflow Area=97,202 sf I Peak Elev=190.20' r 12.0" x 30.8' Culvert N U 3 O LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 53 Summary for Pond 13R: STM MH B4 Inflow Area = 85,140 sf, 65.88% Impervious, Inflow Depth > 2.66" for 10-YR event Inflow = 1.27 cfs @ 7.92 hrs, Volume= 18,865 cf Outflow = 1.27 cfs @ 7.92 hrs, Volume= 18,865 cf, Atten= 0%, Lag= 0.0 min Primary = 1.27 cfs @ 7.92 hrs, Volume= 18,865 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.70' @ 7.98 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.27 cfs @ 7.92 hrs HW=190.69' TW=190.17' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.27 cfs @ 2.56 fps) Pond 13R: STM MH B4 Hydrograph F9_1 nflow ❑Primary 1.27 cfs Inflow Area=85,140 sf Peak Elev=190.70' 12.0" x 132.9' Culvert v O � LL 0 0 1 2 3 4 5 6 7 8 9 10 11 '1 '177775 16 17 17777 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 54 Summary for Pond 14R: STM MH B5 Inflow Area = 70,058 sf, 62.05% Impervious, Inflow Depth > 2.60" for 10-YR event Inflow = 1.02 cfs @ 7.92 hrs, Volume= 15,161 cf Outflow = 1.02 cfs @ 7.92 hrs, Volume= 15,161 cf, Atten= 0%, Lag= 0.0 min Primary = 1.02 cfs @ 7.92 hrs, Volume= 15,161 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.26' @ 7.94 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.01 cfs @ 7.92 hrs HW=191.26' TW=190.69' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.01 cfs @ 2.58 fps) Pond 14R: STM MH B5 Hydrograph ®Inflow El Primary 1.02 cfs Inflow Area=70,058 sf 1 I Peak Elev=191 .26' 12.0" x 127.7' Culvert N U 3 O LL J r 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 27'77 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 55 Summary for Pond 15R: STM MH B6 Inflow Area = 62,138 sf, 57.21% Impervious, Inflow Depth > 2.52" for 10-YR event Inflow = 0.87 cfs @ 7.93 hrs, Volume= 13,042 cf Outflow = 0.87 cfs @ 7.93 hrs, Volume= 13,042 cf, Atten= 0%, Lag= 0.0 min Primary - 0.87 cfs @ 7.93 hrs, Volume= 13,042 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.51' @ 7.94 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.87 cfs @ 7.93 hrs HW=191.51' TW=191.26' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.87 cfs @ 2.54 fps) Pond 15R: STM MH B6 Hydrograph Inflow 0.951 n R7 fq 0 Primary 0.9- 0.87 cfs Inflow Area=62,138 sf 0.85 0.8 Peak Elev=191 .51 ' 0.75 0.7 12.0" x 30.6' Culvert 0.65- 0.6-: w0.55 - 0.57 0 0.45 LL 0.4. 0.35 0.3 0.25 0.2 0.15 0.1 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 56 Summary for Pond 16R: STM MH 137 Inflow Area = 56,858 sf, 53.24% Impervious, Inflow Depth > 2.45" for 10-YR event Inflow = 0.78 cfs @ 7.93 hrs, Volume= 11,629 cf Outflow = 0.78 cfs @ 7.93 hrs, Volume= 11,629 cf, Atten= 0%, Lag= 0.0 min Primary = 0.78 cfs @ 7.93 hrs, Volume= 11,629 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.94' @ 7.93 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.39' 12.0" x 69.6' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.78 cfs @ 7.93 hrs HW=191.94' TW=191.51' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.78 cfs @ 2.55 fps) Pond 16R: STM MH 137 Hydrograph F13-1 n_fl._w 0.85 0.78 cfs ❑Primary 0.8 Inflow Area=56,858 sf 0.75 0.7 Peak Elev=191 .94' 0.65-' 12.0" x 69.6' Culvert 0.6- 0.55- 0.5 .60.550.5 0.45 1 0 0.4 LL 0.35 0.3- O.25 0.2- 0.15- 0.1 .20.150.1 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 (D 2007 HydroCAD Software Solutions LLC Page 57 Summary for Pond 17R: STM MH C1 Inflow Area = 46,449 sf, 93.64% Impervious, Inflow Depth > 3.11" for 10-YR event Inflow = 0.83 cfs @ 7.90 hrs, Volume= 12,031 cf Outflow = 0.83 cfs @ 7.90 hrs, Volume= 12,031 cf, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 7.90 hrs, Volume= 12,031 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.45' @ 8.00 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.19' 12.0" x 46.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.90 hrs HW=189.36' TW=189.36' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Pond 17R: STM MH C1 Hydrograph ®Inflow 0.9 0.83 cfs ❑Primary 0.85- Inflow Area=46,449 sf 0.8 0.75 Peak Elev=189.45' 0.65 12.0" x 46.1' Culvert 0.6 0.55 w v 0.5- 3 0.45- 0 Z 0.4- 0.35_: 0.3 .40.35- 0.3 0.25-' 0.2 0.15 0.1- 0.05- 0 .10.050 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 58 Summary for Pond 18R: STM MH C2 Inflow Area = 23,760 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.44 cfs @ 7.90 hrs, Volume= 6,358 cf Outflow = 0.44 cfs @ 7.90 hrs, Volume= 6,358 cf, Atten= 0%, Lag= 0.0 min Primary = 0.44 cfs @ 7.90 hrs, Volume= 6,358 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.65' @ 8.00 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 189.06' 12.0" x 170.7' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.44 cfs @ 7.90 hrs HW=189.61' TW=189.35' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.44 cfs @ 1.44 fps) Pond 18R: STM MH C2 Hydrograph F0_1-1f I 0-w 0.48 ❑Primary - 0.46 0.44 cfs 0.44- Inflow Area=23,760 sf °04-° -- Peak Elev=189.65' 0.38 0.34- -- 12.011 x 170.7' Culvert 0.32 0.3 w 0.28 0.26 0.24 0 0.22 LL 0.2 0.18 0.16 0.14. 0.12 0.1 0.08- %how 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 19R: STM MH D1 Inflow Area = 12,442 sf, 80.22% Impervious, Inflow Depth > 2.89" for 10-YR event Inflow = 0.20 cfs @ 7.91 hrs, Volume= 2,998 cf Outflow = 0.20 cfs @ 7.91 hrs, Volume= 2,998 cf, Atten= 0%, Lag= 0.0 min Primary = 0.20 cfs @ 7.91 hrs, Volume= 2,998 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 192.28' @ 7.91 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.20 cfs @ 7.91 hrs HW=192.28' TW=190.68' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.20 cfs @ 2.18 fps) Pond 19R: STM MH D1 Hydrograph FD_1 ❑ Primary --� 0.22- 0.20 cfs 0.21- Inflow Area=12,442 sf 0.2 0.19 0.18 Peak Elev=192.28' 016 12.0" x 57.3' Culvert 0.15 0.14 w 0.13 0.12 0 0.11 LL 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14' 17'17 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 60 Summary for Pond 20R: STM MH F1 Inflow Area = 28,004 sf, 70.39% Impervious, Inflow Depth > 2.73" for 10-YR event Inflow = 0.43 cfs @ 7.92 hrs, Volume= 6,375 cf Outflow = 0.43 cfs @ 7.92 hrs, Volume= 6,375 cf, Atten= 0%, Lag= 0.0 min Primary = 0.43 cfs @ 7.92 hrs, Volume= 6,375 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.87' @ 7.99 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.2' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.43 cfs @ 7.92 hrs HW=189.84' TW=189.67' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.43 cfs @ 1.47 fps) Pond 20R: STM MH F1 Hydrograph 0.48 a Inflow .-� 0.46 0.43 cfs ❑Primary 0.44 Inflow Area=28,004 sf 0.42- 0.4 0.38- Peak Elev=189.87' - 0.36 0.34- 12.0" x 95.2' Culvert 0.32 I 0.3- y 0.28- 't3 .28 it 0.26 3 0.24 0 0.22- 0.2-, .22 0.2 0.18- 0.16-: 0.14- 0.12 0.1 0.08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 61 Summary for Pond 21 R: STM MH F2 Inflow Area = 17,758 sf, 64.74% Impervious, Inflow Depth > 2.64" for 10-YR event Inflow = 0.26 cfs @ 7.92 hrs, Volume= 3,907 cf Outflow = 0.26 cfs @ 7.92 hrs, Volume= 3,907 cf, Atten= 0%, Lag= 0.0 min Primary = 0.26 cfs @ 7.92 hrs, Volume= 3,907 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.04' @ 7.98 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 40.4' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0050 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.25 cfs @ 7.92 hrs HW=190.04' TW=189.85' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.25 cfs @ 1.72 fps) Pond 21R: STM MH F2 Hydrograph D Inflow O Primary &260.28- 0.26_ cfs Inflow Area=17,758 sf 0.24. Peak Elev=190.04' 0.22- 12.0 x 40.4' Culvert 0.2- 0.18-- 0.16 .20.18-0.16 0 0.14 LL 0.12- 0.1 0.08 0.06- 0.04- 0.02- 0 .06 0.040.020 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 62 Summary for Pond 23R: STM MH E1 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Outflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.05' @ 7.98 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.62' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 189.44' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.33 cfs @ 7.90 hrs HW=190.04' TW=189.90' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.33 cfs @ 1.56 fps) Pond 23R: STM MH E1 Hydrograph Inflow 0.38- ❑Primary ^. 0.36 0.34 cfs 0.34 Inflow Area=18,480 sf 0.32- Peak Elev=190.05' 0.3- 0.28-: 12.0" x 46.0' Culvert 0.26- 0.24 a 0.22 0.2- 0 .2 0 0.18 LL 0.16- 0.14 0.12 0.1 - - -- 0.08" - 0.06. 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 i ydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 63 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Outflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.22' @ 7.95 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 190.01' 12.0" x 48.4' long Culvert Ke= 0.500 Outlet Invert= 189.82' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.10 cfs @ 7.90 hrs HW=190.21' TW=190.04' (Dynamic Tailwater) 't-11=Culvert (Outlet Controls 0.10 cfs @ 1.27 fps) Pond 24R: STM MH E2 Hydrograph ❑ Inflow ❑Primary 0.1.1 -� 0.1 0.10 cfs Inflow Area=5,280 sf 0.095 --- 0.09r - Peak Elev=190.22' 0.085 00;5 12.0" x 48.4' Culvert 0.07 0.065 0.06 3 0.055 0 0.05- LL 0,045- 0,04-. .045 0.04 0.035 0.03 0.025- 0.02 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 54 Summary for Reach 101 R: 18" PVC Inflow Area = 400,708 sf, 72.45% Impervious, Inflow Depth > 2.30" for 25-YR event Inflow = 2.83 cfs @ 8.64 hrs, Volume= 76,674 cf Outflow = 2.83 cfs @ 8.65 hrs, Volume= 76,664 cf, Atten= 0%, Lag= 0.2 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 3.46 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.26 fps, Avg. Travel Time= 0.2 min Peak Storage= 28 cf @ 8.65 hrs, Average Depth at Peak Storage= 0.71' Bank-Full Depth= 1.50', Capacity at Bank-Full= 6.27 cfs 18.0" Diameter Pipe, n= 0.013 Length= 33.7' Slope= 0.00367 Inlet Invert= 186.21', Outlet Invert= 186.09' 0 Reach 101 R: 18" PVC Hydrograph ®Inflow ❑Outflow 3 2.83 cfs Inflow Area=400,708 sf Avg. Depth=0.71 ' Max Vel=3.46 fps 2 D=18.0" n=0.013 3 L L=33.7' LL /J 1 Capacity- . 0- 0 1 2 3 4 5 6 7 8 9777 '1 12 13 14 15 17777779 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 55 Summary for Reach 102R: 24" RCP Inflow Area = 400,708 sf, 72.45% Impervious, Inflow Depth > 2.30" for 25-YR event Inflow = 2.83 cfs @ 8.65 hrs, Volume= 76,664 cf Outflow = 2.83 cfs @ 8.66 hrs, Volume= 76,619 cf, Atten= 0%, Lag= 0.5 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 4.40 fps, Min. Travel Time= 0.7 min Avg. Velocity = 2.83 fps, Avg. Travel Time= 1.1 min Peak Storage= 120 cf @ 8.66 hrs, Average Depth at Peak Storage= 0.52' Bank-Full Depth= 2.00', Capacity at Bank-Full= 19.38 cfs 24.0" Diameter Pipe, n= 0.013 Length= 186.7' Slope= 0.0073 Inlet Invert= 185.89', Outlet Invert= 184.52' 0 Reach 102R: 24" RCP Hydrograph 0 Inflow ❑Outflow 3 2.83 cfs Inflow Area=400,708 sf Avg. Depth=0.52' Max Vel=4.40 fps 2 D=24.0" 3 n=0.013 LL L=186.7' 1 Capacity= 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 56 Summary for Reach 103R: 24" RCP Inflow Area = 482,660 sf, 68.22% Impervious, Inflow Depth > 2.37" for 25-YR event Inflow = 3.37 cfs @ 8.39 hrs, Volume= 95,501 cf Outflow = 3.37 cfs @ 8.40 hrs, Volume= 95,431 cf, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 4.76 fps, Min. Travel Time= 0.9 min Avg. Velocity = 3.20 fps, Avg. Travel Time= 1.4 min Peak Storage= 188 cf @ 8.40 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.15 cfs 24.0" Diameter Pipe, n= 0.013 Length= 266.0' Slope= 0.00797' Inlet Invert= 184.30', Outlet Invert= 182.19' 0 Reach 103R: 24" RCP Hydrograph Inflow ❑Outflow 3.37 cfs Inflow Area=482,660 sf 3 Avg. Depth=0.55' Max Vel=4.76 fps D=24.0" 2 n=0.013 L=266.0' 1 Capacity= 0 0 1 2 3 4 5 6 7 S 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 57 Summary for Reach 104R: 24" RCP Inflow Area = 700,706 sf, 64.22% Impervious, Inflow Depth > 2.54" for 25-YR event Inflow = 6.24 cfs @ 8.02 hrs, Volume= 148,096 cf Outflow = 6.23 cfs @ 8.03 hrs, Volume= 148,027 cf, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 5.71 fps, Min. Travel Time= 0.6 min Avg. Velocity = 3.77 fps, Avg. Travel Time= 0.9 min Peak Storage= 227 cf @ 8.03 hrs, Average Depth at Peak Storage= 0.76' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.45 cfs 24.0" Diameter Pipe, n= 0.013 Length= 208.0' Slope= 0.0082 T Inlet Invert= 181.99', Outlet Invert= 180.29' 0 Reach 104R: 24" RCP Hydrograph Inflow 6.23 cfs ❑Outflow - Inflow Area=700,706 sf 6 Avg. Depth=0.76' 5 Max Vel=5.71 fps D=24.0" H 4 n=0.013 LL 3 L=208.0' S=0.0082 '/' 2 1 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 58 Summary for Reach 105R: 24" RCP Inflow Area = 811,972 sf, 63.90% Impervious, Inflow Depth > 2.60" for 25-YR event Inflow = 8.05 cfs @ 8.01 hrs, Volume= 175,929 cf Outflow = 8.04 cfs @ 8.01 hrs, Volume= 175,915 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Max. Velocity= 5.87 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.81 fps, Avg. Travel Time= 0.2 min Peak Storage= 51 cf @ 8.01 hrs, Average Depth at Peak Storage= 0.90' Bank-Full Depth= 2.00', Capacity at Bank-Full= 19.33 cfs 24.0" Diameter Pipe, n= 0.013 Length= 37.0' Slope= 0.0073 T Inlet Invert= 180.29', Outlet Invert= 180.02' 0 Reach 105R: 24" RCP Hydrograph 9_ �r Inflow 8.04 cfs Inflow Area=811 ,972 sf ❑Outflow s 7 Avg. Depth=0.90' Max Vel=5.87 fps 6 D=24.0" 5 n=0.013 LL 4 I L=37.0' 3 S=0.0073 T 2 1- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 59 Summary for Reach 106R: 24" RCP Inflow Area = 813,783 sf, 63.98% Impervious, Inflow Depth > 2.60" for 25-YR event Inflow = 8.08 cfs @ 8.01 hrs, Volume= 176,468 cf Outflow = 8.07 cfs @ 8.01 hrs, Volume= 176,426 cf, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 6.07 fps, Min. Travel Time= 0.3 min Avg. Velocity = 3.94 fps, Avg. Travel Time= 0.5 min Peak Storage= 150 cf @ 8.01 hrs, Average Depth at Peak Storage= 0.88' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.19 cfs 24.0" Diameter Pipe, n= 0.013 Length= 113.0' Slope= 0.00807 Inlet Invert= 179.99', Outlet Invert= 179.09' 0 Reach 106R: 24" RCP Hydrograph [�Inflow 9 Rs ❑Outflow 8.07 cfs,," - Inflow Area=8137 783 sf 8 � 7 Avg. Depth=0.88' Max Vel=6.07 fps D=24.0" " 5 n=0.013 4 L=113.0' 3 S=0.0080 T 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 60 Summary for Reach 107R: 24" RCP Inflow Area = 813,783 sf, 63.98% Impervious, Inflow Depth > 2.60" for 25-YR event Inflow = 8.07 cfs @ 8.01 hrs, Volume= 176,426 cf Outflow = 8.05 cfs @ 8.02 hrs, Volume= 176,324 cf, Atten= 0%, Lag= 0.8 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 6.07 fps, Min. Travel Time= 0.8 min Avg. Velocity = 3.95 fps, Avg. Travel Time= 1.2 min Peak Storage= 364 cf @ 8.02 hrs, Average Depth at Peak Storage= 0.88' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.23 cfs 24.0" Diameter Pipe, n= 0.013 Length= 275.0' Slope= 0.00807' Inlet Invert= 178.89', Outlet Invert= 176.69' 0 Reach 107R: 24" RCP Hydrograph 9F13-1 nf—1.7 ❑Outflow 8 8.05 cfs Inflow Area=813,783 sf Avg. Depth=0.88' 7 Max Vel=6.07 fps 6 D=24.0" " 5 n=0.013 LL 4 j L=275.0' 3 S=0.0080 '/' 2 1 0 0 1 2 3 4 5 1 6 7 1 8 1 9 1 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 61 Summary for Reach 11 OR: 30" RCP Inflow Area = 2,297,575 sf, 54.79% Impervious, Inflow Depth > 2.73" for 25-YR event Inflow = 31.21 cfs @ 7.98 hrs, Volume= 522,836 cf Outflow = 31.17 cfs @ 7.98 hrs, Volume= 522,705 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 8.15 fps, Min. Travel Time= 0.3 min Avg. Velocity = 5.17 fps, Avg. Travel Time= 0.5 min Peak Storage= 642 cf @ 7.98 hrs, Average Depth at Peak Storage= 1.82' Bank-Full Depth= 2.50', Capacity at Bank-Full= 35.52 cfs 30.0" Diameter Pipe, n= 0.013 Length= 168.0' Slope= 0.0075 T Inlet Invert= 175.12', Outlet Invert= 173.86' 0 Reach 11 OR: 30" RCP Hydrograph 3_1_2.trl ® Inflow 34 31.17 cfs ❑outflow 32 Inflow Area=2,297,575 sf 30Avg. Depth=1.82' 28- 26 Max Vel=8.15 fps 24 D=30.0" 22 7 20 n=0.013 U g 16 L=168.0' ,4 FL S=0.0075 T 12 Capacity=35.52 cfs 10 8 6- 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 63 Pond 1 P: WQ Extended Dry Basin Hydrograph F Inflow F6-7-8—c—fs-1 10 Primary 7r Inflow Area=384,927 sf Peak Elev=189.24' 6 Storage=35,337 cf 5 N 4 0 LL 3 2.72 cfs 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 7676 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 64 Summary for Pond 2R: STM MH AO Inflow Area = 324,209 sf, 80.25% Impervious, Inflow Depth > 3.32" for 25-YR event Inflow = 6.13 cfs @ 7.91 hrs, Volume= 89,763 cf Outflow = 6.13 cfs @ 7.91 hrs, Volume= 89,763 cf, Atten= 0%, Lag= 0.0 min Primary = 6.13 cfs @ 7.91 hrs, Volume= 89,763 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/3 Peak Elev= 189.51' @ 8.01 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 64.1' long Culvert Ke= 0.500 Outlet Invert= 186.73' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=6.13 cfs @ 7.91 hrs HW=189.41' TW=188.89' (Dynamic Tailwater) Ll=Culvert (Inlet Controls 6.13 cfs @ 3.47 fps) Pond 2R: STM MH AO Hydrograph Ci Inflow 0 Primary 6.13 cfs Inflow Area=324,209 sf 6 �1 Peak Elev=189.51' 5l 18.0" x 64.1' Culvert a N 4- U 0 3 LL 2 /l y 1 0 0 1 2 3 4 5 6 1 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 65 Summary for Pond 3R: STM MH Al Inflow Area = 129,487 sf, 80.41% Impervious, Inflow Depth > 3.33" for 25-YR event Inflow = 2.45 cfs @ 7.91 hrs, Volume= 35,881 cf Outflow = 2.45 cfs @ 7.91 hrs, Volume= 35,881 cf, Atten= 0%, Lag= 0.0 min Primary = 2.45 cfs @ 7.91 hrs, Volume= 35,881 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.68' @ 8.00 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.38' 15.0" x 47.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.45 cfs @ 7.91 hrs HW=189.58' TW=189.41' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 2.45 cfs @ 2.00 fps) Pond 3R: STM MH Al Hydrograph FO-11—flow--i ❑Primary 2.45 cfs Inflow Area=129,487 sf Peak Elev=189.68' 2 15.0" x 47.4' Culvert U v i 3 0 LL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 1777'17 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 66 Summary for Pond 4R: STM MH A2 Inflow Area = 126,847 sf, 80.00% Impervious, Inflow Depth > 3.32" for 25-YR event Inflow = 2.40 cfs @ 7.91 hrs, Volume= 35,076 cf Outflow = 2.40 cfs @ 7.91 hrs, Volume= 35,076 cf, Atten= 0%, Lag= 0.0 min Primary = 2.40 cfs @ 7.91 hrs, Volume= 35,076 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.77' @ 7.99 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.74' 15.0" x 41.0' long Culvert Ke= 0.500 Outlet Invert= 187.58' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.77 cfs @ 7.91 hrs HW=189.67' TW=189.58' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.77 cfs @ 1.44 fps) Pond 4R: STM MH A2 Hydrograph Inflow Primary 2.40 cfs Inflow Area=126,847 sf Peak Elev=189.77' 2 15.0" x 41 .0' Culvert V r 3 O LL 1 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD08 50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 67 Summary for Pond 5R: STM MH A3 Inflow Area = 117,778 sf, 79.81% Impervious, Inflow Depth > 3.31" for 25-YR event Inflow = 2.22 cfs @ 7.91 hrs, Volume= 32,536 cf Outflow = 2.22 cfs @ 7.91 hrs, Volume= 32,536 cf, Atten= 0%, Lag= 0.0 min Primary = 2.22 cfs @ 7.91 hrs, Volume= 32,536 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.07' @ 8.00 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.66' 15.0" x 181.1' long Culvert Ke= 0.500 Outlet Invert= 187.94' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.20 cfs @ 7.91 hrs HW=189.99' TW=189.67' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.20 cfs @ 2.09 fps) Pond 5R: STM MH A3 Hydrograph ❑ Inflow ❑ Primary 2.22 cfs Inflow Area=117,778 sf 2 Peak Elev=190.07' 15.0" x 181 .1 ' Culvert LL 0 0 1 2 3 4 5 6 7 '89 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 68 Summary for Pond 6R: STM MH A4 Inflow Area = 39,942 sf, 97.07% Impervious, Inflow Depth > 3.61" for 25-YR event Inflow = 0.83 cfs @ 7.90 hrs, Volume= 12,013 cf Outflow = 0.83 cfs @ 7.90 hrs, Volume= 12,013 cf, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 7.90 hrs, Volume= 12,013 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.18' @ 8.00 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.23' 12.0" x 93.5' long Culvert Ke= 0.500 Outlet Invert= 188.86' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.82 cfs @ 7.90 hrs HW=190.11' TW=189.98' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.82 cfs @ 1.49 fps) Pond 6R: STM MH A4 Hydrograph F0_1 n—fI—. 0.9 [IPrimary 0.83 cfs 0.85 Inflow Area=39,942 sf 0,758 Peak Elev=190.18' 065 12.0" x 93.5' Culvert 0,6- 0.55-' N 1 05 0.45 0 E 0.4 0.35 0,3-- 0.25-1 0,2- 0.15: 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 '26-21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 69 Summary for Pond 7R: STM MH A5 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf Outflow = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.59' @ 7.98 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.18' 12.0" x 188.4' long Culvert Ke= 0.500 Outlet Invert= 189.43' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.32 cfs @ 7.90 hrs HW=190.58' TW=190.11' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.32 cfs @ 1.63 fps) Pond 7R: STM MH A5 Hydrograph p Inflow 0.36- 0.34 ❑Primary 0.33 cfs Inflow Area=15,840 sf °03 Peak Elev=190.59' o:z6 12.0" x 188.4' Culvert 0.24 0.22- N 0.2- 3 0.18 _o LL 0.16 0.14- 0.12- 0.08--' .140.120.08 0.06 0.04. 0.02- 0- 0 1 2 3 4"'' 77 7 8 9 10 11 '17'17777 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 70 Summary for Pond 1OR: STM MH 131 Inflow Area = 171,393 sf, 79.91% Impervious, Inflow Depth > 3.32" for 25-YR event Inflow = 3.24 cfs @ 7.91 hrs, Volume= 47,372 cf Outflow = 3.24 cfs @ 7.91 hrs, Volume= 47,372 cf, Atten= 0%, Lag= 0.0 min Primary = 3.24 cfs @ 7.91 hrs, Volume= 47,372 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.04' @ 7.99 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=3.23 cfs @ 7.91 hrs HW=189.95' TW=189.41' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 3.23 cfs @ 2.63 fps) Pond 10R: STM MH 131 Hydrograph Inflow 0 Primary 3.24 cfs Inflow Area=171 ,393 sf 3 Peak Elev=190.04' 15.0" x 153.1' Culvert N 2 U 3 O LL 1 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 71 Summary for Pond 11 R: STM MH B2 Inflow Area = 117,024 sf, 73.10% Impervious, Inflow Depth > 3.20" for 25-YR event Inflow = 2.12 cfs @ 7.91 hrs, Volume= 31,212 cf Outflow = 2.12 cfs @ 7.91 hrs, Volume= 31,212 cf, Atten= 0%, Lag= 0.0 min Primary = 2.12 cfs @ 7.91 hrs, Volume= 31,212 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.88' @ 7.98 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.03 cfs @ 7.91 hrs HW=190.79' TW=189.96' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.03 cfs @ 2.59 fps) Pond 11 R: STM MH B2 Hydrograph FE-31 nflow El Primary 2.12 cfs Inflow Area=117,024 sf 2 Peak Elev=190.88' 12.0" x 208.1 ' Culvert N � 3 ' O U. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 72 Summary for Pond 12R: STM MH B3 Inflow Area = 97,202 sf, 68.09% Impervious, Inflow Depth > 3.12" for 25-YR event Inflow = 1.71 cfs @ 7.92 hrs, Volume= 25,234 cf Outflow = 1.71 cfs @ 7.92 hrs, Volume= 25,234 cf, Atten= 0%, Lag= 0.0 min Primary = 1.71 cfs @ 7.92 hrs, Volume= 25,234 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.08' @ 7.98 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.69 cfs @ 7.92 hrs HW=191.00' TW=190.80' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.69 cfs @ 2.15 fps) Pond 12R: STM MH B3 Hydrograph []Inflow ❑ Primary 1.71 cfs Inflow Area=97,202 sf Peak Elev=191 .08' 12.0" x 30.8' Culvert 3 0 LL 0 777,11 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 73 Summary for Pond 13R: STM MH B4 Inflow Area = 85,140 sf, 65.88% Impervious, Inflow Depth > 3.08" for 25-YR event Inflow = 1.48 cfs @ 7.92 hrs, Volume= 21,835 cf Outflow = 1.48 cfs @ 7.92 hrs, Volume= 21,835 cf, Atten= 0%, Lag= 0.0 min Primary = 1.48 cfs @ 7.92 hrs, Volume= 21,835 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.40' @ 7.98 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.47 cfs @ 7.92 hrs HW=191.31' TW=191.00' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.47 cfs @ 1.87 fps) Pond 13R: STM MH B4 Hydrograph ®Inflow ❑Primary 1.48 cfs Inflow Area=85,140 sf Peak Elev=191 .40' 12.0" x 132.9' Culvert 1 N U 3 0 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 74 Summary for Pond 14R: STM MH B5 Inflow Area = 70,058 sf, 62.05% Impervious, Inflow Depth > 3.01" for 25-YR event Inflow = 1.19 cfs @ 7.92 hrs, Volume= 17,586 cf Outflow = 1.19 cfs @ 7.92 hrs, Volume= 17,586 cf, Atten= 0%, Lag= 0.0 min Primary = 1.19 cfs @ 7.92 hrs, Volume= 17,586 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.59' @ 7.99 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.98 cfs @ 7.92 hrs HW=191.52' TW=191.31' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.98 cfs @ 1.67 fps) Pond 14R: STM MH B5 Hydrograph ❑ Inflow ❑Primary 1.19 cfs Inflow Area=70,058 sf Peak Elev=191 .59' 12.0" x 127.7' Culvert N U 3 O LL 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD08 50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 75 Summary for Pond 15R: STM MH B6 Inflow Area = 62,138 sf, 57.21% Impervious, Inflow Depth > 2.93" for 25-YR event Inflow = 1.02 cfs @ 7.92 hrs, Volume= 15,171 cf Outflow = 1.02 cfs @ 7.92 hrs, Volume= 15,171 cf, Atten= 0%, Lag= 0.0 min Primary = 1.02 cfs @ 7.92 hrs, Volume= 15,171 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.74' @ 7.99 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.00 cfs @ 7.92 hrs HW=191.69' TW=191.52' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.00 cfs @ 2.10 fps) Pond 15R: STM MH B6 Hydrograph — ❑Inflow ❑ Primary 1.02 cfs Inflow Area=62,138 sf Peak Elev=191 .74' 12.0" x 30.6' Culvert N U 3 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 76 Summary for Pond 16R: STM MH B7 Inflow Area = 56,858 sf, 53.24% Impervious, Inflow Depth > 2.86" for 25-YR event Inflow = 0.91 cfs @ 7.93 hrs, Volume= 13,561 cf Outflow = 0.91 cfs @ 7.93 hrs, Volume= 13,561 cf, Atten= 0%, Lag= 0.0 min Primary = 0.91 cfs @ 7.93 hrs, Volume= 13,561 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 192.05' @ 7.99 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.39' 12.0" x 69.6' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.90 cfs @ 7.93 hrs HW=192.03' TW=191.69' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.90 cfs @ 2.42 fps) Pond 16R: STM MH B7 Hydrograph ❑ Inflow 1 0.91 cfs Inflow Area=56,858 sf ❑Primary Peak Elev=192.05' 12.0" x 69.6' Culvert N U 3 O LL O 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 (D2007 HydroCAD Software Solutions LLC Page 77 Summary for Pond 17R: STM MH C1 Inflow Area = 46,449 sf, 93.64% Impervious, Inflow Depth > 3.55" for 25-YR event Inflow = 0.95 cfs @ 7.90 hrs, Volume= 13,744 cf Outflow = 0.95 cfs @ 7.90 hrs, Volume= 13,744 cf, Atten= 0%, Lag= 0.0 min Primary = 0.95 cfs @ 7.90 hrs, Volume= 13,744 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.04' @ 7.99 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.19' 12.0" x 46.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @7.90 hrs HW=189.93' TW=189.94' (Dynamic Tailwater) 't-1=Culvert ( Controls 0.00 cfs) Pond 17R: STM MH C1 Hydrograph ❑ Inflow ❑Primary 1 0.95 cfs Inflow Area=46,449 sf Peak Elev=190.04' 12.0" x 46.1' Culvert fp V 3 0 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 78 Summary for Pond 18R: STM MH C2 Inflow Area = 23,760 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.50 cfs @ 7.90 hrs, Volume= 7,245 cf Outflow = 0.50 cfs @ 7.90 hrs, Volume= 7,245 cf, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 7.90 hrs, Volume= 7,245 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.10' @ 8.00 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 189.06' 12.0" x 170.7' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.46 cfs @ 7.90 hrs HW=189.98' TW=189.93' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.46 cfs @ 0.80 fps) Pond 18R: STM MH C2 Hydrograph E1 Inflow 0.55 1' ❑Primary 0.50 cfs o.s Inflow Area=23,760 sf 0.45- Peak Elev=190.10' 0.4 12.0" x 170.7' Culvert 0.35- 03- 0.25 5030.25 LL 0.2 0.15 0.1 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 79 Summary for Pond 19R: STM MH D1 Inflow Area = 12,442 sf, 80.22% Impervious, Inflow Depth > 3.32" for 25-YR event Inflow = 0.24 cfs @ 7.91 hrs, Volume= 3,444 cf Outflow = 0.24 cfs @ 7.91 hrs, Volume= 3,444 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.91 hrs, Volume= 3,444 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 192.29' @ 7.91 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.91 hrs HW=192.29' TW=191.29' (Dynamic Tailwater) 't-11=Culvert (Barrel Controls 0.24 cfs @ 2.27 fps) Pond 19R: STM MH D1 Hydrograph F0_1-nf I-w 0.26 ❑ Primary 0,24 0.24 cfs Inflow Area=12,442 sf 0.22 Peak Elev=192.29' 0.2 12.0" 0.18 x 57.3' Culvert 0.16- 0.14- 0 .160.140 0.12- 0 0.1- 0,08- 006 .10.08006 0.04- 002 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 80 Summary for Pond 20R: STM MH F1 Inflow Area = 28,004 sf, 70.39% Impervious, Inflow Depth > 3.15" for 25-YR event Inflow = 0.50 cfs @ 7.91 hrs, Volume= 7,361 cf Outflow = 0.50 cfs @ 7.91 hrs, Volume= 7,361 cf, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 7.91 hrs, Volume= 7,361 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.13' @ 8.00 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.2' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.50 cfs @ 7.91 hrs HW=190.07' TW=190.00' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.50 cfs @ 1.07 fps) Pond 20R: STM MH F1 Hydrograph F11-1 n f I_.. 0,550 Primary 0.50 cfs Inflow Area=28,004 sf 0.5 0.45 Peak Elev=190.13' 0.4 12.011 x 95.2' Culvert 0.35 LN v 0.3 3 0.25 0.2 0.15- 0.1- 0.05 .150.10.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 81 Summary for Pond 21 R: STM MH F2 Inflow Area = 17,758 sf, 64.74% Impervious, Inflow Depth > 3.06" for 25-YR event Inflow = 0.31 cfs @ 7.92 hrs, Volume= 4,525 cf Outflow = 0.31 cfs @ 7.92 hrs, Volume= 4,525 cf, Atten= 0%, Lag= 0.0 min Primary = 0.31 cfs @ 7.92 hrs, Volume= 4,525 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.17' @ 8.00 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 40.4' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0050 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.92 hrs HW=190.14' TW=190.08' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.24 cfs @ 1.10 fps) Pond 21 R: STM MH F2 Hydrograph ❑ Inflow 0.34 1❑Primary 0.32 0.31 cfs Inflow Area=17,758 sf 0.3 0.28 . Peak Elev=190.17' 0.24 12.0" x 40.4' Culvert 0.22 .- 0.2 y 0.18 0 0.16 014- 012 0.1 008 0.06 0.04 0.02 0 0 1 2 3 4 1 5 1 6 1 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 82 Summary for Pond 23R: STM MH E1 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Outflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.21' @ 8.00 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.62' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 189.44' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.30 cfs @ 7.90 hrs HW=190.16' TW=190.11' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.30 cfs @ 0.99 fps) Pond 23R: STM MH E1 Hydrograph f ❑ Inflow 0.42 1 ❑ Primary 0.4 0.39 cfs Inflow Area=18,480 sf 0.38 0.36_ Peak Elev=190.21' 0.34 0.32 12.0" x 46.0' Culvert 0.3 0.28 0.26 0.24- 0.2- LL .240.2LL 0.18- 0.16- 0.14-: .180.160.14 0.12 0.1 0.08-. 0.06 0.04 0.02 0 0 1 2 3 1 4 1 5 1 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8 50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 83 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Outflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.28' @ 8.01 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 190.01' 12.0" x 48.4' long Culvert Ke= 0.500 Outlet Invert= 189.82' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.11 cfs @ 7.90 hrs HW=190.26' TW=190.16' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.11 cfs @ 1.05 fps) Pond 24R: STM MH E2 Hydrograph ❑ Inflow 0,121 Primary 0111 0.11 cfs Inflow Area=5,280 sf 005 Peak Elev=190.28' 0.095 0.09 12.0" x 48.4' Culvert 0 085 0.08 0.075 H 0.07 0 065 3 0.06 if:0.055 0.05 0.045 0.04 0 035 0.03 0.025 0.02 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type 1A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 84 Summary for Pond 108R: 24" RCP Inflow Area = 2,206,685 sf, 54.37% Impervious, Inflow Depth > 2.72" for 25-YR event Inflow = 29.64 cfs @ 7.98 hrs, Volume= 499,639 cf Outflow = 29.64 cfs @ 7.98 hrs, Volume= 499,639 cf, Atten= 0%, Lag= 0.0 min Primary = 29.64 cfs @ 7.98 hrs, Volume= 499,639 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 184.96' @ 7.98 hrs Flood Elev= 179.50' Device Routing Invert Outlet Devices #1 Primary 176.49' 24.0" x 40.0' long Culvert Square-edged headwall, Ke= 0.500 Outlet Invert= 176.17' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=29.41 cfs @ 7.98 hrs HW=184.83' TW=181.05' (Dynamic Tailwater) L1=Culvert (Inlet Controls 29.41 cfs @ 9.36 fps) Pond 108R: 24" RCP Hydrograph ❑Inflow 32- 29.64 cfs ❑Primary 30 Inflow Area=2,206,685 sf 26 Peak Elev=184.96' 26 24-:: I 24.0" x 40.0' Culvert 22- 20-- "Z6 2206 18 16 _O LL 14 12 10 8- 6 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 77-177 4 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED, MIXED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Engineering & Forestry (PAS) Printed 9/29/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 85 Summary for Pond 109R: 24" CMP Inflow Area = 2,283,566 sf, 54.62% Impervious, Inflow Depth > 2.73" for 25-YR event Inflow = 30.94 cfs @ 7.98 hrs, Volume= 518,936 cf Outflow = 30.94 cfs @ 7.98 hrs, Volume= 518,936 cf, Atten= 0%, Lag= 0.0 min Primary = 30.94 cfs @ 7.98 hrs, Volume= 518,936 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 181.12' @ 7.98 hrs Device Routing Invert Outlet Devices #1 Primary 175.54' 24.0" x 30.0' long Culvert Square-edged headwall, Ke= 0.500 Outlet Invert= 175.32' S= 0.0073 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=30.70 cfs @ 7.98 hrs HW=181.05' TW=176.93' (Dynamic Tailwater) L1=Culvert (Inlet Controls 30.70 cfs @ 9.77 fps) Pond 109R: 24" CMP Hydrograph 34 F13-1 nflow ❑Primary 32 30.94 cfs Inflow Area=2,283,566 sf 30 28 Peak Elev=181 .12' 28 26 24.0" x 30.0' Culvert 24 22 w 20 18 0 16 LL 14 12- 10-: 8 6- 4- 2 42 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 39 Pond 1 P: WQ Extended Dry Basin Hydrograph 73.8-9c_fs ❑Inflow ❑Primary 4 Inflow Area=401 ,145 sf Peak Elev=189.23' 3 Storage=29,366 cf fq U 3 0 2 LL 1 0.72 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2R: STM MH AO Inflow Area = 344,756 sf, 69.07% Impervious, Inflow Depth > 1.84" for 2-YR event Inflow = 3.56 cfs @ 7.92 hrs, Volume= 52,856 cf Outflow = 3.56 cfs @ 7.92 hrs, Volume= 52,856 cf, Atten= 0%, Lag= 0.0 min Primary = 3.56 cfs @ 7.92 hrs, Volume= 52,856 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/3 Peak Elev= 189.24' @ 12.55 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 60.7' long Culvert Ke= 0.500 Outlet Invert= 186.60' S= 0.0064 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=3.56 cfs @ 7.92 hrs HW=188.42' TW=188.16' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 3.56 cfs @ 2.64 fps) Pond 2R: STM MH AO Hydrograph ❑ Inflow [I Primary 3.56 cfsk Inflow Area=344,756 sf f. Peak Elev=189.24' 3 i 18.0" x 60.7' Culvert N I .�,. 2 r" 3 ?�: 0 U. ^? l 6 0__. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 41 Summary for Pond 3R: STM MH Al Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 1.85" for 2-YR event Inflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Outflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.24' @ 12.54 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.41' 15.0" x 54.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.26 cfs @ 7.92 hrs HW=188.50' TW=188.41' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.26 cfs @ 1.48 fps) Pond 3R: STM MH Al Hydrograph [; Inflow Q Primary 1.26 cfs Inflow Area=121 ,227 sf Peak Elev=189.24' 1 15.0" x 54.4' Culvert N U O LL J 0 0 1 2 3 4 5 6 7 8 9 7771 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 42 Summary for Pond 4R: STM MH A2 Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 1.85" for 2-YR event Inflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Outflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.24' @ 12.54 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.73' 15.0" x 30.5' long Culvert Ke= 0.500 Outlet Invert= 187.61' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.08 cfs @ 7.92 hrs HW=188.60' TW=188.50' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.08 cfs @ 1.68 fps) Pond 4R: STM MH A2 Hydrograph ❑Inflow ❑Primary 1.26 cfs Inflow Area=121 ,227 sf Peak Elev=189.24' 1 15.0" x 30.5' Culvert N U 3 O LL r 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 43 Summary for Pond 5R: STM MH A3 Inflow Area = 118,587 sf, 69.24% Impervious, Inflow Depth > 1.84" for 2-YR event Inflow = 1.23 cfs @ 7.92 hrs, Volume= 18,204 cf Outflow = 1.23 cfs @ 7.92 hrs, Volume= 18,204 cf, Atten= 0%, Lag= 0.0 min Primary = 1.23 cfs @ 7.92 hrs, Volume= 18,204 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.40' @ 7.98 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.73' 15.0" x 200.7' long Culvert Ke= 0.500 Outlet Invert= 187.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.22 cfs @ 7.92 hrs HW=189.40' TW=188.60' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.22 cfs @ 2.67 fps) Pond 5R: STM MH A3 Hydrograph Inflow _1 ❑ Primary 1.23 cfs Inflow Area=118,587 sf Peak Elev=189.40' 15.0" x 200.7' Culvert N U 1 O LL l 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 44 Summary for Pond 6R: STM MH A4 Inflow Area = 31,680 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.42 cfs @ 7.90 hrs, Volume= 5,984 cf Outflow = 0.42 cfs @ 7.90 hrs, Volume= 5,984 cf, Atten= 0%, Lag= 0.0 min Primary = 0.42 cfs @ 7.90 hrs, Volume= 5,984 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/3 Peak Elev= 189.66' @ 7.93 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.22' 12.0" x 71.4' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.42 cfs @ 7.90 hrs HW=189.66' TW=189.40' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.42 cfs @ 1.86 fps) Pond 6R: STM MH A4 Hydrograph p Inflow 0.46, ❑Primary 0.440.42 cfs 0.42 1Inflow Area=31 ,680-sf 0.4 0.38 Peak Elev=189.66' 0.36 0.34 12.0" x 71 .4' Culvert 0.32 0.3 0.28 w 0.26 0.24 _0 0.22 LL 0.2 0.18 0.16 0.14 0.12 0.1 0.08 .,. 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 45 Summary for Pond 7R: STM MH A5 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Outflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.82' @ 7.91 hrs Flood Elev= 194.59' Device Routing Invert Outlet Devices #1 Primary 189.52' 12.0" x 25.4' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.90 hrs HW=189.82' TW=189.66' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.24 cfs @ 1.80 fps) Pond 7R: STM MH A5 Hydrograph _5_1 Tf 1--w ❑Primary _ 0.26 0.24 cfs Inflow Area=18,480 sf 0.24 0.22 Peak Elev=189.82' 0.2 12.0 x 25.4' Culvert 0.18 0.16 t6 N / 0.14 3 O LL 0.12- 0.1- 0.08- 0.06 .120.10.080.06 i 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 46 Summary for Pond 8R: STM MH A6 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Outflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.70' @ 7.90 hrs Flood Elev= 196.04' _Device Routing Invert Outlet Devices #1 Primary 190.40' 12.0" x 170.9' long Culvert Ke= 0.500 Outlet Invert= 189.72' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.90 hrs HW=190.70' TW=189.82' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.24 cfs @ 1.87 fps) Pond 8R: STM MH A6 Hydrograph Inflow 0.26 0.24 cfs ❑ Primary 0.24 Inflow Area=18,480 sf 0.22 Peak Elev=190.70' 0.2 ;; 12.0" x 170.9' Culvert 0.18 0.16- N 0.14 3 0 LL 0.12 0.1- 0.08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type lA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 47 Summary for Pond 1OR: STM MH 131 Inflow Area = 177,416 sf, 72.84% Impervious, Inflow Depth > 1.89" for 2-YR event Inflow = 1.89 cfs @ 7.92 hrs, Volume= 27,969 cf Outflow = 1.89 cfs @ 7.92 hrs, Volume= 27,969 cf, Atten= 0%, Lag= 0.0 min Primary = 1.89 cfs @ 7.92 hrs, Volume= 27,969 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.24' @ 12.53 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.89 cfs @ 7.92 hrs HW=188.82' TW=188.41' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.89 cfs @ 2.40 fps) Pond 10R: STM MH B1 Hydrograph ❑Inflow ❑ Primary 2 1.89 cfs Inflow Area=177,416 sf Peak Elev=189.24' 15.0" x 153.1' Culvert N V 0 1 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD08 50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 48 Summary for Pond 11 R: STM MH B2 Inflow Area = 111,414 sf, 74.91% Impervious, Inflow Depth > 1.92" for 2-YR event Inflow = 1.21 cfs @ 7.92 hrs, Volume= 17,831 cf Outflow = 1.21 cfs @ 7.92 hrs, Volume= 17,831 cf, Atten= 0%, Lag= 0.0 min Primary = 1.21 cfs @ 7.92 hrs, Volume= 17,831 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.59' @ 7.95 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.20 cfs @ 7.92 hrs HW=189.59' TW=188.82' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 1.20 cfs @ 2.59 fps) Pond 11 R: STM MH B2 Hydrograph F-1 nflow 91 r Primary 1.21 cfs Inflow Area=111 ,414 sf Peak Elev=189.59' 1 12.0" x 208.1' Culvert 'I I N U 3 O LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 7777 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 49 Summary for Pond 12R: STM MH B3 Inflow Area = 91,884 sf, 69.95% Impervious, Inflow Depth > 1.85" for 2-YR event Inflow = 0.96 cfs @ 7.92 hrs, Volume= 14,181 cf Outflow = 0.96 cfs @ 7.92 hrs, Volume= 14,181 cf, Atten= 0%, Lag= 0.0 min Primary = 0.96 cfs @ 7.92 hrs, Volume= 14,181 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.82' @ 7.94 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.95 cfs @ 7.92 hrs HW=189.82' TW=189.59' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.95 cfs @ 2.43 fps) Pond 12R: STM MH B3 Hydrograph ❑Inflow [:1 Primary 1 0.96 cfs Inflow Area=91 ,884 sf Peak Elev=189.82' ,I 12.0" x 30.8' Culvert U 3 0 LL 0 wl ................. .....0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) �1 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 50 Summary for Pond 13R: STM MH B4 Inflow Area = 80,683 sf, 66.88% Impervious, Inflow Depth > 1.81" for 2-YR event Inflow = 0.82 cfs @ 7.92 hrs, Volume= 12,167 cf Outflow = 0.82 cfs @ 7.92 hrs, Volume= 12,167 cf, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 7.92 hrs, Volume= 12,167 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.45' @ 7.93 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.82 cfs @ 7.92 hrs HW=190.45' TW=189.82' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.82 cfs @ 2.54 fps) Pond 13R: STM MH B4 Hydrograph 0 9 Lx Inflow 0.85 0.$2 cfs, ❑Primary 08 Inflow Area=80,683 sf 0.75-. Peak Elev=190.45' 0.7 0.65 12.0 x 132.9' Culvert 0.6 _ 0.55 0.5 3 0.45 0 LL 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 12 13 14 0 1 2 3 4 5 6 7 8 9 10 11 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type 1A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 51 Summary for Pond 14R: STM MH B5 Inflow Area = 64,723 sf, 63.61% Impervious, Inflow Depth > 1.76" for 2-YR event Inflow = 0.64 cfs @ 7.93 hrs, Volume= 9,517 cf Outflow = 0.64 cfs @ 7.93 hrs, Volume= 9,517 cf, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 7.93 hrs, Volume= 9,517 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.08' @ 7.93 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.63 cfs @ 7.93 hrs HW=191.08' TW=190.45' (Dynamic Tailwater) Ll=Culvert (Outlet Controls 0.63 cfs @ 2.43 fps) Pond 14R: STM MH B5 Hydrograph G Inflow 0.7 ❑Primary 0.65 0.64 cfs Inflow Area=64,723 sf 0.6 Peak Elev=191 .08' 0.55 - - - - --- 0.5 1-2.a" x 127.7' Culver# 0.45 w 0.4 `u 3 0.35 0 U. 0.3 0.25- 0.2- 0.15- 0.1- 0.05- 0 .250.20.15- 0.10.050 0 1 2 3 4 5 6 7 1 8 9 1 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 92007 HydroCAD Software Solutions LLC Page 52 Summary for Pond 15R: STM MH B6 Inflow Area = 54,163 sf, 56.52% Impervious, Inflow Depth > 1.67" for 2-YR event Inflow = 0.50 cfs @ 7.93 hrs, Volume= 7,522 cf Outflow = 0.50 cfs @ 7.93 hrs, Volume= 7,522 cf, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 7.93 hrs, Volume= 7,522 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.34' @ 7.93 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.50 cfs @ 7.93 hrs HW=191.34' TW=191.08' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.50 cfs @ 2.23 fps) Pond 15R: STM MH 136 Hydrograph 0.55 D Inflow Primary 0.5 0.50 cfs Inflow Area=54,163 sf 0.45 Peak Elev=191 .34' 0.4 12.0" x 30.6' Culvert 0.35 N v 0.3 of LL 0.25 0.2 0.15 0.1 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 '1'1-72 13 14 15 16 17 18 7727772'2 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 53 Summary for Pond 16R: STM MH 137 Inflow Area = 48,883 sf, 51.82% Impervious, Inflow Depth > 1.60" for 2-YR event Inflow = 0.43 cfs @ 7.94 hrs, Volume= 6,525 cf Outflow = 0.43 cfs @ 7.94 hrs, Volume= 6,525 cf, Atten= 0%, Lag= 0.0 min Primary = 0.43 cfs @ 7.94 hrs, Volume= 6,525 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.85' @ 7.94 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.45' 12.0" x 83.8' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0041 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.43 cfs @ 7.94 hrs HW=191.85' TW=191.34' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.43 cfs @ 2.18 fps) Pond 16R: STM MH 137 Hydrograph `l Inflow 0.46 ElPrimary 0.44- 0.43 cfs Inflow Area=48 883 sf 0.42 °.4 0.38 Peak Elev=191 .85' 0.36 12.0" 0.34 x 83.8' Culvert ' 0.32 0.3 a 0.28 u 0.26 0.24 0 0.22 LL 0.2- 0.18- 0.16- 0.14 0.12 0.1 l 0.08- 0.06 .08-0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 Q2007 HydroCAD Software Solutions LLC Page 54 Summary for Pond 17R: STM MH C1 Inflow Area = 55,442 sf, 63.49% Impervious, Inflow Depth > 1.76" for 2-YR event Inflow = 0.54 cfs @ 7.93 hrs, Volume= 8,144 cf Outflow = 0.54 cfs @ 7.93 hrs, Volume= 8,144 cf, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 7.93 hrs, Volume= 8,144 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.25' @ 12.53 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.18' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.47 cfs @ 7.93 hrs HW=188.88' TW=188.82' (Dynamic Tailwater) L-1=Culvert (Outlet Controls 0.47 cfs @ 1.12 fps) Pond 17R: STM MH C1 Hydrograph ❑Inflow 0.6- ❑Primary 0.55: 0.54 cfs Inflow Area=55,442 sf 0.5 Peak Elev=189.25' 0.45 12.0" x 46.0' Culvert 0.4- 0.35- 0.3, .4-0.350.3 _o U. 0.25 r'> 0.2- 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 55 Summary for Pond 18R: STM MH C2 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf Outflow = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.66' @ 7.90 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 191.44' 12.0" x 136.0' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0225 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.21 cfs @ 7.90 hrs HW=191.66' TW=188.87' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.21 cfs @ 1.61 fps) Pond 18R: STM MH C2 Hydrograph FIT-nf I o-. 0.23 ❑Primary 0.22 0.21 cfs Inflow Area=15,840 sf 0.21 0.2 0.19 Peak Elev=191 .66' 0.18 0.17 12.0" x 136.0' Culvert 0.16 0,15- 014 0.13 0.12 0 0.11 LL 0.1- 009- 008 .1009008 0.07 0.06. 0.05 0.04 003. 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 56 Summary for Pond 19R: STM MH D1 Inflow Area = 13,320 sf, 76.18% Impervious, Inflow Depth > 1.94" for 2-YR event Inflow = 0.15 cfs @ 7.92 hrs, Volume= 2,151 cf Outflow = 0.15 cfs @ 7.92 hrs, Volume= 2,151 cf, Atten= 0%, Lag= 0.0 min Primary = 0.15 cfs @ 7.92 hrs, Volume= 2,151 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 192.24' @ 7.92 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.15 cfs @ 7.92 hrs HW=192.24' TW=190.45' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.15 cfs @ 1.99 fps) Pond 19R: STM MH D1 Hydrograph ❑Inflow 0.16 ❑Primary 0.15 0.15 cfs Inflow Area=13,320 sf 0.13 Peak Elev=192.24' 0.12 12.0" x 57.3' Culvert 0.11 I 0.1 0.09 0.08 o , LL 0.07 006- 005 06005 0.04- 0.03- OM- 0.01 .04 0.03 0.020.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) i1 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 57 Summary for Pond 20R: STM MH F1 Inflow Area = 33,675 sf, 51.29% Impervious, Inflow Depth > 1.59" for 2-YR event Inflow = 0.29 cfs @ 7.94 hrs, Volume= 4,474 cf Outflow = 0.29 cfs @ 7.94 hrs, Volume= 4,474 cf, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 7.94 hrs, Volume= 4,474 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.68' @ 7.96 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.8' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.29 cfs @ 7.94 hrs HW=189.68' TW=189.40' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.29 cfs @ 1.63 fps) Pond 20R: STM MH F1 Hydrograph ❑Inflow 032- ❑Primary 0.3 0.29 cfs Inflow Area=33,675 sf 026 Peak Elev=189.68' 0.24 'i 12.0" x 95.8' Culvert 0 22 0.2 0.18 0.16 0 IL 0.14 0.12- 01- 008- 006- 0,04-z .120.1 0080060.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 Q2007 HydroCAD Software Solutions LLC Page 58 Summary for Pond 21 R: STM MH F2 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 1.64" for 2-YR event Inflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Outflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.95' @ 7.94 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 49.7' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.16 cfs @ 7.94 hrs HW=189.95' TW=189.68' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.16 cfs @ 1.64 fps) Pond 21 R: STM MH F2 Hydrograph ❑ Inflow 0.17 ❑Primary 0.16 cfs 0.16 Inflow Area=17,538 sf 015 Peak Elev=189.95' 0.13 12.011 x 49.7' Culvert 0.12 0 11 N 0.1 v 0.09 3 0 0.08 LL 0.07- 006- 0,05 .070060.05 0.04 0,03- 0.02- 0.0 1 .030.020.01 0 0 1 2 3 4 56 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 22R: STM MH F3 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 1.64" for 2-YR event Inflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Outflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.53' @ 7.94 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 190.28' 10.0" x 37.2' long Culvert Ke= 0.500 Outlet Invert= 190.13' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.16 cfs @ 7.94 hrs HW=190.53' TW=189.95' (Dynamic Tailwater) 't-1=Culvert (Barrel Controls 0.16 cfs @ 1.68 fps) Pond 22R: STM MH F3 Hydrograph ❑ Inflow 0.170.16 ❑Primary 0.16 cfs Inflow Area=17,538 sf 0.15 0.14-: Peak Elev=190.53' 013 10.0" x 37.2' Culvert 0.12- 0.11- 0.1 .120.110.1 v 0.09 3 0 0.08 LL 0.07 0.06- 0.05 r 0.04 0.03 j 0.02 0.01 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 ,8 ,9 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 60 Summary for Pond 23R: STM MH E1 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Outflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.79' @ 7.92 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.61' 12.0" x 48.2' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.07 cfs @ 7.90 hrs HW=189.79' TW=189.66' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.07 cfs @ 1.06 fps) Pond 23R: STM MH E1 Hydrograph ❑ Inflow El Primary _ o.o�s 0.07 cfs 0.0� Inflow Area=5,280 sf 0065 Peak Elev=189.79' 0.06 0.055 12.0" x 48.2' Culvert 0 05 y 0.04s U 0.04 3 0 0.035 LL I 0.03 0.025 0.02 0,015- 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Pape 61 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Outflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.15' @ 7.90 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.99' 12.0" x 45.9' long Culvert Ke= 0.500 Outlet Invert= 189.81' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.07 cfs @ 7.90 hrs HW=190.15' TW=189.79' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 0.07 cfs @ 1.29 fps) Pond 24R: STM MH E2 Hydrograph FD-171-071 0,075 ❑Primary - 0.07 cfs 0.07 Inflow Area=5,280 sf 0.065 " Peak Elev=190.15' 0.06 0.055 12.0" x 45.9' Culvert 0.05 y 0,045 a U 0.04 a 3 UL 0.035 0.03 0.025 0.02 �T 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 39 Pond 1 P: WQ Extended Dry Basin Hydrograph 5.8-0c f-s ❑Inflow ❑Primary 6 Inflow Area=401 ,145 sf Peak Elev=189.46' 5 Storage=32,410 cf 4 w U 0 3 LL z 1.86 cfs r- 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2R: STM MH AO Inflow Area = 344,756 sf, 69.07% Impervious, Inflow Depth > 2.71" for 10-YR event Inflow = 5.28 cfs @ 7.92 hrs, Volume= 77,872 cf Outflow = 5.28 cfs @ 7.92 hrs, Volume= 77,872 cf, Atten= 0%, Lag= 0.0 min Primary = 5.28 cfs @ 7.92 hrs, Volume= 77,872 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.50' @ 8.96 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 60.7' long Culvert Ke= 0.500 Outlet Invert= 186.60' S= 0.0064 T Cc= 0.900 n= 0.013 Primary OutFlow Max=5.27 cfs @ 7.92 hrs HW=189.26' TW=188.88' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 5.27 cfs @ 2.98 fps) Pond 2R: STM MH AO Hydrograph --- ❑Inflow [I Primary 5.28 cfs Inflow Area=344,756 sf 5 Peak Elev=189.50' 18.0" x 60.7' Culvert 4 3 3 A. 0 LL 2. k 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15' 16 17 17777' 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 41 Summary for Pond 3R: STM MH Al Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 2.72" for 10-YR event Inflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Outflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.51' @ 8.92 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.41' 15.0" x 54.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.86 cfs @ 7.92 hrs HW=189.36' TW=189.26' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 1.86 cfs @ 1.52 fps) Pond 3R: STM MH Al Hydrograph ❑Inflow El Primary2 1.87 cfs Inflow Area=121 ,227 sf Peak Elev=189.51 ' 15.0" x 54.4' Culvert N U O 1 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 42 Summary for Pond 4R: STM MH A2 Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 2.72" for 10-YR event Inflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Outflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.52' @ 8.94 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.73' 15.0" x 30.5' long Culvert Ke= 0.500 Outlet Invert= 187.61' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.80 cfs @ 7.92 hrs HW=189.38' TW=189.36' (Dynamic Tailwater) 't--1=Culvert (Inlet Controls 0.80 cfs @ 0.65 fps) Pond 4R: STM MH A2 Hydrograph ❑ Inflow 2 ❑Primary 1.87 cfs Inflow Area=121 ,227 sf Peak Elev=189.52' i ' 15.0" x 30.5' Culvert N U 0 1 LL 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 43 Summary for Pond 5R: STM MH A3 Inflow Area = 118,587 sf, 69.24% Impervious, Inflow Depth > 2.71" for 10-YR event Inflow = 1.82 cfs @ 7.92 hrs, Volume= 26,813 cf Outflow = 1.82 cfs @ 7.92 hrs, Volume= 26,813 cf, Atten= 0%, Lag= 0.0 min Primary = 1.82 cfs @ 7.92 hrs, Volume= 26,813 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.85' @ 8.01 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.73' 15.0" x 200.7' long Culvert Ke= 0.500 Outlet Invert= 187.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.81 cfs @ 7.92 hrs HW=189.79' TW=189.38' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.81 cfs @ 2.20 fps) Pond 5R: STM MH A3 Hydrograph ®Inflow 2 1.82 cfs Inflow Area=118,587 sf [I Primary I Peak Elev=189.85' I 15.0" x 200.7' Culvert ,a N /i U 3 1 O LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 44 Summary for Pond 6R: STM MH A4 Inflow Area = 31,680 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.59 cfs @ 7.90 hrs, Volume= 8,478 cf Outflow = 0.59 cfs @ 7.90 hrs, Volume= 8,478 cf, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 7.90 hrs, Volume= 8,478 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.95' @ 8.00 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.22' 12.0" x 71.4' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0041 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.58 cfs @ 7.90 hrs HW=189.89' TW=189.77' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.58 cfs @ 1.47 fps) Pond 6R: STM MH A4 Hydrograph ❑Inflow 0.65_ ❑Primary o.s 0.59 cfs Inflow Area=31,,680 sf 0.55 Peak Eley='183.85' 0.5- _ 12.0" x_71.4' Wve'rt 0.45 0.4- 0.35- .2 0.3 ' LL 0.25 0.2- 0.15 0.1 0.05 0 0 1 2 3 1 4 1 5 1 1 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 45 Summary for Pond 7R: STM MH A5 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Outflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 189.99' @ 7.99 hrs Flood Elev= 194.59' Device Routing Invert Outlet Devices #1 Primary 189.52' 12.0" x 25.4' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.30 cfs @ 7.90 hrs HW=189.96' TW=189.89' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.30 cfs @ 1.30 fps) Pond 7R: STM MH A5 Hydrograph f�Inflow 0.38 ❑Primary 0.36 0.34 cfs 0.34 Inflow Area=18,-480 sf 0.32 - 0.3 Peak Elev=189.99' 0.28 12.0" x 25.4' Culvert 0.26 0.24 w 0.22 0.2 0 0.18 LL 0.16 0.14- 0.12 0.1 0.08 0.06 ..:.-.._ . r 0.04- 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 46 Summary for Pond 8R: STM MH A6 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Outflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.75' @ 7.90 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.40' 12.0" x 170.9' long Culvert Ke= 0.500 Outlet Invert= 189.72' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.34 cfs @ 7.90 hrs HW=190.75' TW=189.96' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 0.34 cfs @ 2.05 fps) Pond 8R: STM MH A6 Hydrograph 0.38 FInflow ❑Primary - 0.34 0.36 34 cfs Inflow Area=18,480 sf °0 3 Peak-Elev=190.75' 0.28 12.0" x 170.9' Culvert 0.26 0.24 H 0.22 -" 0.2 _0 0.18 LL 0.16 0.14 0.12 0.1- 0.08: 0.06 �T 0.04 0.02 0 0 1 2 3 1 5 1 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 47 Summary for Pond 1OR: STM MH 131 Inflow Area = 177,416 sf, 72.84% Impervious, Inflow Depth > 2.77" for 10-YR event Inflow = 2.78 cfs @ 7.91 hrs, Volume= 40,976 cf Outflow = 2.78 cfs @ 7.91 hrs, Volume= 40,976 cf, Atten= 0%, Lag= 0.0 min Primary = 2.78 cfs @ 7.91 hrs, Volume= 40,976 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.77' @ 8.00 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.78 cfs @ 7.91 hrs HW=189.66' TW=189.26' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 2.78 cfs @ 2.27 fps) Pond 10R: STM MH B1 Hydrograph D Inflow 3 ❑Primary 2.78 cfs Inflow Area=177,416 sf Peak Elev=189.77' 15.0" x 153.1' Culvert 2 3 0 LL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type 1A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 48 Summary for Pond 11 R: STM MH B2 Inflow Area = 111,414 sf, 74.91% Impervious, Inflow Depth > 2.81" for 10-YR event Inflow = 1.77 cfs @ 7.91 hrs, Volume= 26,044 cf Outflow = 1.77 cfs @ 7.91 hrs, Volume= 26,044 cf, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 7.91 hrs, Volume= 26,044 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/3 Peak Elev= 190.32' @ 7.98 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.65 cfs @ 7.91 hrs HW=190.21' TW=189.66' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.65 cfs @ 2.11 fps) Pond 11R: STM MH B2 Hydrograph 0 Inflow Li Primary 1.77 cfs Inflow Area=111 ,414 sf i Peak Elev=190.32' 12.0" x 208.1' Culvert N V 3 1 0 LL 0 6""11 2 3 4 5 6 7 8 91'1 10 11 12 13 14 15 16 17 18 19 20 27'22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 49 Summary for Pond 12R: STM MH B3 Inflow Area = 91,884 sf, 69.95% Impervious, Inflow Depth > 2.72" for 10-YR event Inflow = 1.41 cfs @ 7.92 hrs, Volume= 20,864 cf Outflow = 1.41 cfs @ 7.92 hrs, Volume= 20,864 cf, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 7.92 hrs, Volume= 20,864 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/3 Peak Elev= 190.45' @ 7.99 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.39 cfs @ 7.92 hrs HW=190.35' TW=190.22' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 1.39 cfs @ 1.77 fps) Pond 12R: STM MH B3 Hydrograph 4_J Inflow ❑Primary 1.41 cfs Inflow Area=91 ,884 sf Peak Elev=190.45' r, 12.0" x 30.8' Culvert a i v 3 O LL rt 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type lA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 50 Summary for Pond 13R: STM MH B4 Inflow Area = 80,683 sf, 66.88% Impervious, Inflow Depth > 2.68" for 10-YR event Inflow = 1.22 cfs @ 7.92 hrs, Volume= 17,986 cf Outflow = 1.22 cfs @ 7.92 hrs, Volume= 17,986 cf, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 7.92 hrs, Volume= 17,986 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.79' @ 7.99 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.16 cfs @ 7.92 hrs HW=190.73' TW=190.35' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.16 cfs @ 2.20 fps) Pond 13R: STM MH B4 Hydrograph Inflow El Primary 1.22 cfs Inflow Area=80,683 Sf Peak Elev=190.79' 1 12.0" x 132.9' Culvert 3 LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 51 Summary for Pond 14R: STM MH B5 Inflow Area = 64,723 sf, 63.61% Impervious, Inflow Depth > 2.62" for 10-YR event Inflow = 0.95 cfs @ 7.92 hrs, Volume= 14,143 cf Outflow = 0.95 cfs @ 7.92 hrs, Volume= 14,143 cf, Atten= 0%, Lag= 0.0 min Primary = 0.95 cfs @ 7.92 hrs, Volume= 14,143 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.26' @ 7.98 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.92 cfs @ 7.92 hrs HW=191.24' TW=190.73' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 0.92 cfs @ 2.42 fps) Pond 14R: STM MH B5 Hydrograph C Inflow 1 0.95 cfs ❑Primary Inflow Area=64,723 sf Peak Elev=191 .26' 12.0" x 127.7' Culvert N O Ll. 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 52 Summary for Pond 15R: STM MH B6 Inflow Area = 54,163 sf, 56.52% Impervious, Inflow Depth > 2.51" for 10-YR event Inflow = 0.76 cfs @ 7.93 hrs, Volume= 11,317 cf Outflow = 0.76 cfs @ 7.93 hrs, Volume= 11,317 cf, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 7.93 hrs, Volume= 11,317 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.48' @ 7.98 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.76 cfs @ 7.93 hrs HW=191.47' TW=191.24' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.76 cfs @ 2.39 fps) Pond 15R: STM MH B6 Hydrograph i._lI nflow ❑ Primary 0.8 0.76 cfs Inflow Area=54 163 sf 0.75 0.7 Peak Elev=191 .48' 0.65- 0.6 12.0" x30.6' Culvert 0.55- 0.5 0.45- 0.4-: .45-0.4 LL I 0.35 0.3- 0.25 0.2- 0.15 0.1 0.05 0 . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 '1 16 '1 18 19 20 21 22 23 24 Time (hours) /1 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 53 Summary for Pond 16R: STM MH 137 Inflow Area = 48,883 sf, 51.82% Impervious, Inflow Depth > 2.43" for 10-YR event Inflow = 0.66 cfs @ 7.93 hrs, Volume= 9,904 cf Outflow = 0.66 cfs @ 7.93 hrs, Volume= 9,904 cf, Atten= 0%, Lag= 0.0 min Primary = 0.66 cfs @ 7.93 hrs, Volume= 9,904 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.95' @ 7.93 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.45' 12.0" x 83.8' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0041 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.66 cfs @ 7.93 hrs HW=191.95' TW=191.48' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 0.66 cfs @ 2.46 fps) Pond 16R: STM MH 137 Hydrograph J Inflow 0.7 0.66 cfs Inflow Area=48 883 sf G Primary 0.65 0.6 Peak Elev=191 .95' 0.55 ` i 12.0" x 83.8' Culvert 0.5- 0.45- CW .50.45N Z 0.4 0 0.35 LL 0.3- 0.2 5 .30.25 0.2 0.15 0.1 0.05- 0 0 1 2 3 4 5 6 7 S 9 10 11 712 117717717 16 77,117,19 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 54 Summary for Pond 17R: STM MH C1 Inflow Area = 55,442 sf, 63.49% Impervious, Inflow Depth > 2.62" for 10-YR event Inflow = 0.82 cfs @ 7.92 hrs, Volume= 12,106 cf Outflow = 0.82 cfs @ 7.92 hrs, Volume= 12,106 cf, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 7.92 hrs, Volume= 12,106 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.74' @ 8.00 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.18' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.92 hrs HW=189.64' TW=189.67' (Dynamic Tailwater) 't--1=Culvert ( Controls 0.00 cfs) Pond 17R: STM MH C1 Hydrograph ❑Inflow 0.9 ❑Primary 085 0.82 cfs Inflow Area=55,442 sf 0,8- 0.75_ Peak Elev=189.74' 00.65 i 12.0" x 46.0' Culvert 0.6- 0.55 0.5 3 0.45 0 LL 0,4- 0,35 0.3 0.25 0.2 l -. 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 55 Summary for Pond 18R: STM MH C2 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf Outflow = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.71' @ 7.90 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 191.44' 12.0" x 136.0' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0225 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.29 cfs @ 7.90 hrs HW=191.71' TW=189.60' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.29 cfs @ 1.75 fps) Pond 18R: STM MH C2 Hydrograph 0.32 ❑Primary 0.3 �Inflow 0.29 cfs Inflow Area=15,840 sf L---- 0.26 0.26 Peak Elev=191 .71' 0.24 12.011 x 136.0' Culvert 0.22 0.2 f j 0.18 3 0.167: 0 LL 0.14- 0 12 .140.12 0.1 f 0.08 0.06- 0.04- 0.02 .06 0.040.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 56 Summary for Pond 19R: STM MH D1 Inflow Area = 13,320 sf, 76.18% Impervious, Inflow Depth > 2.83" for 10-YR event Inflow = 0.21 cfs @ 7.91 hrs, Volume= 3,136 cf Outflow = 0.21 cfs @ 7.91 hrs, Volume= 3,136 cf, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 7.91 hrs, Volume= 3,136 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 192.28' @ 7.91 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.21 cfs @ 7.91 hrs HW=192.28' TW=190.72' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.21 cfs @ 2.21 fps) Pond 19R: STM MH D1 Hydrograph ❑ Inflow ❑Primary 0.23 0.21 cfs 0.22 Inflow Area=13,320 sf 0.21 02 Peak Elev=192.28' 0.19 017 12.0" x 57.3' Culvert 0.16 0.15 m 0.14 0.13 3 0.12 0 0.11 LL 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 002 001 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 57 Summary for Pond 20R: STM MH F1 Inflow Area = 33,675 sf, 51.29% Impervious, Inflow Depth > 2.42" for 10-YR event Inflow = 0.45 cfs @ 7.93 hrs, Volume= 6,799 cf Outflow = 0.45 cfs @ 7.93 hrs, Volume= 6,799 cf, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 7.93 hrs, Volume= 6,799 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.95' @ 8.00 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.8' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.45 cfs @ 7.93 hrs HW=189.92' TW=189.80' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.45 cfs @ 1.29 fps) Pond 20R: STM MH F1 Hydrograph ❑Inflow 0.5 1❑Primary 0.48 0.45 cfs 0,46 Inflow Area=33,675 sf - 044 0.42 ' Peak Elev=189.95' 0.4 0.36. ' 12.0" x 95.8' Culvert 034 0.32 0.3 0.28 0 024 LL 0.22 i 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20-2'1 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 58 Summary for Pond 21 R: STM MH F2 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.48" for 10-YR event Inflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Outflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Routing by Dyn-Stor-Ind method. Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.07' @ 7.99 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 49.7' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.22 cfs @ 7.93 hrs HW=190.06' TW=189.92' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.22 cfs @ 1.39 fps) Pond 21R: STM MH F2 Hydrograph ❑ Inflow ❑Primary 0.26 0.24 cfs Inflow Area=17,538 sf 0.24 0.22 Peak Elev=190.07' 0.2 12.0" x 49.7' Culvert 0.18 0.16 N 0,14 3 i-°° 0,12-- 0 1 .120.10.08006 004- 0.02 040.02 0 0 1 2 3 4 5 6 7 8 9 10 11-12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 22R: STM MH F3 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.48" for 10-YR event Inflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Outflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.60' @ 7.93 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 190.28' 10.0" x 37.2' long Culvert Ke= 0.500 Outlet Invert= 190.13' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.93 hrs HW=190.60' TW=190.06' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.24 cfs @ 1.89 fps) Pond 22R: STM MH F3 Hydrograph F11-11-fl-7-111 ❑Primary _ 0.26- 0.24 cfs Inflow Area=17,538 sf 0.24 0.22 Peak Elev=190.60' 02 10.0" x 37.2' Culvert 0.18- 0,16- 0 14 .180.160.14 3 ° LL 0.12' 0.1. 008 0.06 0.04 0.02 0_, . 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 60 Summary for Pond 23R: STM MH E1 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Outflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.94' @ 8.00 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.61' 12.0" x 48.2' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.07 cfs @ 7.90 hrs HW=189.91' TW=189.89' (Dynamic Tailwater) 't-11=Culvert (Outlet Controls 0.07 cfs @ 0.49 fps) Pond 23R: STM MH E1 Hydrograph ❑Inflow ❑ Primary 0.105- 0.10 cfs 01 Inflow Area=5,280 sf 0.095 0.09 Peak Elev=189.94' 0.085- 0,08- 12.0" x 48.2' Culvert 0.075- 0.07- 0,065 .0750.070.065 0.06 3 0.055- 0 0,05: LL 0.045 0.04 0.035 0.03 0.025 002- 0.015-_ 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 Q2007 HydroCAD Software Solutions LLC Page 61 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Outflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.18' @ 7.90 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.99' 12.0" x 45.9' long Culvert Ke= 0.500 Outlet Invert= 189.81' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.10 cfs @ 7.90 hrs HW=190.18' TW=189.91' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.10 cfs @ 1.42 fps) Pond 24R: STM MH E2 Hydrograph ❑Inflow 0.105 ❑Primary 01 _ 0.10 cfs Inflow Area=5,280 sf 0.095 0.09 Peak Elev=190.18' 0.085 0005 12.0" x 45.9' Culvert 0.07 0.065 0.06 0.055 0 0.05 0.045 0.04'. 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 51 Summary for Reach 101 R: 18" PVC Inflow Area = 417,919 sf, 64.01% Impervious, Inflow Depth > 2.20" for 25-YR event Inflow = 2.84 cfs @ 8.64 hrs, Volume= 76,726 cf Outflow = 2.84 cfs @ 8.64 hrs, Volume= 76,716 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 3.46 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.25 fps, Avg. Travel Time= 0.2 min Peak Storage= 28 cf @ 8.64 hrs, Average Depth at Peak Storage= 0.71' Bank-Full Depth= 1.50', Capacity at Bank-Full= 6.27 cfs 18.0" Diameter Pipe, n= 0.013 Length= 33.7' Slope= 0.0036 '/' Inlet Invert= 186.21', Outlet Invert= 186.09' 0 Reach 101 R: 18" PVC Hydrograph pInflow 3 X2.84 cfs ❑outflow Inflow Area=417,919 sf Avg. Depth=0.71' Max Vel=3.46 fps 2 D=18.0" N n=0.013 U. L=33.7' Capacity- 014 . 0 1 2 I r' 3 4 5 6 7 8 9 10 11 12 777T 15 16 17 18 19 20 2-1'''22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 52 Summary for Reach 102R: 24" RCP Inflow Area = 417,919 sf, 64.01% Impervious, Inflow Depth > 2.20" for 25-YR event Inflow = 2.84 cfs @ 8.64 hrs, Volume= 76,716 cf Outflow = 2.84 cfs @ 8.65 hrs, Volume= 76,671 cf, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 4.41 fps, Min. Travel Time= 0.7 min Avg. Velocity = 2.82 fps, Avg. Travel Time= 1.1 min Peak Storage= 120 cf @ 8.65 hrs, Average Depth at Peak Storage= 0.52' Bank-Full Depth= 2.00', Capacity at Bank-Full= 19.38 cfs 24.0" Diameter Pipe, n= 0.013 Length= 186.7' Slope= 0.00737' Inlet Invert= 185.89', Outlet Invert= 184.52' 0 Reach 102R: 24" RCP Hydrograph �Inflow ❑Outflow 3 2.84 cfs Inflow Area=417,919 sf Avg. Depth=0.52' I Max Vel=4.41 fps 2 D=24.0" y n=0.013 3 a L=186.7' Capacity= o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 197777 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 53 Summary for Reach 103R: 24" RCP Inflow Area = 499,871 sf, 61.31% Impervious, Inflow Depth > 2.29" for 25-YR event Inflow = 3.37 cfs @ 8.41 hrs, Volume= 95,552 cf Outflow = 3.38 cfs @ 8.42 hrs, Volume= 95,481 cf, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Max. Velocity= 4.76 fps, Min. Travel Time= 0.9 min Avg. Velocity = 3.20 fps, Avg. Travel Time= 1.4 min Peak Storage= 189 cf @ 8.42 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.15 cfs 24.0" Diameter Pipe, n= 0.013 Length= 266.0' Slope= 0.0079T Inlet Invert= 184.30', Outlet Invert= 182.19' 0 Reach 103R: 24" RCP Hydrograph ❑Inflow ❑Outflow 3.38 cfs Inflow Area=499,871 sf 3 Avg. Depth=0.55' Max Vel=4.76 fps D=24.0" " 2 n=0.013 LL L=266.0' 1 Capacity= o- 0 1 2 3 4 5 6 7 8 9 10 11 77777 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 54 Summary for Reach 104R: 24" RCP Inflow Area = 717,917 sf, 59.51% Impervious, Inflow Depth > 2.48" for 25-YR event Inflow = 6.08 cfs @ 8.02 hrs, Volume= 148,146 cf Outflow = 6.07 cfs @ 8.03 hrs, Volume= 148,077 cf, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 5.67 fps, Min. Travel Time= 0.6 min Avg. Velocity = 3.77 fps, Avg. Travel Time= 0.9 min Peak Storage= 223 cf @ 8.03 hrs, Average Depth at Peak Storage= 0.75' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.45 cfs 24.0" Diameter Pipe, n= 0.013 Length= 208.0' Slope= 0.0082 T Inlet Invert= 181.99', Outlet Invert= 180.29' 0 Reach 104R: 24" RCP Hydrograph Inflow ❑Outflow 6 6.07 cfs Inflow Area=717,917 sf r Avg. Depth=0.75' 5 Max Vel=5.67 fps D=24.0" 4 w A n=0.013 LL 3 L=208.0' f.. =0.0082 T 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 55 Summary for Reach 105R: 24" RCP Inflow Area = 829,183 sf, 59.83% Impervious, Inflow Depth > 2.55" for 25-YR event Inflow = 7.87 cfs @ 8.01 hrs, Volume= 175,979 cf Outflow = 7.87 cfs @ 8.01 hrs, Volume= 175,965 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 5.83 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.82 fps, Avg. Travel Time= 0.2 min Peak Storage= 50 cf @ 8.01 hrs, Average Depth at Peak Storage= 0.89' Bank-Full Depth= 2.00', Capacity at Bank-Full= 19.33 cfs 24.0" Diameter Pipe, n= 0.013 Length= 37.0' Slope= 0.0073 Inlet Invert= 180.29', Outlet Invert= 180.02' 0 Reach 105R: 24" RCP Hydrograph ( 7 R711 Inflow ❑Outflow 6 -7..87 cfs Inflow Area=829,183 sf 7 j. Avg. Depth=0.89' Max Vel=5.83 fps 6 D=24.0" jo 5711 n=0.013 3 LL 4 L=37.0' 3 - ...._�._ S=0.0073 T 2 0 11 10 0 1 2 3 4 5 6 7 8 9 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type 1A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 56 Summary for Reach 106R: 24" RCP Inflow Area = 830,994 sf, 59.91% Impervious, Inflow Depth > 2.55" for 25-YR event Inflow = 7.91 cfs @ 8.01 hrs, Volume= 176,517 cf Outflow = 7.90 cfs @ 8.02 hrs, Volume= 176,475 cf, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 6.03 fps, Min. Travel Time= 0.3 min Avg. Velocity = 3.95 fps, Avg. Travel Time= 0.5 min Peak Storage= 148 cf @ 8.02 hrs, Average Depth at Peak Storage= 0.87' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.19 cfs 24.0" Diameter Pipe, n= 0.013 Length= 113.0' Slope= 0.0080 T Inlet Invert= 179.99', Outlet Invert= 179.09' 0 Reach 106R: 24" RCP Hydrograph [-7_Z �Inflow ❑Outflow 8 90 cfs Inflow Area=830,994 sf 7 Avg. Depth=0.87' 6 Max Vel=6.03 fps D=24.0" 5- n=0.01 3 4 r L=113.0' 3 S=0.0080 T 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) �1 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 57 Summary for Reach 107R: 24" RCP Inflow Area = 830,994 sf, 59.91% Impervious, Inflow Depth > 2.55" for 25-YR event Inflow = 7.90 cfs @ 8.02 hrs, Volume= 176,475 cf Outflow = 7.90 cfs @ 8.03 hrs, Volume= 176,373 cf, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 6.03 fps, Min. Travel Time= 0.8 min Avg. Velocity = 3.95 fps, Avg. Travel Time= 1.2 min Peak Storage= 359 cf @ 8.03 hrs, Average Depth at Peak Storage= 0.87' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.23 cfs 24.0" Diameter Pipe, n= 0.013 Length= 275.0' Slope= 0.0080 T Inlet Invert= 178.89', Outlet Invert= 176.69' 0 Reach 107R: 24" RCP Hydrograph F7-0r) Inflow 71 7.90 cfs � ❑outflow 8 Inflow Area=830,994 sf 7 Avg. Depth=0.87' Max Vel=6.03 fps 6- D=24.0" 5 n=0.013 3 LL 4 L=275.0' 3 S=0.0080 T 2 1 0 40! 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 58 Summary for Reach 11 OR: 30" RCP Inflow Area = 2,314,786 sf, 53.39% Impervious, Inflow Depth > 2.71" for 25-YR event Inflow = 31.01 cfs @ 7.98 hrs, Volume= 522,885 cf Outflow = 30.97 cfs @ 7.98 hrs, Volume= 522,753 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 8.15 fps, Min. Travel Time= 0.3 min Avg. Velocity = 5.17 fps, Avg. Travel Time= 0.5 min Peak Storage= 638 cf @ 7.98 hrs, Average Depth at Peak Storage= 1.81' Bank-Full Depth= 2.50', Capacity at Bank-Full= 35.52 cfs 30.0" Diameter Pipe, n= 0.013 Length= 168.0' Slope= 0.0075 T Inlet Invert= 175.12', Outlet Invert= 173.86' 0 Reach 11 OR: 30" RCP Hydrograph 34 0 I nflow ❑Outflow 32 30.97 cfs Inflow Area=2,314,786 sf 28 Avg. Depth=1 .81' 28 F I 26 Max Vel=8.15 fps 24- 22 D=30.0" w 20 n=0.013 16 L=168.0' o LL 14 S=0.0075 T 12 r Capacity=35.52 cfs 10 f 8 . , 1-- 6 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 1 P: WQ Extended Dry Basin Inflow Area = 401,145 sf, 64.16% Impervious, Inflow Depth > 3.05" for 25-YR event Inflow = 6.73 cfs @ 7.92 hrs, Volume= 101,796 cf Outflow = 2.73 cfs @ 8.66 hrs, Volume= 72,552 cf, Atten= 59%, Lag= 44.3 min Primary = 2.73 cfs @ 8.66 hrs, Volume= 72,552 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 189.59' @ 8.66 hrs Surf.Area= 13,842 sf Storage= 34,237 cf Flood Elev= 190.75' Surf.Area= 15,368 sf Storage= 47,485 cf Plug-Flow detention time= 334.9 min calculated for 72,401 cf (71% of inflow) Center-of-Mass det. time= 156.4 min ( 849.5 - 693.1 ) Volume Invert Avail.Storage Storage Description #1 186.60' 47,485 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 186.60 9,114 0 0 187.00 9,720 3,767 3,767 188.00 11,266 10,493 14,260 189.00 12,864 12,065 26,325 190.00 14,515 13,690 40,014 190.50 15,368 7,471 47,485 Device Routing Invert Outlet Devices #1 Device 2 186.60' 2.0' long (Profile 17) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 1.97 2.46 2.95 Coef. (English) 2.84 3.13 3.26 3.30 3.31 3.31 #2 Device 4 186.60' 1.4" Vert. WQ Orifice C= 0.620 #3 Device 4 189.00' 2.0' long (Profile 17) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 1.97 2.46 2.95 Coef. (English) 2.84 3.13 3.26 3.30 3.31 3.31 #4 Primary 186.53' 18.0" x 12.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 186.49' S= 0.0033 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.73 cfs @ 8.66 hrs HW=189.59' TW=186.92' (Dynamic Tailwater) L4=Culvert (Passes 2.73 cfs of 12.94 cfs potential flow) =WQ Orifice (Orifice Controls 0.09 cfs @ 8.14 fps) 1=Broad-Crested Rectangular Weir(Passes 0.09 cfs of 33.81 cfs potential flow) 3=Broad-Crested Rectangular Weir(Weir Controls 2.65 cfs @ 2.23 fps) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 60 Pond 1P: WQ Extended Dry Basin Hydrograph F-1 nflow 6.73 cfs 10 Primary 7- Inflow Area=401 ,145 sf Peak Elev=189.59' Storage=34,237 cf 5 N 4 O U. 3 2.73 cfs 2 0 0 1 2 3 4 5 6 7 8 9 10 777777 14 15 16 17 18 1 X20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 61 Summary for Pond 2R: STM MH AO Inflow Area = 344,756 sf, 69.07% Impervious, Inflow Depth > 3.13" for 25-YR event Inflow = 6.11 cfs @ 7.91 hrs, Volume= 89,977 cf Outflow = 6.11 cfs @ 7.91 hrs, Volume= 89,977 cf, Atten= 0%, Lag= 0.0 min Primary = 6.11 cfs @ 7.91 hrs, Volume= 89,977 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.84' @ 8.01 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 60.7' long Culvert Ke= 0.500 Outlet Invert= 186.60' S= 0.0064 T Cc= 0.900 n= 0.013 Primary OutFlow Max=6.10 cfs @ 7.91 hrs HW=189.72' TW=189.20' (Dynamic Tailwater) 't-1=Culvert (Inlet Controls 6.10 cfs @ 3.45 fps) Pond 2R: STM MH AO Hydrograph ®Inflow [I Primary 6 6.11 cfs Inflow Area=344,756 sf Peak Elev=189.84' 5 18.0" x 60.7' Culvert N 4 %s o r. LL 3 2 .. .... .. .. . 1 0 0 1 2 3 4 5 6 7 8 9 10 '1 12 13 14 777677' 5 16 17 ''118"''19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 62 Summary for Pond 3R: STM MH Al Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 3.15" for 25-YR event Inflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Outflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/3 Peak Elev= 189.96' @ 8.00 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.41' 15.0" x 54.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=2.16 cfs @ 7.91 hrs HW=189.85' TW=189.72' (Dynamic Tailwater) t1=Culvert (Inlet Controls 2.16 cfs @ 1.76 fps) Pond 3R: STM MH Al Hydrograph FQ_1 El Primary 2.16 cfs Inflow Area=121,227 sf 2 c Peak Elev=189.96' 15.011 x 54.4' Culvert N U 3 r� 0 LLL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 63 Summary for Pond 4R: STM MH A2 Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 3.15" for 25-YR event Inflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Outflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.02' @ 8.00 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.73' 15.0" x 30.5' long Culvert Ke= 0.500 Outlet Invert= 187.61' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.29 cfs @ 7.91 hrs HW=189.90' TW=189.85' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.29 cfs @ 1.05 fps) Pond 4R: STM MH A2 Hydrograph fa Inflow ❑Primary 2.16 cfs Inflow Area=121 ,227 sf 2 Peak Elev=190.02' ' 15.0" x 30.5' Culvert r O 1' LL 1 j r- 601111110 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 64 Summary for Pond 5R: STM MH A3 Inflow Area = 118,587 sf, 69.24% Impervious, Inflow Depth > 3.13" for 25-YR event Inflow = 2.10 cfs @ 7.91 hrs, Volume= 30,979 cf Outflow = 2.10 cfs @ 7.91 hrs, Volume= 30,979 cf, Atten= 0%, Lag= 0.0 min Primary = 2.10 cfs @ 7.91 hrs, Volume= 30,979 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.28' @ 8.01 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.73' 15.0" x 200.7' long Culvert Ke= 0.500 Outlet Invert= 187.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.08 cfs @ 7.91 hrs HW=190.17' TW=189.90' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 2.08 cfs @ 1.84 fps) Pond 5R: STM MH A3 Hydrograph 0Inflow ❑Primary 2.10 cfs Inflow Area=118,587 sf 2 Peak Elev=190.28' 15.0" x 200.7' Culvert s N 3 r 0 LL 1 0 0 1 2 3 1 4 5 1 6 7 8 9 10 11 12 13 14 15 16 17 777'9' 20 27'22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 65 Summary for Pond 6R: STM MH A4 Inflow Area = 31,680 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.67 cfs @ 7.90 hrs, Volume= 9,660 cf Outflow = 0.67 cfs @ 7.90 hrs, Volume= 9,660 cf, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 7.90 hrs, Volume= 9,660 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.33' @ 8.02 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.22' 12.0" x 71.4' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.65 cfs @ 7.90 hrs HW=190.20' TW=190.14' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.65 cfs @ 1.06 fps) Pond 6R: STM MH A4 Hydrograph U Inflow �..,� 0.7 0.67 cfs, ❑ Primary Inflow Area=31 ,680 sf 0.65 0.6 Peak Elev=190.33' 0.55 12.0" x 71 .4' Culvert 0.5 0.45 N 0.4 0 0,35 LL 0.3 0.25 0.2- 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 66 Summary for Pond 7R: STM MH A5 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Outflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.30' @ 8.03 hrs Flood Elev= 194.59' Device Routing Invert Outlet Devices #1 Primary 189.52' 12.0" x 25.4' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.90 hrs HW=190.18' TW=190.20' (Dynamic Tailwater) Ll=Culvert ( Controls 0.00 cfs) Pond 7R: STM MH A5 Hydrograph 0 Inflow 0.42 0.39 cfs 0 Primary 0.4 Inflow Area=18,480 sf 0.38 0.36 Peak Elev=190.30' 0.34 °03 12.0" x 25.4' Culvert 0.28 0.26 0.24 3 0.22 _0 0.2 LL 0.18 0.16 0.14 s 0.12 / 0.1 0.08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 67 Summary for Pond 8R: STM MH A6 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Outflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.81' @ 7.99 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.40' 12.0" x 170.9' long Culvert Ke= 0.500 Outlet Invert= 189.72' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.38 cfs @ 7.90 hrs HW=190.80' TW=190.18' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.38 cfs @ 1.95 fps) Pond 8R: STM MH A6 Hydrograph ❑Inflow 0.42 [I Primary -• 04 0.39 cfs Inflow Area=18,480 sf 0.38 0.36 Peak Elev=190.81' 0.34- °03 12.0" x 170.9' Culvert 0.28 0.26- 0.24- 0.22 _0 0.2 LL 0.18 0.16 0.14 0.12 0.1 0.08 �'� 0.06 0.04 0.02 01-140 ....... 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 68 Summary for Pond 10R: STM MH 131 Inflow Area = 177,416 sf, 72.84% Impervious, Inflow Depth > 3.20" for 25-YR event Inflow = 3.21 cfs @ 7.91 hrs, Volume= 47,253 cf Outflow = 3.21 cfs @ 7.91 hrs, Volume= 47,253 cf, Atten= 0%, Lag= 0.0 min Primary = 3.21 cfs @ 7.91 hrs, Volume= 47,253 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.36' @ 7.99 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=3.21 cfs @ 7.91 hrs HW=190.25' TW=189.71' (Dynamic Tailwater) t1=Culvert (Outlet Controls 3.21 cfs @ 2.62 fps) Pond 10R: STM MH B1 Hydrograph Ci Inflow L3.21 cfs Inflow Area=177,416 sf p Primary 3 I Peak Elev=190.36' 15.0" x 153.1' Culvert a 2 �1 3 o U. 1 7- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 69 Summary for Pond 11 R: STM MH B2 Inflow Area = 111,414 sf, 74.91% Impervious, Inflow Depth > 3.23" for 25-YR event Inflow = 2.04 cfs @ 7.91 hrs, Volume= 30,003 cf Outflow = 2.04 cfs @ 7.91 hrs, Volume= 30,003 cf, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 7.91 hrs, Volume= 30,003 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.11' @ 7.98 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.93 cfs @ 7.91 hrs HW=191.01' TW=190.25' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.93 cfs @ 2.46 fps) Pond 11R: STM MH B2 Hydrograph DInflow Primary - 2.04 cfs Inflow Area=111 ,414 Sf 2 Peak Elev=191 .11' 12.0" x 208.1' Culvert 3 0 LL 1 �h 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 70 Summary for Pond 12R: STM MH B3 Inflow Area = 91,884 sf, 69.95% Impervious, Inflow Depth > 3.15" for 25-YR event Inflow = 1.64 cfs @ 7.91 hrs, Volume= 24,096 cf Outflow = 1.64 cfs @ 7.91 hrs, Volume= 24,096 cf, Atten= 0%, Lag= 0.0 min Primary = 1.64 cfs @ 7.91 hrs, Volume= 24,096 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.30' @ 7.98 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.60 cfs @ 7.91 hrs HW=191.19' TW=191.01' (Dynamic Tailwater) t--1=Culvert (Inlet Controls 1.60 cfs @ 2.04 fps) Pond 12R: STM MH B3 Hydrograph Inflow ❑Primary 1.64 cfs Inflow Area=91 ,884 sf Peak Elev=191 .30' 12.0" x 30.8' Culvert 3 %^ 0 FL 0 0 1 2 3 4 5 6 7 1 8 1 9 10 11 12 13 14 15 18 17 18 19 20 777 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 71 Summary for Pond 13R: STM MH B4 Inflow Area = 80,683 sf, 66.88% Impervious, Inflow Depth > 3.09" for 25-YR event Inflow = 1.41 cfs @ 7.92 hrs, Volume= 20,806 cf Outflow = 1.41 cfs @ 7.92 hrs, Volume= 20,806 cf, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 7.92 hrs, Volume= 20,806 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.59' @ 7.98 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.39 cfs @ 7.92 hrs HW=191.47' TW=191.20' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 1.39 cfs @ 1.78 fps) Pond 13R: STM MH B4 Hydrograph F6_1 n-f I_ow ❑Primary 1.41 cfs Inflow Area=80,683 sf Peak Elev=191 .59' � 12.0" x 132.9' Culvert U 3 ✓ 0 LL 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 72 Summary for Pond 14R: STM MH B5 Inflow Area = 64,723 sf, 63.61% Impervious, Inflow Depth > 3.04" for 25-YR event Inflow = 1.11 cfs @ 7.92 hrs, Volume= 16,390 cf Outflow = 1.11 cfs @ 7.92 hrs, Volume= 16,390 cf, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 7.92 hrs, Volume= 16,390 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.70' @ 7.99 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.83 cfs @ 7.92 hrs HW=191.60' TW=191.48' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.83 cfs @ 1.30 fps) Pond 14R: STM MH B5 Hydrograph F11-1 nflow Ll Primary 1.11 cfs Inflow Area=64,723 sf Peak Elev=191 .70' 12.0" x 127.7' Culvert .i y 1/i 3 r'` 0 LL T 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 73 Summary for Pond 15R: STM MH B6 Inflow Area = 54,163 sf, 56.52% Impervious, Inflow Depth > 2.92" for 25-YR event Inflow = 0.89 cfs @ 7.92 hrs, Volume= 13,170 cf Outflow = 0.89 cfs @ 7.92 hrs, Volume= 13,170 cf, Atten= 0%, Lag= 0.0 min Primary = 0.89 cfs @ 7.92 hrs, Volume= 13,170 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.79' @ 8.00 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.84 cfs @ 7.92 hrs HW=191.71' TW=191.61' (Dynamic Tailwater) 't-11=Culvert (Outlet Controls 0.84 cfs @ 1.70 fps) Pond 15R: STM MH B6 Hydrograph 0 Inflow El Primary 0.95- x_0.89 cfs 0.9 Inflow Area=54,163 sf 0.85 0.8 Peak-E1ev=191.7__9_' 12.0 x 30.6 0.75 0.7 " ' Culy 30.6ert 0.65- 0.6 W 0.55 3 0.5 ° 0.45 LL 0.4 0.35 0.3 0.25 0.2. 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 74 Summary for Pond 16R: STM MH B7 Inflow Area = 48,883 sf, 51.82% Impervious, Inflow Depth > 2.84" for 25-YR event Inflow = 0.78 cfs @ 7.93 hrs, Volume= 11,560 cf Outflow = 0.78 cfs @ 7.93 hrs, Volume= 11,560 cf, Atten= 0%, Lag= 0.0 min Primary = 0.78 cfs @ 7.93 hrs, Volume= 11,560 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 192.08' @ 8.00 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.45' 12.0" x 83.8' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.77 cfs @ 7.93 hrs HW=192.05' TW=191.72' (Dynamic Tailwater) t--1=Culvert (Outlet Controls 0.77 cfs @ 2.22 fps) Pond 16R: STM MH B7 Hydrograph 0.85 ❑Inflow [I Primary 0.8 0.78 cfs Inflow Area=48,883 sf 0.75 0.7 Peak Elev=192.08' 12.0" x 83.8' Culvert 0.55- 0.5- 0.45- .2 .550.50.45 0 0.4 j LLr 0.35 f 0.3 0.25- 0.2- 0.15 .250.20.15 0.1 0.05- 0 0 1 2 3 4 5 6 ' 8 9 17777773 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 (9 2007 HydroCAD Software Solutions LLC Page 75 Summary for Pond 17R: STM MH C1 Inflow Area = 55,442 sf, 63.49% Impervious, Inflow Depth > 3.04" for 25-YR event Inflow = 0.95 cfs @ 7.92 hrs, Volume= 14,030 cf Outflow = 0.95 cfs @ 7.92 hrs, Volume= 14,030 cf, Atten= 0%, Lag= 0.0 min Primary = 0.95 cfs @ 7.92 hrs, Volume= 14,030 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.35' @ 7.99 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.18' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.92 hrs HW=190.24' TW=190.26' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Pond 17R: STM MH C1 Hydrograph Inflow Ii El Primary1 0.95 cfs Inflow Area=55,442 sf Peak Elev=190.35' 12.0" x 46.0' Culvert y U 3 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ..1 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 76 Summary for Pond 18R: STM MH C2 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf Outflow = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.72' @ 7.90 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 191.44' 12.0" x 136.0' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0225 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.33 cfs @ 7.90 hrs HW=191.72' TW=190.21' (Dynamic Tailwater) t1=Culvert (Inlet Controls 0.33 cfs @ 1.81 fps) Pond 18R: STM MH C2 Hydrograph ❑Inflow 0.36 0.33 cfs El Primary 0.34 Inflow Area=15,840 sf 0.32 0.3 Peak Elev=191 .72' 026 12.0" x 136.0' Culvert 0.24 I � 0.22 0.2 3 0.18 0 LL 0.16 0.14 0.12 0.1 7 0.08 0.06 . T 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 77 Summary for Pond 19R: STM MH D1 Inflow Area = 13,320 sf, 76.18% Impervious, Inflow Depth > 3.25" for 25-YR event Inflow = 0.25 cfs @ 7.91 hrs, Volume= 3,611 cf Outflow = 0.25 cfs @ 7.91 hrs, Volume= 3,611 cf, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 7.91 hrs, Volume= 3,611 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 192.30' @ 7.91 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.25 cfs @ 7.91 hrs HW=192.30' TW=191.46' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.25 cfs @ 2.29 fps) Pond 19R: STM MH D1 Hydrograph C low FC-, l C]Primary 0.26 0.25 cfs Inflow Area=13,320 sf 0.24 0.22 Peak Elev=192.30' 02 12.0" x 57.3' Culvert 0,18- 0.16- 0.14- 0 .1s0.160.140 FL 0.12- 0.1- 0.08- 0.06 .120.10.080.06 0.04 0.02- 0 0 1 2 3 4 5 6 1 1 7 8 1 1 91 11 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 78 Summary for Pond 20R: STM MH F1 Inflow Area = 33,675 sf, 51.29% Impervious, Inflow Depth > 2.83" for 25-YR event Inflow = 0.53 cfs @ 7.93 hrs, Volume= 7,938 cf Outflow = 0.53 cfs @ 7.93 hrs, Volume= 7,938 cf, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 7.93 hrs, Volume= 7,938 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 190.33' @ 8.02 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.8' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.53 cfs @ 7.93 hrs HW=190.24' TW=190.19' (Dynamic Tailwater) 't--1=Culvert (Outlet Controls 0.53 cfs @ 0.91 fps) Pond 20R: STM MH F1 Hydrograph �Inflow 053 cfs ❑Primary . 0.55 Inflow Area=33,675 sf 05 Peak Elev=190.33' 0.45 12.0" x 95.8' Culvert 0.4- 0.35- 0.3- .2 .40.350.3_o u- 0.25- 0.2 0.15 0.1- 0.05- 0 .10.050 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 79 Summary for Pond 21 R: STM MH F2 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.89" for 25-YR event Inflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Outflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.30' @ 8.02 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 49.7' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.93 hrs HW=190.23' TW=190.24' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Pond 21 R: STM MH F2 Hydrograph FO-1 n-f I-o,, ❑Primary 0.28 � 0.3 ----0.28 cfs Inflow Area=17 538 sf - 0.26 Peak Elev=190.30' 0.24 12.0" 0.22 x 49.7' Culvert 0.2 0.18 U 3 0.16 LL 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD® 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 80 Summary for Pond 22R: STM MH F3 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.89" for 25-YR event Inflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Outflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.62' @ 7.93 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 190.28' 10.0" x 37.2' long Culvert Ke= 0.500 Outlet Invert= 190.13' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.28 cfs @ 7.93 hrs HW=190.62' TW=190.23' (Dynamic Tailwater) t--1=Culvert (Barrel Controls 0.28 cfs @ 1.98 fps) Pond 22R: STM MH F3 Hydrograph M-1 nflow 0.30.28 cfs Ll Primary 028 Inflow Area=17,538 sf 0.26 Peak E1ev=190.62' 0.24 10.0" 0.22 x 37.2' Culvert 0.2 0.18 U 3 0.16 LL 0.14 0.12 0.1 0.08-: J' 0.06- 0.04- - .06 0.04 0.02 0 :4407 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) �1 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADS 8.50 s/n 005096 (D 2007 HydroCAD Software Solutions LLC Page 81 Summary for Pond 23R: STM MH E1 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Outflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 190.28' @ 8.03 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.61' 12.0" x 48.2' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.90 hrs HW=190.15' TW=190.20' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Pond 23R: STM MH E1 Hydrograph ❑ Inflow 0.12 120.11 cfs 0.11 ElPrimary 0.115 Inflow Area=5,280 sf 010 0.11 - Peak Elev=190.28' -- 0.095 09 0085 12.0" x 48.2' Culvert 0.08 0.075 0.07 0.065 3 0.06 LL 00,1055 0.05_ 0.045 0.04 0.035 0.03 0.025 0.02 0.015 - 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 82 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Outflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.34' @ 8.05 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.99' 12.0" x 45.9' long Culvert Ke= 0.500 Outlet Invert= 189.81' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.10 cfs @ 7.90 hrs HW=190.24' TW=190.15' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.10 cfs @ 1.01 fps) Pond 24R: STM MH E2 Hydrograph ❑Inflow 0.12 0.11 cfs 0.11 ❑Primary °.115 Inflow Area=5,280 sf 0105 0.1 Peak Elev=190.34' 0.095 0085 12.0" x 45.9' Culvert 0.08 0.075 w 0.07 ='0.065 3 0.06 if:0.055 0.05_ 0.045 0.04 0.035 0.03 0.025 0.02. Jam. 0.015 0.01 °.005 o- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type lA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 83 Summary for Pond 108R: 24" RCP Inflow Area = 2,223,896 sf, 52.92% Impervious, Inflow Depth > 2.70" for 25-YR event Inflow = 29.44 cfs @ 7.98 hrs, Volume= 499,688 cf Outflow = 29.44 cfs @ 7.98 hrs, Volume= 499,688 cf, Atten= 0%, Lag= 0.0 min Primary = 29.44 cfs @ 7.98 hrs, Volume= 499,688 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 184.84' @ 7.98 hrs Flood Elev= 179.50' Device Routing Invert Outlet Devices #1 Primary 176.49' 24.0" x 40.0' long Culvert Square-edged headwall, Ke= 0.500 Outlet Invert= 176.17' S= 0.0080 T Cc= 0.900 n= 0.013 Primary OutFlow Max=29.21 cfs @ 7.98 hrs HW=184.71' TW=180.98' (Dynamic Tailwater) t--1=Culvert (Inlet Controls 29.21 cfs @ 9.30 fps) Pond 108R: 24" RCP Hydrograph Inflow — 32 29.44 cfs 10 Primary 30 Inflow Area=2,223,896 sf 28 Peak Elev=184.84' 26 24 24.0" x 40.0' Culvert 22 20 18 16 0 LL 14- 12 10 8 �>> 6 4 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 84 Summary for Pond 109R: 24" CMP Inflow Area = 2,300,777 sf, 53.22% Impervious, Inflow Depth > 2.71" for 25-YR event Inflow = 30.74 cfs @ 7.98 hrs, Volume= 518,985 cf Outflow = 30.74 cfs @ 7.98 hrs, Volume= 518,985 cf, Atten= 0%, Lag= 0.0 min Primary = 30.74 cfs @ 7.98 hrs, Volume= 518,985 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 181.05' @ 7.98 hrs Device Routing Invert Outlet Devices #1 Primary 175.54' 24.0" x 30.0' long Culvert Square-edged headwall, Ke= 0.500 Outlet Invert= 175.32' S= 0.0073 T Cc= 0.900 n= 0.013 Primary OutFlow Max=30.50 cfs @ 7.98 hrs HW=180.98' TW=176.92' (Dynamic Tailwater) t1=Culvert (Inlet Controls 30.50 cfs @ 9.71 fps) Pond 109R: 24" CMP Hydrograph 34 1 in 7A r, _Inflow 32 30.74 cfs ❑Primary 30 Inflow Area=2,300,777 sf 28 Peak Elev=181.05' 26 ! 24.0" x 30.0' Culvert 24 22- 20-- 18-- 0 220180 16 LL 14- 12 10- 8-- 6-- 4- 2 08 642 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Custom So.. source Report Soil Map 517700 517800 517900 518000 518100 518200 518300 518400 518500 518600 45°2433'N 45°24'33'N pug � s a • CR O N V1 N r Y 45°24 13'N 45°24'13"N 517700 517800 517900 518000 518100 518200 518300 518400 518500 518600 3 3: N Q � Map Scale:1:4,250 fi printed on A landscape(11"x 8.5")sheet. � Meters N k Feet 0 200 400 800 1200 Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone ION WGS84 8 Custom Soil Resource Report MAP LEGEND MAP INFORMATION Area of Interest(AOI) €-I Spoil Area The soil surveys that comprise your AOI were mapped at 1:20,000. Area of Interest(AOI) ® Stony Spot Soils 1Z Very Stony Spot Warning:Soil Map may not be valid at this scale. Soil Map Unit Polygons Wet Spot Enlargement of maps beyond the scale of mapping can cause .v Soil Map Unit Lines � misunderstanding of the detail of mapping and accuracy of soil line Soil Map Unit Points ^� Other placement.The maps do not show the small areas of contrasting .� Special Line Features soils that could have been shown at a more detailed scale. Special Point Features (� Blowout Water Features Streams and Canals Please rely on the bar scale on each map sheet for map Borrow Pit measurements. Transportation Clay Spot i-+-t Rails Source of Map: Natural Resources Conservation Service v> Closed Depression Interstate Highways Web Soil Survey URL: http://websoilsurvey.nres.usda.gov Gravel Pit US Routes Coordinate System: Web Mercator(EPSG:3857) Gravelly Spot Major Roads Maps from the Web Soil Survey are based on the Web Mercator Landfill Local Roads projection,which preserves direction and shape but distorts A. distance and area.A projection that preserves area,such as the Lava Flow Background Albers equal-area conic projection,should be used if more accurate Marsh or swamp . Aerial Photography calculations of distance or area are required. , i Mine or Quarry This product is generated from the USDA-NRCS certified data as of 0 Miscellaneous Water the version date(s)listed below. 0 Perennial Water Soil Survey Area: Washington County,Oregon V Rock Outcrop Survey Area Data: Version 11, Dec 4,2013 Saline Spot Soil map units are labeled(as space allows)for map scales 1:50,000 e , Sandy Spot or larger. Severely Eroded Spot Date(s)aerial images were photographed: Jul 8,2010—Sep 4, 0 Sinkhole 2011 Slide or Slip The orthophoto or other base map on which the soil lines were Sodic Spot compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting of rnap unit boundaries may be evident. 9 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 39 Pond 1P: WQ Extended Dry Basin Hydrograph Inflow 3.89 CfS i✓�Primary 4 Inflow Area=401 ,145 sf Peak Elev=189.23' 3 Storage=29,366 cf � i U _O 2 LL 1 0.72 cfs .r . 0 0 1 2 3 4 5 '6--7--8--9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2R: STM MH AO Inflow Area = 344,756 sf, 69.07% Impervious, Inflow Depth > 1.84" for 2-YR event Inflow = 3.56 cfs @ 7.92 hrs, Volume= 52,856 cf Outflow = 3.56 cfs @ 7.92 hrs, Volume= 52,856 cf, Atten= 0%, Lag= 0.0 min Primary = 3.56 cfs @ 7.92 hrs, Volume= 52,856 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.24' @ 12.55 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 60.7' long Culvert Ke= 0.500 Outlet Invert= 186.60' S= 0.00647' Cc= 0.900 n= 0.013 Primary OutFlow Max=3.56 cfs @ 7.92 hrs HW=188.42' TW=188.16' (Dynamic Tailwater) L1=Culvert (Outlet Controls 3.56 cfs @ 2.64 fps) Pond 2R: STM MH AO Hydrograph ❑Inflow El Primary 3.56 cfs Inflow Area=344,756 sf Peak Elev=189.24' 3 �! 18.0" x 60.7' Culvert r Ul V 3 2 0 LL I - 1 0 0 1 2 3 4 5 6 7'- 8 9 10 '1 12 777477 15 16 17'77714970 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 41 Summary for Pond 3R: STM MH Al Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 1.85" for 2-YR event Inflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Outflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.24' @ 12.54 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.41' 15.0" x 54.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.26 cfs @ 7.92 hrs HW=188.50' TW=188.41' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.26 cfs @ 1.48 fps) Pond 3R: STM MH Al Hydrograph D Inflow 1.2— 61 D Primary Inflow Area=121 ,227 sf Peak Elev=189.24' I 15.0" x 54.4' Culvert 3 ' 0 LL T, 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 42 Summary for Pond 4R: STM MH A2 Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 1.85" for 2-YR event Inflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Outflow = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf, Atten= 0%, Lag= 0.0 min Primary = 1.26 cfs @ 7.92 hrs, Volume= 18,703 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.24' @ 12.54 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.73' 15.0" x 30.5' long Culvert Ke= 0.500 Outlet Invert= 187.61' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.08 cfs @ 7.92 hrs HW=188.60' TW=188.50' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.08 cfs @ 1.68 fps) Pond 4R: STM MH A2 Hydrograph DInflow 10 Primary 1_26 cfs Inflow Area=121 ,227 sf Peak Elev=189.24' 15.0" x 30.5' Culvert U O !^ LL I 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 43 Summary for Pond 5R: STM MH A3 Inflow Area = 118,587 sf, 69.24% Impervious, Inflow Depth > 1.84" for 2-YR event Inflow = 1.23 cfs @ 7.92 hrs, Volume= 18,204 cf Outflow = 1.23 cfs @ 7.92 hrs, Volume= 18,204 cf, Atten= 0%, Lag= 0.0 min Primary = 1.23 cfs @ 7.92 hrs, Volume= 18,204 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.40' @ 7.98 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.73' 15.0" x 200.7' long Culvert Ke= 0.500 Outlet Invert= 187.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.22 cfs @ 7.92 hrs HW=189.40' TW=188.60' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.22 cfs @ 2.67 fps) Pond 5R: STM MH A3 Hydrograph o Inflow ❑Primary el �23 cfs ; Inflow Area=118,587 sf Peak Elev=189.40' 15.0 x 200.7' Culvert i a 3 0 LL T' 0 .. 0 1 2 3 4 5 6 7 8 9 10 1�1 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 44 Summary for Pond 6R: STM MH A4 Inflow Area = 31,680 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.42 cfs @ 7.90 hrs, Volume= 5,984 cf Outflow = 0.42 cfs @ 7.90 hrs, Volume= 5,984 cf, Atten= 0%, Lag= 0.0 min Primary = 0.42 cfs @ 7.90 hrs, Volume= 5,984 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.66' @ 7.93 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.22' 12.0" x 71.4' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.42 cfs @ 7.90 hrs HW=189.66' TW=189.40' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.42 cfs @ 1.86 fps) Pond 6R: STM MH A4 Hydrograph CJ Inflow 0.46 _`` +�S Q Primary 0.44 0.42 0.42 cfs Inflow Area=31,680 sf 04Peak Elev=1$9. 6' 0.38 0.36 0.34 12.0" x 71 .4' Culvert 0.32 0.3 0.28 w 0.26- 0.24_ 0 0.22- 0.2- 0.18: .220.20.18 0.16 0.14 0.12 0.1 0.08 f 0.06- 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 45 Summary for Pond 7R: STM MH A5 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Outflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.82' @ 7.91 hrs Flood Elev= 194.59' Device Routing Invert Outlet Devices #1 Primary 189.52' 12.0" x 25.4' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.90 hrs HW=189.82' TW=189.66' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.24 cfs @ 1.80 fps) Pond 7R: STM MH A5 Hydrograph Inflow 0.26 x0.24 cfs Inflow Area=18,480 sf U Primary 0.24 0.22 Peak Elev=189.82' 02 12.0" x 25.4' Culvert 0.18 'I 0.16 N 0.14 O LL 0.12 0.1- 0.08- 0.06- O.04 .10.080.060.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 46 Summary for Pond 8R: STM MH A6 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Outflow = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.90 hrs, Volume= 3,491 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.70' @ 7.90 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.40' 12.0" x 170.9' long Culvert Ke= 0.500 Outlet Invert= 189.72' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.90 hrs HW=190.70' TW=189.82' (Dynamic Tailwater) t-1=Culvert (Barrel Controls 0.24 cfs @ 1.87 fps) Pond 8R: STM MH A6 Hydrograph F Inflow ❑Primary 0.26 0.24 cfs Inflow Area=18,480 sf 0.24 0.22 I Peak Elev=190.70' 02 12.0" x 170.9' Culvert 0.18- 0.16- 0.14 .180.160.14 O LL 0.12 0.1 0.08- 0.06- 0.04- 0.02 .080.060.040.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 47 Summary for Pond 10R: STM MH B1 Inflow Area = 177,416 sf, 72.84% Impervious, Inflow Depth > 1.89" for 2-YR event Inflow = 1.89 cfs @ 7.92 hrs, Volume= 27,969 cf Outflow = 1.89 cfs @ 7.92 hrs, Volume= 27,969 cf, Atten= 0%, Lag= 0.0 min Primary = 1.89 cfs @ 7.92 hrs, Volume= 27,969 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.24' @ 12.53 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.89 cfs @ 7.92 hrs HW=188.82' TW=188.41' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.89 cfs @ 2.40 fps) Pond 10R: STM MH 131 Hydrograph ❑Inflow ❑Primary 2 1.89 cfs Inflow Area=177,416 sf Peak Elev=189.24' 15.0" x 153.1' Culvert a U 3 1 0 LL 0 „ 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 48 Summary for Pond 11 R: STM MH B2 Inflow Area = 111,414 sf, 74.91% Impervious, Inflow Depth > 1.92" for 2-YR event Inflow = 1.21 cfs @ 7.92 hrs, Volume= 17,831 cf Outflow = 1.21 cfs @ 7.92 hrs, Volume= 17,831 cf, Atten= 0%, Lag= 0.0 min Primary = 1.21 cfs @ 7.92 hrs, Volume= 17,831 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.59' @ 7.95 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.20 cfs @ 7.92 hrs HW=189.59' TW=188.82' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.20 cfs @ 2.59 fps) Pond 11R: STM MH B2 Hydrograph D Inflow ❑Primary 1.21 cfs Inflow Area=111 ,414 sf i Peak Elev=189.59' 12.0" x 208.1' Culvert t w f U 3 O LL 0 .. .. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 49 Summary for Pond 12R: STM MH B3 Inflow Area = 91,884 sf, 69.95% Impervious, Inflow Depth > 1.85" for 2-YR event Inflow = 0.96 cfs @ 7.92 hrs, Volume= 14,181 cf Outflow = 0.96 cfs @ 7.92 hrs, Volume= 14,181 cf, Atten= 0%, Lag= 0.0 min Primary = 0.96 cfs @ 7.92 hrs, Volume= 14,181 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.82' @ 7.94 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.95 cfs @ 7.92 hrs HW=189.82' TW=189.59' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.95 cfs @ 2.43 fps) Pond 12R: STM MH B3 Hydrograph F0_1 nflow 1 0.96 cfs 0 Primary Inflow Area=91 ,884 sf Peak Elev=189.82' 12.0" x 30.8' Culvert 3 0 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 50 Summary for Pond 13R: STM MH B4 Inflow Area = 80,683 sf, 66.88% Impervious, Inflow Depth > 1.81" for 2-YR event Inflow = 0.82 cfs @ 7.92 hrs, Volume= 12,167 cf Outflow = 0.82 cfs @ 7.92 hrs, Volume= 12,167 cf, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 7.92 hrs, Volume= 12,167 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.45' @ 7.93 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.82 cfs @ 7.92 hrs HW=190.45' TW=189.82' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.82 cfs @ 2.54 fps) Pond 13R: STM MH B4 Hydrograph I Inflow 0.9_ 085 Primary 0.82 cfs Inflow Area=80,683 sf 0.8 0.75 { Peak Elev=190.45' 0.65 12.0" x 132.9' Culvert 0.6 0.55- 0.5 3 0.45 0 LL 0.4 0.35 0.3- 0,25-- 0.2 .30.250.2 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 79"773772 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 51 Summary for Pond 14R: STM MH B5 Inflow Area = 64,723 sf, 63.61% Impervious, Inflow Depth > 1.76" for 2-YR event Inflow = 0.64 cfs @ 7.93 hrs, Volume= 9,517 cf Outflow = 0.64 cfs @ 7.93 hrs, Volume= 9,517 cf, Atten= 0%, Lag= 0.0 min Primary = 0.64 cfs @ 7.93 hrs, Volume= 9,517 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.08' @ 7.93 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.63 cfs @ 7.93 hrs HW=191.08' TW=190.45' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.63 cfs @ 2.43 fps) Pond 14R: STM MH B5 Hydrograph _i Inflow 0.7 D Primary 0.65 0.64 cfs Inflow Area=64,723 sf Peak Elev=191 .08' M5- 0.5 12.011 x 127.7' Culvert 0.45- 0.4-- 0.35- .2 .450.40.350 LL 0.3- 0.25- 0.2- 0.15 .30.250.20.15 7 _ 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 52 Summary for Pond 15R: STM MH B6 Inflow Area = 54,163 sf, 56.52% Impervious, Inflow Depth > 1.67" for 2-YR event Inflow = 0.50 cfs @ 7.93 hrs, Volume= 7,522 cf Outflow = 0.50 cfs @ 7.93 hrs, Volume= 7,522 cf, Atten= 0%, Lag= 0.0 min Primary = 0.50 cfs @ 7.93 hrs, Volume= 7,522 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.34' @ 7.93 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.50 cfs @ 7.93 hrs HW=191.34' TW=191.08' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.50 cfs @ 2.23 fps) Pond 15R: STM MH B6 Hydrograph U Inflow 0.55 ❑Primary 0.5 ; 0.50 cfs Inflow Area=54,163 sf 0.45 Peak Elev=191 .34' 0.4 12.0" x 30.6' Culvert 0.35 N A 0.3 3 0.25 LL 0.2 0.15- 0.1- 0.05- 0 .15 0.1 0.050 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 53 Summary for Pond 16R: STM MH 137 Inflow Area = 48,883 sf, 51.82% Impervious, Inflow Depth > 1.60" for 2-YR event Inflow = 0.43 cfs @ 7.94 hrs, Volume= 6,525 cf Outflow = 0.43 cfs @ 7.94 hrs, Volume= 6,525 cf, Atten= 0%, Lag= 0.0 min Primary = 0.43 cfs @ 7.94 hrs, Volume= 6,525 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.85' @ 7.94 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.45' 12.0" x 83.8' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0041 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.43 cfs @ 7.94 hrs HW=191.85' TW=191.34' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.43 cfs @ 2.18 fps) Pond 16R: STM MH 137 Hydrograph iui Inflow 0.460 Primary 0.44 0.43 cfs Inflow Area=48,883 sf 0.42 0.0.4 38 Peak E1ev=191 .85' 034 12.0" x 83.8' Culvert 0.32 0.3 0.28 0.26 30.24 0 0.22 0.2 0.18 0.16 I` 0.14 0.12 0.1 0.08 7 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 54 Summary for Pond 17R: STM MH C1 Inflow Area = 55,442 sf, 63.49% Impervious, Inflow Depth > 1.76" for 2-YR event Inflow = 0.54 cfs @ 7.93 hrs, Volume= 8,144 cf Outflow = 0.54 cfs @ 7.93 hrs, Volume= 8,144 cf, Atten= 0%, Lag= 0.0 min Primary = 0.54 cfs @ 7.93 hrs, Volume= 8,144 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.25' @ 12.53 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.18' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.47 cfs @ 7.93 hrs HW=188.88' TW=188.82' (Dynamic Tailwater) 't-1=Culvert (Outlet Controls 0.47 cfs @ 1.12 fps) Pond 17R: STM MH C1 Hydrograph F1 Inflow 0.6 ❑Primary 0.55 0.54 cfs Inflow Area=55,442 sf 0.5 Peak Elev=189.25' 0.45 12.0" x 46.0' Culvert 0.4- 0.35- 0.3- .2 .40.350.30 LL 0.25 0.2- 0.15- 0.1 .20.150.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 55 Summary for Pond 18R: STM MH C2 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf Outflow = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 7.90 hrs, Volume= 2,992 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.66' @ 7.90 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 191.44' 12.0" x 136.0' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0225 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.21 cfs @ 7.90 hrs HW=191.66' TW=188.87' (Dynamic Tailwater) t-1=Culvert (Inlet Controls 0.21 cfs @ 1.61 fps) Pond 18R: STM MH C2 Hydrograph ❑Inflow 0.230 Primary 0.21 0 .21 cfs Inflow Area=15,840 sf 0 Peak Elev=191.66' 0.18 0.17 12.0" x 136.0' Culvert 0.16 0.15 0.14 w 0.13 u 0.12 0 0.11 LL 0.1 0.09 0.08 0,07- M6 0,05- 0.04-. 0.03 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 56 Summary for Pond 19R: STM MH D1 Inflow Area = 13,320 sf, 76.18% Impervious, Inflow Depth > 1.94" for 2-YR event Inflow = 0.15 cfs @ 7.92 hrs, Volume= 2,151 cf Outflow = 0.15 cfs @ 7.92 hrs, Volume= 2,151 cf, Atten= 0%, Lag= 0.0 min Primary = 0.15 cfs @ 7.92 hrs, Volume= 2,151 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 192.24' @ 7.92 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.15 cfs @ 7.92 hrs HW=192.24' TW=190.45' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.15 cfs @ 1.99 fps) Pond 19R: STM MH D1 Hydrograph -- (I Inflow 0.16 0.15 � 0.15 CfS El Primary Inflow Area=13,320 sf 0.14 0.13 Peak Elev=192.24' 0.12 12.0" x 57.3' Culvert 0.1 0.09 0.08- 0 u 0.07 0.06 0.05- 004- OM .050040.03 0.02 0.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 57 Summary for Pond 20R: STM MH F1 Inflow Area = 33,675 sf, 51.29% Impervious, Inflow Depth > 1.59" for 2-YR event Inflow = 0.29 cfs @ 7.94 hrs, Volume= 4,474 cf Outflow = 0.29 cfs @ 7.94 hrs, Volume= 4,474 cf, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 7.94 hrs, Volume= 4,474 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.68' @ 7.96 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.8' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.29 cfs @ 7.94 hrs HW=189.68' TW=189.40' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.29 cfs @ 1.63 fps) Pond 20R: STM MH F1 Hydrograph Inflow 0.32 0 Primary 0.3 0.29 cfs . Inflow Area=33,675 sf 0.28 0.26 --- Peak Elev=189.68' 0.24 12.0''_x-95.8' Culvert 0.22 0.2 0.118- 0.16 0 u- 0.14 0.12 0.1- O.08- 0 06 .10.08 0.06 J' 0,04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 58 Summary for Pond 21R: STM MH F2 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 1.64" for 2-YR event Inflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Outflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.95' @ 7.94 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 49.7' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.16 cfs @ 7.94 hrs HW=189.95' TW=189.68' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.16 cfs @ 1.64 fps) Pond 21R: STM MH F2 Hydrograph Inflow 0.17 L Primary 0.16 0.16 cfs Inflow Area=17,538 sf 014 i Peak Elev=189.95' 0.13-: 12.0" x 49.7' Culvert 0.12 0.11 w 0.1 v 0.09 3 0.08 LL 0.07 0.06 0.05 0.04-: 0.03- 0.02- 0.01- 0 .030.020.010 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 22R: STM MH F3 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 1.64" for 2-YR event Inflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Outflow = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf, Atten= 0%, Lag= 0.0 min Primary = 0.16 cfs @ 7.94 hrs, Volume= 2,399 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.53' @ 7.94 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 190.28' 10.0" x 37.2' long Culvert Ke= 0.500 Outlet Invert= 190.13' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.16 cfs @ 7.94 hrs HW=190.53' TW=189.95' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.16 cfs @ 1.68 fps) Pond 22R: STM MH F3 Hydrograph Inflow 0.17 0 Primary 0.160.16 cfs Inflow Area=17,538 Sf 0.15 E Peak Elev=190.53' 0.14 0.13-. 10.011 x 37.2' Culvert 0.12 0.11- F 0.1 0.09 0.08 LL 0.07 0.06 0.05 0.04 0.03.- 0 02 .030.020.01 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 60 Summary for Pond 23R: STM MH E1 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Outflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.79' @ 7.92 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.61' 12.0" x 48.2' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.07 cfs, @ 7.90 hrs HW=189.79' TW=189.66' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.07 cfs @ 1.06 fps) Pond 23R: STM MH E1 Hydrograph D Inflow C7 Primary _ 0007 0.07 cfs Inflow Area=5,280 sf 0.065 .Peak Elev=189.79' 0.06 0.055 12.011 x 48.2' Culvert 0.05 H 0.045 U 0.04- 0.035:- 0.03-- 0.025- 0.02-: .040.0350.030.0250.02 r 0.015 0.01 0.005 to 0 0 1 2 3 4 5 6 7 8 9 1'0 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 2-YR Rainfall=2.50" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 61 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 2.27" for 2-YR event Inflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Outflow = 0.07 cfs @ 7.90 hrs, Volume= 997 cf, Atten= 0%, Lag= 0.0 min Primary = 0.07 cfs @ 7.90 hrs, Volume= 997 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.15' @ 7.90 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.99' 12.0" x 45.9' long Culvert Ke= 0.500 Outlet Invert= 189.81' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.07 cfs @ 7.90 hrs HW=190.15' TW=189.79' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.07 cfs @ 1.29 fps) Pond 24R: STM MH E2 Hydrograph Cs Inflow O Primary 0.075 0.07 cfs 0.07 Inflow Area=5,280 sf 0.065 - Peak Elev=190.15' 0.06 0.055 12.0" x 45.9' Culvert 0.05 i 0.045 U 0.04 Z3 0.035 0.03 0.025 0.02 0.015- 0.01- 0.005 .0150.010.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 39 Pond 1 P: WQ Extended Dry Basin Hydrograph ❑Inflow 5.80 cfs ElPrimary 6 Inflow Area=401 ,145 sf ` Peak Elev=189.46' 5 Storage=32,410 cf i 4 i N i U I 0 3 LL f z 1.86 cfs 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 40 Summary for Pond 2R: STM MH AO Inflow Area = 344,756 sf, 69.07% Impervious, Inflow Depth > 2.71" for 10-YR event Inflow = 5.28 cfs @ 7.92 hrs, Volume= 77,872 cf Outflow = 5.28 cfs @ 7.92 hrs, Volume= 77,872 cf, Atten= 0%, Lag= 0.0 min Primary = 5.28 cfs @ 7.92 hrs, Volume= 77,872 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.50' @ 8.96 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 60.7' long Culvert Ke= 0.500 Outlet Invert= 186.60' S= 0.0064 T Cc= 0.900 n= 0.013 Primary OutFlow Max=5.27 cfs @ 7.92 hrs HW=189.26' TW=188.88' (Dynamic Tailwater) L1=Culvert (Inlet Controls 5.27 cfs @ 2.98 fps) Pond 2R: STM MH AO Hydrograph ❑Inflow 11 Primary 5.28 cfs Inflow Area=344,756 sf -i 5 Peak Elev=189.50' 18.0" x 60.7' Culvert 4 w , U 3 3 0 LL 2 J 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 7775 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 41 Summary for Pond 3R: STM MH Al Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 2.72" for 10-YR event Inflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Outflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.51' @ 8.92 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.41' 15.0" x 54.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.86 cfs @ 7.92 hrs HW=189.36' TW=189.26' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.86 cfs @ 1.52 fps) Pond 3R: STM MH Al Hydrograph ❑Inflow 2 ❑Primary 1_.87 cfs Inflow Area=121 ,227 sf Peak Elev=189.51' 15.0" x 54.4' Culvert U f; O 1 LL r.� 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 42 Summary for Pond 4R: STM MH A2 Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 2.72" for 10-YR event Inflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Outflow = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf, Atten= 0%, Lag= 0.0 min Primary = 1.87 cfs @ 7.92 hrs, Volume= 27,520 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.52' @ 8.94 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.73' 15.0" x 30.5' long Culvert Ke= 0.500 Outlet Invert= 187.61' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.80 cfs @ 7.92 hrs HW=189.38' TW=189.36' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.80 cfs @ 0.65 fps) Pond 4R: STM MH A2 Hydrograph QInflow 2 ❑Primary 1.87 cfs Inflow Area=121 ,227 sf Peak Elev=189.52' ,I 15.0" x 30.5' Culvert N V c 1 � 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 43 Summary for Pond 5R: STM MH A3 Inflow Area = 118,587 sf, 69.24% Impervious, Inflow Depth > 2.71" for 10-YR event Inflow = 1.82 cfs @ 7.92 hrs, Volume= 26,813 cf Outflow = 1.82 cfs @ 7.92 hrs, Volume= 26,813 cf, Atten= 0%, Lag= 0.0 min Primary = 1.82 cfs @ 7.92 hrs, Volume= 26,813 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.85' @ 8.01 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.73' 15.0" x 200.7' long Culvert Ke= 0.500 Outlet Invert= 187.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.81 cfs @ 7.92 hrs HW=189.79' TW=189.38' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.81 cfs @ 2.20 fps) Pond 5R: STM MH A3 Hydrograph [7Inflow 2 1_1.82 cfs Inflow Area=118,587 sf ❑Primary Peak Elev=189.85' 15.0" x 200.7' Culvert U 3 1 O LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 44 Summary for Pond 6R: STM MH A4 Inflow Area = 31,680 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.59 cfs @ 7.90 hrs, Volume= 8,478 cf Outflow = 0.59 cfs @ 7.90 hrs, Volume= 8,478 cf, Atten= 0%, Lag= 0.0 min Primary = 0.59 cfs @ 7.90 hrs, Volume= 8,478 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.95' @ 8.00 hrs Flood Elev= 194.32' Device Routing Invert Outlet Devices #1 Primary 189.22' 12.0" x 71.4' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.58 cfs @ 7.90 hrs HW=189.89' TW=189.77' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.58 cfs @ 1.47 fps) Pond 6R: STM MH A4 Hydrograph [Di Inflow 0.650 Primary o.s 0.59 cfs Inflow Area=31 ,680 sf 0.55 Peak Elev=189.95' 0.5 0.45 i 12.0" x 71 .4' Culvert 0.4 a 0.35 2 0.3 LL 0.25- 0.2- 0.15 .250.20.15 0.1 0.05 0 14e ................. 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 45 Summary for Pond 7R: STM MH A5 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Outflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.99' @ 7.99 hrs Flood Elev= 194.59' Device Routing Invert Outlet Devices #1 Primary 189.52' 12.0" x 25.4' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.30 cfs @ 7.90 hrs HW=189.96' TW=189.89' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.30 cfs @ 1.30 fps) Pond 7R: STM MH A5 Hydrograph U Inflow 0.38 ❑Primary 0.36 0.34 cfs 0.34 Inflow Area=18,480 sf 0.32_ ! Peak Elev=189.99' 0.3 i °28_ 12.0" x 25.4' Culvert 0.26 0.24 ^y 0.22 0.2 0 0.18 LL 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02-:44PP 0 0 1 2 3 4 5 6 7 8 9 10 11 12 7774 15 16 17 18 19 20 21 22 23 24 Time (hours) 1-N 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 46 Summary for Pond 8R: STM MH A6 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Outflow = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf, Atten= 0%, Lag= 0.0 min Primary = 0.34 cfs @ 7.90 hrs, Volume= 4,945 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.75' @ 7.90 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.40' 12.0" x 170.9' long Culvert Ke= 0.500 Outlet Invert= 189.72' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.34 cfs @ 7.90 hrs HW=190.75' TW=189.96' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.34 cfs @ 2.05 fps) Pond 8R: STM MH A6 Hydrograph ❑Inflow 0.38 ❑Primary 0.36 0.34 cfs 0.34 Inflow Area=187 480 sf 0.32 ! Peak Elev=190.75' 0.3 0.28 12.0" x 170.9' Culvert 0.26 0.24 a 0.22 0.2 0 0.18 LL 0.16- 0.1 4 .160.14 0.12 0.1 f. 0.08-: �..._� .. j- 0.06 0.04- 0.02 0 0 1 2 3 4 5 6 7 8 '776 717777 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 47 Summary for Pond 10R: STM MH 131 Inflow Area = 177,416 sf, 72.84% Impervious, Inflow Depth > 2.77" for 10-YR event Inflow = 2.78 cfs @ 7.91 hrs, Volume= 40,976 cf Outflow = 2.78 cfs @ 7.91 hrs, Volume= 40,976 cf, Atten= 0%, Lag= 0.0 min Primary = 2.78 cfs @ 7.91 hrs, Volume= 40,976 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.77' @ 8.00 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.78 cfs @ 7.91 hrs HW=189.66' TW=189.26' (Dynamic Tailwater) L1=Culvert (Outlet Controls 2.78 cfs @ 2.27 fps) Pond 10R: STM MH 131 Hydrograph — C;Inflow 3 ❑Primary 2.78 cfs Inflow Area=177,416 sf ,A Peak Elev=189.77' 15.0" x 153.1' Culvert 2 Vl U yi 3 o k LL 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 48 Summary for Pond 11 R: STM MH B2 Inflow Area = 111,414 sf, 74.91% Impervious, Inflow Depth > 2.81" for 10-YR event Inflow = 1.77 cfs @ 7.91 hrs, Volume= 26,044 cf Outflow = 1.77 cfs @ 7.91 hrs, Volume= 26,044 cf, Atten= 0%, Lag= 0.0 min Primary = 1.77 cfs @ 7.91 hrs, Volume= 26,044 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.32' @ 7.98 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.65 cfs @ 7.91 hrs HW=190.21' TW=189.66' (Dynamic Tailwater) L1=Culvert (Outlet Controls 1.65 cfs @ 2.11 fps) Pond 11R: STM MH B2 Hydrograph �'i Inflow Q Primary 1.77 cfs Inflow Area=111 ,414 sf Peak Elev=190.32' i 12.0" x 208.1' Culvert l N i U 3 1 O s LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 49 Summary for Pond 12R: STM MH B3 Inflow Area = 91,884 sf, 69.95% Impervious, Inflow Depth > 2.72" for 10-YR event Inflow = 1.41 cfs @ 7.92 hrs, Volume= 20,864 cf Outflow = 1.41 cfs @ 7.92 hrs, Volume= 20,864 cf, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 7.92 hrs, Volume= 20,864 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.45' @ 7.99 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.39 cfs @ 7.92 hrs HW=190.35' TW=190.22' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.39 cfs @ 1.77 fps) Pond 12R: STM MH B3 Hydrograph p Inflow 0 Primary 1.41 cfs Inflow Area=91 ,884 sf Peak Elev=190.45' I 12.011 x 30.8' Culvert U � 3 0 LL f�T r s_ 0- 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 50 Summary for Pond 13R: STM MH B4 Inflow Area = 80,683 sf, 66.88% Impervious, Inflow Depth > 2.68" for 10-YR event Inflow = 1.22 cfs @ 7.92 hrs, Volume= 17,986 cf Outflow = 1.22 cfs @ 7.92 hrs, Volume= 17,986 cf, Atten= 0%, Lag= 0.0 min Primary = 1.22 cfs @ 7.92 hrs, Volume= 17,986 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.79' @ 7.99 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.16 cfs @ 7.92 hrs HW=190.73' TW=190.35' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 1.16 cfs @ 2.20 fps) Pond 13R: STM MH B4 Hydrograph -- '-i Inflow r Primary 1.22 cfs Inflow Area=80,683 Sf Peak Elev=190.79' 1 12.0" x 132.9' Culvert U 0 / LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 51 Summary for Pond 14R: STM MH B5 Inflow Area = 64,723 sf, 63.61% Impervious, Inflow Depth > 2.62" for 10-YR event Inflow = 0.95 cfs @ 7.92 hrs, Volume= 14,143 cf Outflow = 0.95 cfs @ 7.92 hrs, Volume= 14,143 cf, Atten= 0%, Lag= 0.0 min Primary = 0.95 cfs @ 7.92 hrs, Volume= 14,143 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.26' @ 7.98 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.92 cfs @ 7.92 hrs HW=191.24' TW=190.73' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.92 cfs @ 2.42 fps) Pond 14R: STM MH B5 Hydrograph F0_1 nflow 1 0.95 cfs ❑Primary Inflow Area=64,723 sf Peak Elev=191 .26' i 12.0" x 127.7' Culvert U 3 0 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 52 Summary for Pond 15R: STM MH B6 Inflow Area = 54,163 sf, 56.52% Impervious, Inflow Depth > 2.51" for 10-YR event Inflow = 0.76 cfs @ 7.93 hrs, Volume= 11,317 cf Outflow = 0.76 cfs @ 7.93 hrs, Volume= 11,317 cf, Atten= 0%, Lag= 0.0 min Primary = 0.76 cfs @ 7.93 hrs, Volume= 11,317 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.48' @ 7.98 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.76 cfs @ 7.93 hrs HW=191.47' TW=191.24' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.76 cfs @ 2.39 fps) Pond 15R: STM MH B6 Hydrograph ❑Inflow ❑Primary 0.8 0.76 cfs Inflow Area=54 163 sf 0.75 i 0.7 Peak Elev=191 .48' 0.65 0.6-: 12.0" x 30.6' Culvert 0.55 0.5 N '? 0.45 c 0.4 CL 0.35- 0.3_ 0.25 0.2 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 53 Summary for Pond 16R: STM MH 137 Inflow Area = 48,883 sf, 51.82% Impervious, Inflow Depth > 2.43" for 10-YR event Inflow = 0.66 cfs @ 7.93 hrs, Volume= 9,904 cf Outflow = 0.66 cfs @ 7.93 hrs, Volume= 9,904 cf, Atten= 0%, Lag= 0.0 min Primary = 0.66 cfs @ 7.93 hrs, Volume= 9,904 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.95' @ 7.93 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.45' 12.0" x 83.8' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.66 cfs @ 7.93 hrs HW=191.95' TW=191.48' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.66 cfs @ 2.46 fps) Pond 16R: STM MH 137 Hydrograph FM-1 ❑Primary 0.7 0.66 cfs I Inflow Area=48,883 sf 0.65 0.6r, Peak Elev=191 .95' 0.55- 12.0 x 83.8' Culvert 0.5 0.45 N U 0.4 c 0.35 LL 0.3 0.25 0.2- 0.15-- 0.1 .20.150.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 54 Summary for Pond 17R: STM MH C1 Inflow Area = 55,442 sf, 63.49% Impervious, Inflow Depth > 2.62" for 10-YR event Inflow = 0.82 cfs @ 7.92 hrs, Volume= 12,106 cf Outflow = 0.82 cfs @ 7.92 hrs, Volume= 12,106 cf, Atten= 0%, Lag= 0.0 min Primary = 0.82 cfs @ 7.92 hrs, Volume= 12,106 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.74' @ 8.00 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.18' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.92 hrs HW=189.64' TW=189.67' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Pond 17R: STM MH C1 Hydrograph Ll Inflow _. 085 Pr10 imary 0.82 cfs Inflow Area=55,442 sf 0.8 0.75 Peak Elev=189.74' 0.7 0.65 12.0" x 46.0' Culvert 0.55 0.5 3 0.45 0 LL 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 92007 HydroCAD Software Solutions LLC Page 55 Summary for Pond 18R: STM MH C2 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf Outflow = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 7.90 hrs, Volume= 4,239 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.71' @ 7.90 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 191.44' 12.0" x 136.0' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0225 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.29 cfs @ 7.90 hrs HW=191.71' TW=189.60' (Dynamic Tailwater) t1=Culvert (Inlet Controls 0.29 cfs @ 1.75 fps) Pond 18R: STM MH C2 Hydrograph F13-1 nflow 0.32 0.29 cfs ❑Primary 0.3 Inflow Area=15,840 sf 028 o.zs ' Peak -Elev=191 .71' O.24-' i 12.0" x 136.0' Culvert 0.22 0.2 0.18 3 0.16 0 LL 0.14 0.12 0.1 f 0.08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 56 Summary for Pond 19R: STM MH D1 Inflow Area = 13,320 sf, 76.18% Impervious, Inflow Depth > 2.83" for 10-YR event Inflow = 0.21 cfs @ 7.91 hrs, Volume= 3,136 cf Outflow = 0.21 cfs @ 7.91 hrs, Volume= 3,136 cf, Atten= 0%, Lag= 0.0 min Primary = 0.21 cfs @ 7.91 hrs, Volume= 3,136 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 192.28' @ 7.91 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.21 cfs @ 7.91 hrs HW=192.28' TW=190.72' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.21 cfs @ 2.21 fps) Pond 19R: STM MH D1 Hydrograph o Inflow 0.23 [I Primary _ 022 0.21 cfs Inflow Area=13,320 sf 0.21 i 00.9 Peak Elev=192.28' 0.18 0.17 i 12.0" x 57.3' Culvert 0.16 /ll 0.15 0.14 w � 0.13 3 0.12 _0 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 0 1 2 3 4 5 6 1 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 57 Summary for Pond 20R: STM MH F1 Inflow Area = 33,675 sf, 51.29% Impervious, Inflow Depth > 2.42" for 10-YR event Inflow = 0.45 cfs @ 7.93 hrs, Volume= 6,799 cf Outflow = 0.45 cfs @ 7.93 hrs, Volume= 6,799 cf, Atten= 0%, Lag= 0.0 min Primary = 0.45 cfs @ 7.93 hrs, Volume= 6,799 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.95' @ 8.00 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.8' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.45 cfs @ 7.93 hrs HW=189.92' TW=189.80' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.45 cfs @ 1.29 fps) Pond 20R: STM MH F1 Hydrograph --- Inflow 0.5 ❑Primary 0.48 0.45 cfs, 0.46 Inflow Area=33,675 Sf 042 i Peak Elev=189.95' 0.4 036 12.0" x 95.8' Culvert 0.34 0.32 0.3 0.28 - - 0.26 0 0.24 Y 0.22 - 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 7'7777'1 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 58 Summary for Pond 21R: STM MH F2 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.48" for 10-YR event Inflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Outflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.07' @ 7.99 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 49.7' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.22 cfs @ 7.93 hrs HW=190.06' TW=189.92' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.22 cfs @ 1.39 fps) Pond 21R: STM MH F2 Hydrograph 13 Inflow 0 26D Primary 024 0.24 cfs Inflow Area=17,538 sf 0.22 Peak Elev=190.07' 0.2 12.0" x 49.7' Culvert 0.18 0.16 N 0.14 3 ° 0.12 LL 0.1 O.08- 006- 0.04- 0.02 .080060.040.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 771776 19 20 7772 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 22R: STM MH F3 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.48" for 10-YR event Inflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Outflow = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf, Atten= 0%, Lag= 0.0 min Primary = 0.24 cfs @ 7.93 hrs, Volume= 3,622 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.60' @ 7.93 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 190.28' 10.0" x 37.2' long Culvert Ke= 0.500 Outlet Invert= 190.13' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.24 cfs @ 7.93 hrs HW=190.60' TW=190.06' (Dynamic Tailwater) t1=Culvert (Barrel Controls 0.24 cfs @ 1.89 fps) Pond 22R: STM MH F3 Hydrograph ❑Inflow 0.260 Primary 0.24 0.24 cfs Inflow Area=17,538 sf 0.22 Peak Elev=190.60' 02 10.0" x 37.2' Culvert 0.18 0.16 N 0.14 3 a 0.12 LL 0.1 .j 0.08 l 0.06- 0.04- 0,02 .060.040.02 0 , 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 60 Summary for Pond 23R: STM MH E1 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Outflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.94' @ 8.00 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.61' 12.0" x 48.2' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.07 cfs @ 7.90 hrs HW=189.91' TW=189.89' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 0.07 cfs @ 0.49 fps) Pond 23R: STM MH E1 Hydrograph F0_1 1-f I_.W ❑Primary 0'105.1 0.10 cfs Inflow Area=5,280 sf 0.1 0.095 0085 Peak Elev=189.94' 0075 12.0" x 48.2' Culvert 0.07 0065 0.06 3:0.055' 0 0.05 `L 0,045 0.04 0.035 0.03 0.025- 0.02- 0.015- 0.01 .0250.020.0150.01 0.005 0' 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 10-YR Rainfall=3.45" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 61 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.21" for 10-YR event Inflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Outflow = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf, Atten= 0%, Lag= 0.0 min Primary = 0.10 cfs @ 7.90 hrs, Volume= 1,413 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.18' @ 7.90 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.99' 12.0" x 45.9' long Culvert Ke= 0.500 Outlet Invert= 189.81' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.10 cfs @ 7.90 hrs HW=190.18' TW=189.91' (Dynamic Tailwater) 't--1=Culvert (Barrel Controls 0.10 cfs @ 1.42 fps) Pond 24R: STM MH E2 Hydrograph N-1 nflow 0.105 ❑Primary 0.1 0.10 cfs Inflow Area=5,280 sf 0.095 0085 ; Peak Elev=190.18' 00;5_ 12.0" x 45.9' Culvert 0.07 0.065- 0.06 30.055 a 0 0.05- 0.045- 0.04 .050.0450.04 0.035- 0,03, 0.025 0.02 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 116''11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 51 Summary for Reach 101R: 18" PVC Inflow Area = 417,919 sf, 64.01% Impervious, Inflow Depth > 2.20" for 25-YR event Inflow = 2.84 cfs @ 8.64 hrs, Volume= 76,726 cf Outflow = 2.84 cfs @ 8.64 hrs, Volume= 76,716 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 3.46 fps, Min. Travel Time= 0.2 min Avg. Velocity = 2.25 fps, Avg. Travel Time= 0.2 min Peak Storage= 28 cf @ 8.64 hrs, Average Depth at Peak Storage= 0.71' Bank-Full Depth= 1.50', Capacity at Bank-Full= 6.27 cfs 18.0" Diameter Pipe, n= 0.013 Length= 33.7' Slope= 0.0036 T Inlet Invert= 186.21', Outlet Invert= 186.09' 0 Reach 101 R: 18" PVC Hydrograph 0Inflow L;Outflow 3 2.84 cfs Inflow Area=417,919 sf i Avg. Depth=0.71' . Max Vel=3.46 fps 2 D=18.0" ZW n=0.013 3 LL L=33.7' Capacity= 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 52 Summary for Reach 102R: 24" RCP Inflow Area = 417,919 sf, 64.01% Impervious, Inflow Depth > 2.20" for 25-YR event Inflow = 2.84 cfs @ 8.64 hrs, Volume= 76,716 cf Outflow = 2.84 cfs @ 8.65 hrs, Volume= 76,671 cf, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Max. Velocity= 4.41 fps, Min. Travel Time= 0.7 min Avg. Velocity = 2.82 fps, Avg. Travel Time= 1.1 min Peak Storage= 120 cf @ 8.65 hrs, Average Depth at Peak Storage= 0.52' Bank-Full Depth= 2.00', Capacity at Bank-Full= 19.38 cfs 24.0" Diameter Pipe, n= 0.013 Length= 186.7' Slope= 0.0073 Inlet Invert= 185.89', Outlet Invert= 184.52' 0 Reach 102R: 24" RCP Hydrograph LInflow ❑Outflow 3 2.84 cfs Inflow Area=417,919 sf Avg. Depth=0.52' Max Vel=4.41 fps 2 D=24.0" �^ n=0.013 3 L=186.7' Capacity= 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 20 19 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 53 Summary for Reach 103R: 24" RCP Inflow Area = 499,871 sf, 61.31% Impervious, Inflow Depth > 2.29" for 25-YR event Inflow = 3.37 cfs @ 8.41 hrs, Volume= 95,552 cf Outflow = 3.38 cfs @ 8.42 hrs, Volume= 95,481 cf, Atten= 0%, Lag= 0.6 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 4.76 fps, Min. Travel Time= 0.9 min Avg. Velocity = 3.20 fps, Avg. Travel Time= 1.4 min Peak Storage= 189 cf @ 8.42 hrs, Average Depth at Peak Storage= 0.55' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.15 cfs 24.0" Diameter Pipe, n= 0.013 Length= 266.0' Slope= 0.0079 T Inlet Invert= 184.30', Outlet Invert= 182.19' 0 Reach 103R: 24" RCP Hydrograph o Inflow ❑Outflow 3.38 cfs Inflow Area=499,871 sf 3 Avg. Depth=0.55' Max Vel=4.76 fps D=24.0" 2 �- n=0.013 3 A L=266.0' 1 q � � 1 Capacity= 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 54 Summary for Reach 104R: 24" RCP Inflow Area = 717,917 sf, 59.51% Impervious, Inflow Depth > 2.48" for 25-YR event Inflow = 6.08 cfs @ 8.02 hrs, Volume= 148,146 cf Outflow = 6.07 cfs @ 8.03 hrs, Volume= 148,077 cf, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 5.67 fps, Min. Travel Time= 0.6 min Avg. Velocity = 3.77 fps, Avg. Travel Time= 0.9 min Peak Storage= 223 cf @ 8.03 hrs, Average Depth at Peak Storage= 0.75' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.45 cfs 24.0" Diameter Pipe, n= 0.013 Length= 208.0' Slope= 0.0082 Inlet Invert= 181.99', Outlet Invert= 180.29' 0 Reach 104R: 24" RCP Hydrograph ❑Inflow 0 Outflow 6 6.07 cfs Inflow Area=717,917 sf Avg. Depth=0.75' 5 Max Vel=5.67 fps D=24.0" 4 y n=0.013 LL 3 L=208.0' 2 1 � 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 55 Summary for Reach 105R: 24" RCP Inflow Area = 829,183 sf, 59.83% Impervious, Inflow Depth > 2.55" for 25-YR event Inflow = 7.87 cfs @ 8.01 hrs, Volume= 175,979 cf Outflow = 7.87 cfs @ 8.01 hrs, Volume= 175,965 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Max. Velocity= 5.83 fps, Min. Travel Time= 0.1 min Avg. Velocity = 3.82 fps, Avg. Travel Time= 0.2 min Peak Storage= 50 cf @ 8.01 hrs, Average Depth at Peak Storage= 0.89' Bank-Full Depth= 2.00', Capacity at Bank-Full= 19.33 cfs 24.0" Diameter Pipe, n= 0.013 Length= 37.0' Slope= 0.0073 T Inlet Invert= 180.29', Outlet Invert= 180.02' 0 Reach 105R: 24" RCP Hydrograph ❑Inflow 8 ❑Outflow 7.87 cfs Inflow Area=829,183 sf 7 { Avg. Depth=0.89' 6 Max Vel=5.83 fps D=24.0" a 5- n=0.01 3 n=0.013 4 L=37.0' 3 S=0.0073 T 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 56 Summary for Reach 106R: 24" RCP Inflow Area = 830,994 sf, 59.91% Impervious, Inflow Depth > 2.55" for 25-YR event Inflow = 7.91 cfs @ 8.01 hrs, Volume= 176,517 cf Outflow = 7.90 cfs @ 8.02 hrs, Volume= 176,475 cf, Atten= 0%, Lag= 0.3 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 6.03 fps, Min. Travel Time= 0.3 min Avg. Velocity = 3.95 fps, Avg. Travel Time= 0.5 min Peak Storage= 148 cf @ 8.02 hrs, Average Depth at Peak Storage= 0.87' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.19 cfs 24.0" Diameter Pipe, n= 0.013 Length= 113.0' Slope= 0.00807' Inlet Invert= 179.99', Outlet Invert= 179.09' 0 Reach 106R: 24" RCP Hydrograph C'1Inflow a ❑Outflow 7.90 cfs Inflow Area=$30,994 sf 7 Avg. Depth=0.87' 6- Max Vel=6.03 fps D=24.0" 5 n=0.013 4 L=113.0' 3 S=0.0080 T 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 7779 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 57 Summary for Reach 107R: 24" RCP Inflow Area = 830,994 sf, 59.91% Impervious, Inflow Depth > 2.55" for 25-YR event Inflow = 7.90 cfs @ 8.02 hrs, Volume= 176,475 cf Outflow = 7.90 cfs @ 8.03 hrs, Volume= 176,373 cf, Atten= 0%, Lag= 0.7 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Max. Velocity= 6.03 fps, Min. Travel Time= 0.8 min Avg. Velocity = 3.95 fps, Avg. Travel Time= 1.2 min Peak Storage= 359 cf @ 8.03 hrs, Average Depth at Peak Storage= 0.87' Bank-Full Depth= 2.00', Capacity at Bank-Full= 20.23 cfs 24.0" Diameter Pipe, n= 0.013 Length= 275.0' Slope= 0.0080 T Inlet Invert= 178.89', Outlet Invert= 176.69' 0 Reach 107R: 24" RCP Hydrograph ❑Inflow ❑Outflow 7.90 cfs Inflow Area=830,994 sf a .i Avg. Depth=0.87' 6 Max Vel=6.03 fps D=24.0" H 5 n=0.013 L 4 f L=275.0' -; 3 S=0.0080 T 2- 0- 0 00 1 2 3 4 5 6--7'--8' 9 10 11 12 13 14-'1'5'''1'6--'1'7---1'8 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 58 Summary for Reach 11 OR: 30" RCP Inflow Area = 2,314,786 sf, 53.39% Impervious, Inflow Depth > 2.71" for 25-YR event Inflow = 31.01 cfs @ 7.98 hrs, Volume= 522,885 cf Outflow = 30.97 cfs @ 7.98 hrs, Volume= 522,753 cf, Atten= 0%, Lag= 0.1 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Max. Velocity= 8.15 fps, Min. Travel Time= 0.3 min Avg. Velocity = 5.17 fps, Avg. Travel Time= 0.5 min Peak Storage= 638 cf @ 7.98 hrs, Average Depth at Peak Storage= 1.81' Bank-Full Depth= 2.50', Capacity at Bank-Full= 35.52 cfs 30.0" Diameter Pipe, n= 0.013 Length= 168.0' Slope= 0.00757' Inlet Invert= 175.12', Outlet Invert= 173.86' 0 Reach 11 OR: 30" RCP Hydrograph F11-1 nflow 34 ❑Outflow 32- 30.97 cfs Inflow_ Area=2,314,786 sf 28 ! Avg. Depth=1.81' 26 Max Vel=8.15 fps 24 22 D=30.0" a 20 ` n=0.013 16 L=168.0' " 14 S=0.0075 T 12 '- Capacity=35.52 cfs $ 4 2 0 1 2 3 4 5 6 7 8 9 16 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 59 Summary for Pond 1P: WQ Extended Dry Basin Inflow Area = 401,145 sf, 64.16% Impervious, Inflow Depth > 3.05" for 25-YR event Inflow = 6.73 cfs @ 7.92 hrs, Volume= 101,796 cf Outflow = 2.73 cfs @ 8.66 hrs, Volume= 72,552 cf, Atten= 59%, Lag= 44.3 min Primary = 2.73 cfs @ 8.66 hrs, Volume= 72,552 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.59' @ 8.66 hrs Surf.Area= 13,842 sf Storage= 34,237 cf Flood Elev= 190.75' Surf.Area= 15,368 sf Storage= 47,485 cf Plug-Flow detention time= 334.9 min calculated for 72,401 cf(71% of inflow) Center-of-Mass det. time= 156.4 min ( 849.5 - 693.1 ) Volume Invert Avail.Storage Storage Description #1 186.60' 47,485 cf Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 186.60 9,114 0 0 187.00 9,720 3,767 3,767 188.00 11,266 10,493 14,260 189.00 12,864 12,065 26,325 190.00 14,515 13,690 40,014 190.50 15,368 7,471 47,485 Device Routing Invert Outlet Devices #1 Device 2 186.60' 2.0' long (Profile 17) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 1.97 2.46 2.95 Coef. (English) 2.84 3.13 3.26 3.30 3.31 3.31 #2 Device 4 186.60' 1.4" Vert. WQ Orifice C= 0.620 #3 Device 4 189.00' 2.0' long (Profile 17) Broad-Crested Rectangular Weir Head (feet) 0.49 0.98 1.48 1.97 2.46 2.95 Coef. (English) 2.84 3.13 3.26 3.30 3.31 3.31 #4 Primary 186.53' 18.0" x 12.0' long Culvert CPP, square edge headwall, Ke= 0.500 Outlet Invert= 186.49' S= 0.0033 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.73 cfs @ 8.66 hrs HW=189.59' TW=186.92' (Dynamic Tailwater) t-4=Culvert (Passes 2.73 cfs of 12.94 cfs potential flow) E=l W Q Orifice (Orifice Controls 0.09 cfs @ 8.14 fps) )=Broad-Crested Rectangular Weir(Passes 0.09 cfs of 33.81 cfs potential flow) Broad-Crested Rectangular Weir(Weir Controls 2.65 cfs @ 2.23 fps) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 60 Pond 1P: WQ Extended Dry Basin Hydrograph 6.73 Cfs 0 Inflow 7r _ ❑Primary Inflow Area=401 ,145 sf Peak Elev=189.59' Storage=34,237 cf 5- rn 4 3 0 LL 3 2.73 cfs 2 1 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 61 Summary for Pond 2R: STM MH AO Inflow Area = 344,756 sf, 69.07% Impervious, Inflow Depth > 3.13" for 25-YR event Inflow = 6.11 cfs @ 7.91 hrs, Volume= 89,977 cf Outflow = 6.11 cfs @ 7.91 hrs, Volume= 89,977 cf, Atten= 0%, Lag= 0.0 min Primary = 6.11 cfs @ 7.91 hrs, Volume= 89,977 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 189.84' @ 8.01 hrs Flood Elev= 191.68' Device Routing Invert Outlet Devices #1 Primary 186.99' 18.0" x 60.7' long Culvert Ke= 0.500 Outlet Invert= 186.60' S= 0.0064 T Cc= 0.900 n= 0.013 Primary OutFlow Max=6.10 cfs @ 7.91 hrs HW=189.72' TW=189.20' (Dynamic Tailwater) L1=Culvert (Inlet Controls 6.10 cfs @ 3.45 fps) Pond 2R: STM MH AO Hydrograph ❑Inflow ❑Primary 6 6.11 cfs Inflow Area=344,756 Sf Peak Elev=189.84' 5 18.0" x 60.7' Culvert 4 3 0 LL 3 2 1- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 1'9 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 62 Summary for Pond 3R: STM MH Al Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 3.15" for 25-YR event Inflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Outflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 189.96' @ 8.00 hrs Flood Elev= 192.11' Device Routing Invert Outlet Devices #1 Primary 187.41' 15.0" x 54.4' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.16 cfs @ 7.91 hrs HW=189.85' TW=189.72' (Dynamic Tailwater) L1=Culvert (Inlet Controls 2.16 cfs @ 1.76 fps) Pond 3R: STM MH Al Hydrograph FUT Inflow r. 2.16 cfs 1 ❑Primary Inflow Area=121 ,227 sf 2 I Peak Elev=189.96' s 15.0" x 54.4' Culvert N V 3 _o LL1 0 0 1 2 3 4 5 6 1'17 8 9 10 11 12 113''''114''''115 1'6 17 18 19 26-2'1'-22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 63 Summary for Pond 4R: STM MH A2 Inflow Area = 121,227 sf, 69.91% Impervious, Inflow Depth > 3.15" for 25-YR event Inflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Outflow = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf, Atten= 0%, Lag= 0.0 min Primary = 2.16 cfs @ 7.91 hrs, Volume= 31,784 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.02' @ 8.00 hrs Flood Elev= 192.36' Device Routing Invert Outlet Devices #1 Primary 187.73' 15.0" x 30.5' long Culvert Ke= 0.500 Outlet Invert= 187.61' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.29 cfs @ 7.91 hrs HW=189.90' TW=189.85' (Dynamic Tailwater) t1=Culvert (Inlet Controls 1.29 cfs @ 1.05 fps) Pond 4R: STM MH A2 Hydrograph Inflow ❑Primary 2.16 cfs Inflow Area=121 ,227 sf 2 Peak Elev=190.02' 15.0" x 30.5' Culvert U O / L 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 64 Summary for Pond 5R: STM MH A3 Inflow Area = 118,587 sf, 69.24% Impervious, Inflow Depth > 3.13" for 25-YR event Inflow = 2.10 cfs @ 7.91 hrs, Volume= 30,979 cf Outflow = 2.10 cfs @ 7.91 hrs, Volume= 30,979 cf, Atten= 0%, Lag= 0.0 min Primary = 2.10 cfs @ 7.91 hrs, Volume= 30,979 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 190.28' @ 8.01 hrs Flood Elev= 193.63' Device Routing Invert Outlet Devices #1 Primary 188.73' 15.0" x 200.7' long Culvert Ke= 0.500 Outlet Invert= 187.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=2.08 cfs @ 7.91 hrs HW=190.17' TW=189.90' (Dynamic Tailwater) t-1=Culvert (Outlet Controls 2.08 cfs @ 1.84 fps) Pond 5R: STM MH A3 Hydrograph ❑ nflow I ❑Primary 2.10 cfs Inflow Area=118,587 sf 2 Peak Elev=190.28' 15.0" x 200.7' Culvert I H U 3 0 U 1 T 7" 0 0 1 2 3 4' 11 5 1 6 11 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22-774 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 65 Summary for Pond 6R: STM MH A4 Inflow Area = 31,680 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.67 cfs @ 7.90 hrs, Volume= 9,660 cf Outflow = 0.67 cfs @ 7.90 hrs, Volume= 9,660 cf, Atten= 0%, Lag= 0.0 min Primary = 0.67 cfs @ 7.90 hrs, Volume= 9,660 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.33' @ 8.02 hrs Flood Elev= 194.32' _Device Routing Invert Outlet Devices #1 Primary 189.22' 12.0" x 71.4' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0041 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.65 cfs @ 7.90 hrs HW=190.20' TW=190.14' (Dynamic Tailwater) t1=Culvert (Outlet Controls 0.65 cfs @ 1.06 fps) Pond 6R: STM MH A4 Hydrograph FT-nf i-w ❑Primary 0.7 0.67 cfs Inflow Area=31 ,680 sf 0.65 0.6 Peak Elev=190.33' 0.55 12.011 x 71 .4' Culvert 0.5 0.45 N v 0.4 p 0.35 LL 0.3 0.25- 0.2 0,15- 0.1- 0,05- 0 .150.10.050 0 1 2 3 4 5 6 7 8 9 10 11 1777777'97 6 17 18 19 20 21 22 23 24 Time (hours) ^. 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 66 Summary for Pond 7R: STM MH A5 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Outflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.30' @ 8.03 hrs Flood Elev= 194.59' Device Routing Invert Outlet Devices #1 Primary 189.52' 12.0" x 25.4' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.90 hrs HW=190.18' TW=190.20' (Dynamic Tailwater) L1=Cu1vert ( Controls 0.00 cfs) Pond 7R: STM MH A5 Hydrograph ❑ Inflow 0.420.3938 c� ❑Primary 0.4 inflow Area=18,480 Sf 0.38 0.36 - Peak Elev=190.30' 0.34 °03 12.0" x 25.4' Culvert 0.28 0.26 0,24 30.22 _0 0.2 LL 0.18 0.16 0.14 0.12 T� _ 0.1 0.08 r 0.06 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 67 Summary for Pond 8R: STM MH A6 Inflow Area = 18,480 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Outflow = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf, Atten= 0%, Lag= 0.0 min Primary = 0.39 cfs @ 7.90 hrs, Volume= 5,635 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 190.81' @ 7.99 hrs Flood Elev= 196.04' Device Routing Invert Outlet Devices #1 Primary 190.40' 12.0" x 170.9' long Culvert Ke= 0.500 Outlet Invert= 189.72' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.38 cfs @ 7.90 hrs HW=190.80' TW=190.18' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.38 cfs @ 1.95 fps) Pond 8R: STM MH A6 Hydrograph FDT Inflow 0.42 0.39 cfs ❑Primary 0.4 Inflow Area=18,480 sf 0.38 0.36 Peak Elev=190.81 ' 0.34.32- 12.0" x 170.9' Culvert O.28- 0.26- 0.24 .280.260.24 3 0.22 0 0.2 LL 0.18 0.16 0.14 0.12- 0.1 r 0.08 _. 0.06 0.04- 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 68 Summary for Pond 10R: STM MH B1 Inflow Area = 177,416 sf, 72.84% Impervious, Inflow Depth > 3.20" for 25-YR event Inflow = 3.21 cfs @ 7.91 hrs, Volume= 47,253 cf Outflow = 3.21 cfs @ 7.91 hrs, Volume= 47,253 cf, Atten= 0%, Lag= 0.0 min Primary = 3.21 cfs @ 7.91 hrs, Volume= 47,253 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.36' @ 7.99 hrs Flood Elev= 193.43' Device Routing Invert Outlet Devices #1 Primary 187.80' 15.0" x 153.1' long Culvert Ke= 0.500 Outlet Invert= 187.19' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=3.21 cfs @ 7.91 hrs HW=190.25' TW=189.71' (Dynamic Tailwater) 't 1=Culvert (Outlet Controls 3.21 cfs @ 2.62 fps) Pond 10R: STM MH 131 Hydrograph C3 Inflow El Primary 3.21 cfs Inflow Area=177,416 sf 3 Peak Elev=190.36' 15.0" x 153.1' Culvert rte. F 2 3 0 LL l 1 � } 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 69 Summary for Pond 11 R: STM MH B2 Inflow Area = 111,414 sf, 74.91% Impervious, Inflow Depth > 3.23" for 25-YR event Inflow = 2.04 cfs @ 7.91 hrs, Volume= 30,003 cf Outflow = 2.04 cfs @ 7.91 hrs, Volume= 30,003 cf, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 7.91 hrs, Volume= 30,003 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.11' @ 7.98 hrs Flood Elev= 196.38' Device Routing Invert Outlet Devices #1 Primary 188.83' 12.0" x 208.1' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=1.93 cfs @ 7.91 hrs HW=191.01' TW=190.25' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.93 cfs @ 2.46 fps) Pond 11R: STM MH B2 Hydrograph u Inflow D Primary - 2.04 cfs Inflow Area=111 ,414 sf 2 Peak Elev=191 .11' I 12.0" x 208.1' Culvert N 3 0 LL 1 f' 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1197777'1779" 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 70 Summary for Pond 12R: STM MH B3 Inflow Area = 91,884 sf, 69.95% Impervious, Inflow Depth > 3.15" for 25-YR event Inflow = 1.64 cfs @ 7.91 hrs, Volume= 24,096 cf Outflow = 1.64 cfs @ 7.91 hrs, Volume= 24,096 cf, Atten= 0%, Lag= 0.0 min Primary = 1.64 cfs @ 7.91 hrs, Volume= 24,096 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.30' @ 7.98 hrs Flood Elev= 196.86' Device Routing Invert Outlet Devices #1 Primary 189.15' 12.0" x 30.8' long Culvert Ke= 0.500 Outlet Invert= 189.03' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.60 cfs @ 7.91 hrs HW=191.19' TW=191.01' (Dynamic Tailwater) L1=Culvert (Inlet Controls 1.60 cfs @ 2.04 fps) Pond 12R: STM MH B3 Hydrograph ❑Inflow ❑Primary 1.64 cfs Inflow Area=91 ,884 sf Peak Elev=191 .30' i 12.0" x 30.8' Culvert �l y � 1 3 0 U. r- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 26-2`1-2'2 23 24 Time (hours) i—N 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HyroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 71 Summary for Pond 13R: STM MH B4 Inflow Area = 80,683 sf, 66.88% Impervious, Inflow Depth > 3.09" for 25-YR event Inflow = 1.41 cfs @ 7.92 hrs, Volume= 20,806 cf Outflow = 1.41 cfs @ 7.92 hrs, Volume= 20,806 cf, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 7.92 hrs, Volume= 20,806 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.59' @ 7.98 hrs Flood Elev= 198.44' Device Routing Invert Outlet Devices #1 Primary 189.88' 12.0" x 132.9' long Culvert Ke= 0.500 Outlet Invert= 189.35' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=1.39 cfs @ 7.92 hrs HW=191.47' TW=191.20' (Dynamic Tailwater) t1=Culvert (Outlet Controls 1.39 cfs @ 1.78 fps) Pond 13R: STM MH B4 Hydrograph 0 Inflow Primary 1.41 cfs Inflow Area=80,683 sf Peak Elev=191 .59' i 12.0" x 132.9' Culvert 1 3 0 LL f.- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 16 17 16 19 20 21 22 23 24 Time (hours) '"1 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 72 Summary for Pond 14R: STM MH B5 Inflow Area = 64,723 sf, 63.61% Impervious, Inflow Depth > 3.04" for 25-YR event Inflow = 1.11 cfs @ 7.92 hrs, Volume= 16,390 cf Outflow = 1.11 cfs @ 7.92 hrs, Volume= 16,390 cf, Atten= 0%, Lag= 0.0 min Primary = 1.11 cfs @ 7.92 hrs, Volume= 16,390 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.70' @ 7.99 hrs Flood Elev= 196.96' Device Routing Invert Outlet Devices #1 Primary 190.59' 12.0" x 127.7' long Culvert Ke= 0.500 Outlet Invert= 190.08' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.83 cfs @ 7.92 hrs HW=191.60' TW=191.48' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.83 cfs @ 1.30 fps) Pond 14R: STM MH B5 Hydrograph GInflow ❑Primary 1.11 cfs Inflow Area=64,723 sf 1 Peak Elev=191 .70' 12.0" x 127.7' Culvert y / O f' LL 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 73 Summary for Pond 15R: STM MH B6 Inflow Area = 54,163 sf, 56.52% Impervious, Inflow Depth > 2.92" for 25-YR event Inflow = 0.89 cfs @ 7.92 hrs, Volume= 13,170 cf Outflow = 0.89 cfs @ 7.92 hrs, Volume= 13,170 cf, Atten= 0%, Lag= 0.0 min Primary = 0.89 cfs @ 7.92 hrs, Volume= 13,170 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 191.79' @ 8.00 hrs Flood Elev= 196.54' Device Routing Invert Outlet Devices #1 Primary 190.91' 12.0" x 30.6' long Culvert Ke= 0.500 Outlet Invert= 190.79' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.84 cfs @ 7.92 hrs HW=191.71' TW=191.61' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.84 cfs @ 1.70 fps) Pond 15R: STM MH B6 Hydrograph D Inflow ❑Primary - 095 0.9 0.89 cfs Inflow Area=54,163 sf 0,85 0.8 Peak Elev=191 .79' 0.75 12.0" 0.7 x 30.6' Culvert 0.65 0.6 w 0.55 U 3 0.5 0,45- LL 0.4 0.35 0.3 0.25- 0.2- 0.1-: .250.20.1 ' 0.05- 0: 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 74 Summary for Pond 16R: STM MH B7 Inflow Area = 48,883 sf, 51.82% Impervious, Inflow Depth > 2.84" for 25-YR event Inflow = 0.78 cfs @ 7.93 hrs, Volume= 11,560 cf Outflow = 0.78 cfs @ 7.93 hrs, Volume= 11,560 cf, Atten= 0%, Lag= 0.0 min Primary = 0.78 cfs @ 7.93 hrs, Volume= 11,560 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 192.08' @ 8.00 hrs Flood Elev= 195.55' Device Routing Invert Outlet Devices #1 Primary 191.45' 12.0" x 83.8' long Culvert Ke= 0.500 Outlet Invert= 191.11' S= 0.0041 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.77 cfs @ 7.93 hrs HW=192.05' TW=191.72' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.77 cfs @ 2.22 fps) Pond 16R: STM MH B7 Hydrograph E Inflow 0.85 0 Primary 0.8 0.78 cfs Inflow Area=48,883 sf 0.75 0.7 Peak Elev=192.08' 0.65 " 0.6 12.0" x 83.8' Culvert 0.55 0.5- 0.45- 0.4--- 0.35- 0.3-: .50.450.40.350.3 0,25- 0.2 0.15 0.1 0.05- 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 75 Summary for Pond 17R: STM MH C1 Inflow Area = 55,442 sf, 63.49% Impervious, Inflow Depth > 3.04" for 25-YR event Inflow = 0.95 cfs @ 7.92 hrs, Volume= 14,030 cf Outflow = 0.95 cfs @ 7.92 hrs, Volume= 14,030 cf, Atten= 0%, Lag= 0.0 min Primary = 0.95 cfs @ 7.92 hrs, Volume= 14,030 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.35' @ 7.99 hrs Flood Elev= 192.25' Device Routing Invert Outlet Devices #1 Primary 188.18' 12.0" x 46.0' long Culvert Ke= 0.500 Outlet Invert= 188.00' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.92 hrs HW=190.24' TW=190.26' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Pond 17R: STM MH C1 Hydrograph 13 Inflow ❑Primary 1 0.95 Inflow Area=55,442 sf Peak Elev=190.35' 12.0" x 46.0' Culvert VJ U 3 o LL J, 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 76 Summary for Pond 18R: STM MH C2 Inflow Area = 15,840 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf Outflow = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf, Atten= 0%, Lag= 0.0 min Primary = 0.33 cfs @ 7.90 hrs, Volume= 4,830 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 191.72' @ 7.90 hrs Flood Elev= 194.84' Device Routing Invert Outlet Devices #1 Primary 191.44' 12.0" x 136.0' long Culvert Ke= 0.500 Outlet Invert= 188.38' S= 0.0225 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.33 cfs @ 7.90 hrs HW=191.72' TW=190.21' (Dynamic Tailwater) L1=Culvert (Inlet Controls 0.33 cfs @ 1.81 fps) Pond 18R: STM MH C2 Hydrograph C Inflow 0.36 ElPrimary 0.33 cfs 0.34 Inflow Area=15,840 sf 0.32 0.3-. Peak Elev=191 .72' 026 12.0" x 136.0' Culvert 0.24 0.22 N v 0.2- 3: 0.18 O LL 0.16 0,14- 0.12 .140.12 0.1 0.08 0.06- 0.04- 0.02104F .08 0.040.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 77 Summary for Pond 19R: STM MH D1 Inflow Area = 13,320 sf, 76.18% Impervious, Inflow Depth > 3.25" for 25-YR event Inflow = 0.25 cfs @ 7.91 hrs, Volume= 3,611 cf Outflow = 0.25 cfs @ 7.91 hrs, Volume= 3,611 cf, Atten= 0%, Lag= 0.0 min Primary = 0.25 cfs @ 7.91 hrs, Volume= 3,611 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs /3 Peak Elev= 192.30' @ 7.91 hrs Flood Elev= 197.51' Device Routing Invert Outlet Devices #1 Primary 192.04' 12.0" x 57.3' long Culvert Ke= 0.500 Outlet Invert= 191.58' S= 0.0080 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.25 cfs @ 7.91 hrs HW=192.30' TW=191.46' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.25 cfs @ 2.29 fps) Pond 19R: STM MH D1 Hydrograph GInflow ❑Primary 0.25 cfs Inflow Area=13,320 Sf 0.24 0.22 Peak Elev=192.30' 02 12.011 x 57.3' Culvert 0.18 'a 0.16 0.14 3 0 M 0.12 01- 0.08- 0.06- 004- 0.02 .10.080.060040.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 78 Summary for Pond 20R: STM MH F1 Inflow Area = 33,675 sf, 51.29% Impervious, Inflow Depth > 2.83" for 25-YR event Inflow = 0.53 cfs @ 7.93 hrs, Volume= 7,938 cf Outflow = 0.53 cfs @ 7.93 hrs, Volume= 7,938 cf, Atten= 0%, Lag= 0.0 min Primary = 0.53 cfs @ 7.93 hrs, Volume= 7,938 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.33' @ 8.02 hrs Flood Elev= 193.76' Device Routing Invert Outlet Devices #1 Primary 189.31' 12.0" x 95.8' long Culvert Ke= 0.500 Outlet Invert= 188.93' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.53 cfs @ 7.93 hrs HW=190.24' TW=190.19' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.53 cfs @ 0.91 fps) Pond 20R: STM MH F1 Hydrograph F13-1 [I Primary 055 0.53 cfs Inflow Area=33,675 sf 05 Peak Elev=190.33' 0.45 `; 12.0" x 95.8' Culvert 0.4- 0 35 .4 0.35 w v 3 0.3- 0 0,25- 0.2 0.15- 0.1- 0.05 .15 0.10.05 0 0 1 2 3 4 5 6 7 8 9 10 11 12-'13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 79 Summary for Pond 21R: STM MH F2 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.89" for 25-YR event Inflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Outflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.30' @ 8.02 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 189.71' 12.0" x 49.7' long Culvert Ke= 0.500 Outlet Invert= 189.51' S= 0.0040 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.93 hrs HW=190.23' TW=190.24' (Dynamic Tailwater) t1=Culvert ( Controls 0.00 cfs) Pond 21R: STM MH F2 Hydrograph o Inflow O Primary 0.3 0.28 cfs Inflow Area=17,538 sf 028 0.26 Peak Elev=190.30' 0.24 0.22 12.0" x 49.7' Culvert 0.2- 0,18 .20.18 /1 3 0.16 LL 0.14- 0.12 0.1 0,08 0.06- 0.04 0.02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 11 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 80 Summary for Pond 22R: STM MH F3 Inflow Area = 17,538 sf, 54.73% Impervious, Inflow Depth > 2.89" for 25-YR event Inflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Outflow = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 7.93 hrs, Volume= 4,220 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.62' @ 7.93 hrs Flood Elev= 193.33' Device Routing Invert Outlet Devices #1 Primary 190.28' 10.0" x 37.2' long Culvert Ke= 0.500 Outlet Invert= 190.13' S= 0.0040 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.28 cfs @ 7.93 hrs HW=190.62' TW=190.23' (Dynamic Tailwater) L1=Culvert (Barrel Controls 0.28 cfs @ 1.98 fps) Pond 22R: STM MH F3 Hydrograph ❑Inflow ❑Primary 0.3 0.28 cfs Inflow Area=17 538 sf 0.28 0.26 Peak Elev=190.62' 0.24 10.0" 0.22 x 37.2' Culvert 0.2- 0.18- 0.16 .20.180.16 LL 0.14 0.12 0.1- 0.08-' 0,06- 0.04" 0"02 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 81 Summary for Pond 23R: STM MH E1 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Outflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs/ 3 Peak Elev= 190.28' @ 8.03 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.61' 12.0" x 48.2' long Culvert Ke= 0.500 Outlet Invert= 189.42' S= 0.0039 T Cc= 0.900 n= 0.013 Primary OutFlow Max=0.00 cfs @ 7.90 hrs HW=190.15' TW=190.20' (Dynamic Tailwater) L1=Culvert ( Controls 0.00 cfs) Pond 23R: STM MH E1 Hydrograph Inflow 0.12 ❑Primary 0.115 0.11 cfs 0.11 Inflow Area=5,280 sf 0.105 0..11 Peak Elev=190.28' 0.095 a ass 12.0" x 48.2' Culvert 0.08 �1 0.075 0.07 0.065 .06°03 0.06- 00.055- 0.05- 0.045- 0.047 .0550.050.0450.04 0.035 0.03 0025. 0.02 0.015-- 0,01- 150.01- 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCADO 8.50 s/n 005096 ©2007 HydroCAD Software Solutions LLC Page 82 Summary for Pond 24R: STM MH E2 Inflow Area = 5,280 sf,100.00% Impervious, Inflow Depth > 3.66" for 25-YR event Inflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Outflow = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf, Atten= 0%, Lag= 0.0 min Primary = 0.11 cfs @ 7.90 hrs, Volume= 1,610 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 190.34' @ 8.05 hrs Flood Elev= 194.50' Device Routing Invert Outlet Devices #1 Primary 189.99' 12.0" x 45.9' long Culvert Ke= 0.500 Outlet Invert= 189.81' S= 0.0039 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=0.10 cfs @ 7.90 hrs HW=190.24' TW=190.15' (Dynamic Tailwater) L1=Culvert (Outlet Controls 0.10 cfs @ 1.01 fps) Pond 24R: STM MH E2 Hydrograph ❑Inflow 0.12 ❑Primary 0,11 0.111 0.11 cfs Inflow Area=5,280 sf ! 0105 01 Peak Elev=190.34' 0.095 0.085 12.0" x 45.9' Culvert 0.08 j 0.075 w 0.07 0.065 3 0.06 U 0.055 0.05 0.045 0.04 0.035 0,03 0.025 _ 0.02 T 0.015 0.01 0.005 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type /A 24-hr 25-YR Rainfall=3.90" - Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 Q2007 HydroCAD Software Solutions LLC Page 83 Summary for Pond 108R: 24" RCP Inflow Area = 2,223,896 sf, 52.92% Impervious, Inflow Depth > 2.70" for 25-YR event Inflow = 29.44 cfs @ 7.98 hrs, Volume= 499,688 cf Outflow = 29.44 cfs @ 7.98 hrs, Volume= 499,688 cf, Atten= 0%, Lag= 0.0 min Primary = 29.44 cfs @ 7.98 hrs, Volume= 499,688 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 184.84' @ 7.98 hrs Flood Elev= 179.50' Device Routing Invert Outlet Devices #1 Primary 176.49' 24.0" x 40.0' long Culvert Square-edged headwall, Ke= 0.500 Outlet Invert= 176.17' S= 0.0080 '/' Cc= 0.900 n= 0.013 Primary OutFlow Max=29.21 cfs @ 7.98 hrs HW=184.71' TW=180.98' (Dynamic Tailwater) t1=Culvert (Inlet Controls 29.21 cfs @ 9.30 fps) Pond 108R: 24" RCP Hydrograph -- ❑Inflow 32 ❑Primary 30 29_44 cfs Inflow Area=2,223,896 sf 28 Peak Elev=184.84' 26- 24- f 24.0" x 40.0' Culvert 22 20- 18-: 3 16. 0 LL 14. 12 10_ 8- 6- 4 64 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 3876 HERITAGE, POST-DEVELOPED Type IA 24-hr 25-YR Rainfall=3.90" Prepared by AKS Printed 1/5/2015 HydroCAD®8.50 s/n 005096 @2007 HydroCAD Software Solutions LLC Page 84 Summary for Pond 109R: 24" CMP Inflow Area = 2,300,777 sf, 53.22% Impervious, Inflow Depth > 2.71" for 25-YR event Inflow = 30.74 cfs @ 7.98 hrs, Volume= 518,985 cf Outflow = 30.74 cfs @ 7.98 hrs, Volume= 518,985 cf, Atten= 0%, Lag= 0.0 min Primary = 30.74 cfs @ 7.98 hrs, Volume= 518,985 cf Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.05 hrs / 3 Peak Elev= 181.05' @ 7.98 hrs Device Routing Invert Outlet Devices #1 Primary 175.54' 24.0" x 30.0' long Culvert Square-edged headwall, Ke= 0.500 Outlet Invert= 175.32' S= 0.0073 T Cc= 0.900 n= 0.013 Primary OutFlow Max=30.50 cfs @ 7.98 hrs HW=180.98' TW=176.92' (Dynamic Tailwater) L1=Culvert (Inlet Controls 30.50 cfs @ 9.71 fps) Pond 109R: 24" CMP Hydrograph 34- ❑Inflow 32- 30.74 CfS ❑Primary Inflow Area=2,300,777 sf 30 28_ Peak Elev=181.05' 26 24.0" x 30.0' Culvert 24_ -- - - ---- 22 N 20- 18- 16 01816 LL 14- 12 10- 8- 6- 4 0864 2 0 0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) FIGURE 3: CONCENTRATIONS OF LOW TO MODERATE INCOME HOUSEHOLDS,CITY OF TIGARD QBlock Groups* Q City of Tigard t { Q QGIS dil] *Census block groups where at least 46%of households earn 80%MFI or less. SOURCE: Washington County Consolidated Plan,2010-2015 CITY OF TIGARD I GOAL 10 HOUSING NEED ANALYSIS PAGE 6 Implications for Tigard: Tigard has significant inflow and outflow of workers. As of 2010, the US Census estimated that only 14% of local working residents actually worked in Tigard. 86% of Tigard workers commute out of Tigard to their primary job. At the same time, over 36,000 workers commute in to Tigard from other cities to work in Tigard jobs. Tigard's recently completed Economic Opportunities Analysis presented figures on local employment. Professional and Business Services, and Retail represent the largest shares of employment in the city. Financial service is also an important local sector. Going forward, Professional Services, along with Education and Health Services are expected to grow the most quickly, increasing their share of overall employment by 2030. Professional and financial services tend to be higher-paying industries,while retail is one of the lowest paying industries. FIGURE 8: INFLOW AND OUTFLOW OF WORKERS,CITY OF TIGARD " } ,', Analysis Selection Geden Homo-Wfirtb� Note: Overlayarrows do not Indicate directionality of worlmr flow between home and employment locations. .' Employed and Live In Selection Area Employed In Selection Area, Live Outside _ Live In Selection Area, EruirMcur�bi7 36,219 1864 7` Employed outside 3,063 laka is ` J—dt �e�r �g _ S`K8IYYLOtL t (,r �vB4ro" •`( SOURCE: US Census,2009 employment data FIGURE 9: INFLOW AND OUTFLOW OF WORKERS,CHARACTERISTICS Employed and Commuting Commuting Live in City In Out Income Ranee $15,000 or less 27% 25% 20% $15,001 to$40,000 40% 37% 34% $40,001+ 33% 38% 46% Income Ranee Goods Producing 12% 11% 16% Trade,Transport,Utilities 22% 27% 20% All Other Services 67% 62% 64% In general, a community can work to ensure a full spectrum of housing choices in order to provide opportunities to local workers to live in the community. As Figure 7 indicates, there CITY OF TIGARD ( GOAL 10 HOUSING NEED ANALYSIS PAGE 19 WHERE-\S, on November 17, 2014, the Tigard Planning Commission held a public hearing, which was noticed in accordance with city standards, and recommended unanimous approval of the proposed amendment (Land Use File: CPA 2014-(XM1) by motion and with rote in support;and WHEREAS, on December 16, 2014, the Tigard City Council held a public hearing, which was noticed in accordance with cite standards, to consider the Planning Commission's recommendation on CPA 2014- 00001,hear public testimony,and apply applicable decision-malting criteria;and WHEREAS, the Tigard City Council's decision to adopt CPA 2014-00001 is based on the findings and conclusions found in Exhibit D and the associated land use record, which is incorporated herein by reference and contained in land use file CPA 2014-00001. NOW,THEREFORE,THE CITY OF TIGARD ORDAINS AS FOLLOWS: SECTION 1: Tigard Cite Council amends the Tigard Comprehensive Plan to include the River Terrace Community Plan as shown in Exhibit A. SECTION 2: Tigard Cite Council amends the Tigard Comprehensive Plan Designations Map as shown in Exhibit B. SECTION 3: Tigard City Council amends the Tigard Significant Habitat areas Map, Wetlands and Riparian areas Map, and Significant Tree Groves Map as shown in Exhibit C. SECTION 4: Tigard City Council adopts the findings and conclusions contained in Exhibit D in support of this action and as the legislative basis for this ordinance. SECTION 5: This ordinance shall be effective 30 days after its passage by the Council, signature by the Mayor, and posting by the City Recorder. PASSED: By l�!?xtniIN 4G --vote of a Council members present after being read by number and title only,this of��c—'2014. Carol h.rager,Cite Recorder APPROVED: Be Tigard Citi•Council this t�ac of ��Gem�D'tit. , 2014. i � r 1F ( Cook, Mayor ORDINANCE No. 14- S Page 2 Approved as to form: 4City , rney ORDINANCE No. 14- / 5- Page 4- /SPage 3 :1 c © m n� u n i trrac T ,r k t ^� ACKNOWLEDGEMENTS Stakeholder Working Group Jim Beardsley Fred Gast Richard Shavey Ernie Brown Dan Grimberg Kathy Stallkamp Joanne Criscione Lisa Hamilton Jamie Stasny Nora Curtis Jerry Hanford John Weathers Brian Feeney Steve Jacobson Matt Wellner Michael Freudenthal Marsha Lancaster Marc Woodard Yolanda McVicker Technical Advisory Committee Peter Arellano,City of Beaverton Carrie Pak,Clean Water Services Andrew Barrett,City of Beaverton Udwien Rahman,Oregon Department Andy Braun,Clean Water Services of Transportation Leigh Crabtree,City of Beaverton Julie Russell,Tigard Water District Anne Debbaut,Oregon Department of Land Paul Shaefer,Washington County Conservation and Development Richard Steinbrugge,Beaverton School District Julia Hajduk,City of Sherwood Michael Stone,City of Tigard Kelly Hossaini,Miller Nash/Tigard-Tualatin Valerie Sutton,City of Beaverton School District Gerry Uba,Metro Steve L.Kelley, Washington County Ray Valone,Metro Alan Kennedy,Tualatin Valley Fire and Rescue Dave Wells,King City Jabra Khasho,City of Beaverton Paul Whitney, Tualatin River Keepers Steve Martin, City of Tigard David Winship,City of Beaverton Kim McMillan,City of Tigard John Wolff, Tualatin Valley Fire and Rescue Staff Marty Wine,City Manager Kenny Asher,Community Development Director Susan P.Shanks,Senior Planner Tom McGuire,Assistant Community Development Director Marissa Grass,Associate Planner Agnes KowaCi,Associate Planner Joe Patton Senior Administrative Specialist RIVER TERRACE COMMUNITY PIAN Goal 2: Land Use Planning Land use planning influences the type and character of development in the city and contributes to the community's quality of life,sense of place and economic vitality. Land use planning also enables the city to provide and sustain essential urban services and lays the groundwork for coordinating and partnering with other local governments and agencies that have a stake in the overall well-being of the Portland Metro Region. The goals and policies contained in the Tigard Comprehensive Plan provide the basis for the city's land use planning program. The River Terrace Community Plan is a product of this program and an ancillary Comprehensive Plan document. It also provides the specific development vision for this area,one that was both prescribed by Metro when River Terrace was added to the Urban Growth Boundary (UGB) and envisioned by the community through the community planning process. Metro Requirements Metro set targets for residential development in River"Terrace in order to accommodate the long-range growth in population anticipated in the Portland Metro Region.' The portion of River Terrace that was added to the UGB in 2002,i.e. Areas 63 and 64,is required to have an average residential density of at least ten units per net residential acre.'The portion of River Terrace that was added to the L'GB in 2011,i.e. Roy Rogers West (also referred to as area 4),is required to provide zoned capacity for a minimum of 479 dwelling units.'Pursuant to Metro policy, some of the required units in Roy Rogers West can be added to areas 63 and 64 as long as the average residential density requirement for Areas 63 and 6.3 is met without these additional units. The cih' initially adopted Comprehensive Plan designations for River Terrace Vision River Terrace in 2012 based on the land use recommendations A community of great neighborhoods contained in the West Bull Mountain Concept Plan (WBitiICP). that includes housing,neighborhood- This action signified the city's intent to honor the investment scale businesses,schools,parks and and involvement that occurred during the WBMCP process and recreational opportunities. to utilize the concept plan's vision as the starring point for land use planning in River Terrace. During the River Terrace community planning process, refinements were made to the recommended \XBi\1CP land uses in order to support a better range and mix of zoning districts and,by extension, housing types. These refinements were vetted by stakeholders,are consistent with the densit} assumptions and guidelines in the concept plan, and meet Metro's required residential densities for each area. Comprehensive Plan designations for River Terrace are shown on Map 1 at the end of this document.They include Low-Density Residential, Medium-Density Residential, Medium High-Density Residential,Community Commercial, Public Institution and Open Space. Adoption of the Communis, Plan does not result in the adoption of these designations. Adoption of Comprehensive Plan designations requires a separate action. River Terrace zoning districts are consistent with the Comprehensive Plan designations described above and are provided on Map 2 at the end of this document. They include R-4.5,R-7, R-12,R-23 and 'Pursuant to Metro Functional Plan Title 14, River Terrace was given the 2040 Growth Concept designation of Neighborhood when it was brought into the UGB in 2002 and 2011. 1 Metro Ordinance No.02-9698. 3 Metro Ordinance No. 11-12649. City of Tigard Page 3-1 RIVER TERRACE COMMUNITY PLAN Community Commercial. The city's Parks and Recreation zoning district will be applied to properties once they have been acquired by the city and/or dedicated to the public for public park purposes. Adoption of the Community Plan does not result in the adoption of these designations. Adoption of zoning district designations requires a separate action. Other Metro requirements for providing natural resource protection,recreational opportunities,needed housing,urban services,multi-modal transportation facilities,and an infrastructure funding strategy are addressed in subsequent sections of the Community Plan. The table below demonstrates how the residential zoning districts collectively serve to meet Metro's required residential densities for River Terrace. Table 3-1:River Terrace Residential Density Calculations Low Density Residential R-4.5 296 51.03 Medium Density Residential R-7 1521 174.74 133 15.28 -� R-12 648 45.40 266 18.64 Medium-High Density Residential R-25 880 29.93 Total Units w/o Density Transfer 3345 399 Density Transfer -80 +80 Total Units w/Density Transfer 3265 479 Total Net Acres 301.10 33.92 Total Units/Net Acre 10.84 11.76 Total units were calculated by dividing the net acres in each zone by the minimum square footage requiredfor each lot in that zone. 5 Net acres were calculated by eliminating constrained lands(i.e.slopes exceeding 25%and Metro Title 3 protected water features and vegetated corridors)and on estimated amount of acreage for rights-of-way(i.e.20%). 6 The River Terrace infrastructure master plans assume a total of 2,587 dwelling units for infrastructure planning purposes. In addition to eliminating constrained lands and estimated rights-of-way, the dwelling unit calculation utilized by these master plans also eliminates committed lands. Removal of such lands, e.g.future park and school sites, is appropriate for infrastructure planning purposes.It is not,however,consistent with the city or Metro's approach for performing a zoning capacity analysis Page 3-2 City of Tigard RIVER TERRACE COMMUNITY PIAN Community Vision Much of the land use vision for River Terrace came from the\X BNICP,which is incorporated by reference here. Aspects of this vision were more fully developed during the community planning process and can be found in the River Terrace Park System Master Plan Addendum,River Terrace Transportation System Plan Addendum and River Terrace Stormwater Master Plan. In general, the River Terrace Community Plan provides for a variety of land uses and residential densities consistent ,with the community's desire to create a community of great neighborhoods that includes housing, neighborhood-scale commercial businesses,schools,parks and recreational opportunities. Key elements of this vision are summarized below. • River Terrace is primarily a residential community that includes a mix of residential densities. This allows for a variety of housing types that meet a wide range of housing needs. • Higher residential densities are planned near commercial and institutional uses and along major corridors. Lower residential densities are planned in areas with steep slopes and along the area's eastern and northern edges to provide a buffer between existing lower density neighborhoods and future higher density neighborhoods. • The commercial area is sized and zoned to provide neighborhood-scale commercial goods and services. It is located at the intersection of two Collector Streets,one of which is River Terrace Boulevard,7 and along Roy Rogers Road to facilitate its success and vitality.The commercial area is envisioned as a vibrant mixed-use center that is pedestrian-oriented and utilizes high-duality design elements and materials. ■ The multi-modal transportation system is designed to connect River Terrace to existing and future neighborhoods,services,parks,schools and regional destinations through a hierarchy of streets and trails that provide residents and visitors with convenient, safe and comfortable travel options. • Parks and trails are distributed throughout the area to provide a variety of-convenient recreational opportunities for residents and visitors. In combination with the neighborhood commercial area in the north and the school site in the south,these uses provide important public spaces for residents and visitors to meet,recreate and shop together. ■ The co-location of land uses (e.g. parks and trails),public facilities (e.g. stormwater facilities and pump stations),and natural resource areas is strongly encouraged to maximize the efficient use of land and to create opportunities for commututy amenities. KEY FINDINGS w The River'Terrace Community Plan supports the city's adopted land use goals and policies. No new goals or policies are needed to implement the land use recommendations for River Terrace. w The River Terrace Community Plan utilizes the city's existing Comprehensive Plan and zoning district designations. w Comprehensive Plan and zoning district designations are provided in the Community Plan for informational purposes only. Adoption of the Community Plan does not result in the adoption of these designations. Adoption of these designations requires a separate action. River Terrace Boulevard is discussed in more detail in the section on Transportation. City of Tigard Page 3-3 RIVER TERRACE COMMUNITY PLAN 10 The River"Terrace Community Plan meets Metro's required residential densities for River Terrace pursuant to Metro Ordinance Nos. 02-969B and 11-1264B. 10 The land use vision for River Terrace was developed over many years with assistance and input from many jurisdictions,agencies,subject matter experts,service providers, developers,community members,property owners and stakeholders. w Comprehensive Plan and zoning district designations determine the type, number and location of residential dwelling units in River Terrace. This information was used to help determine the size and location of needed public facilities and services,which are more fully described in the sections on Parks,Public Facilities and Transportation and in the five infrastructure master plans developed for Ricer Terrace. 10 Implementation of the commercial area vision,including the design concept for River Terrace Boulevard,will require amendments to the Community Development Code and the Public Improvement Design Standards. RECOMMENDED ACTION MEASURES 1. Adopt the Comprehensive Plan and zoning district designations shown on Maps 1 and 2 respectively. 2. amend the Community Development Code and the Public Improvement Design Standards to implement the commercial area vision and design concept for River Terrace Boulevard. Page 3-4 City of Tigard RIVER TERRACE COMMUNITY PLAN Goal 10: Housing Almost 97% of the buildable land in River Terrace is proposed for new housing. The city's role in planning for housing includes: ■ Housing Capacity: Ensuring an adequate supply of residential land is available-, ■ Service Delivers-: Providing public facilities and services (see Public Facilities section); ■ Development Regulations: Regulating design and density; ■ Affordable Housing: Supporting low and moderate income housing through funding,incentives and information sharing,and ■ For River Terrace: Integrating River Terrace into the city's overall efforts to plan for needed housing. Housing Capacity In the Portland metropolitan region,only land included in the Urban Growth Boundary (l_`GB),an invisible line that separates rural and urban land,can be developed at residential densities requiring urban services. State and Metro requirements focus on increasing a local jurisdiction's housing capacity in order to make efficient use of land and urban services within the UGB. At the local level,each count-v and city must inventory its buildable lands,which is defined as vacant and re-developable land suitable for residential use, to determine housing capacity. A citywide analysis of housing needs and capacity conducted in 2012 found that the cite has capacity for approximately 7,000 new housing units on buildable lands zoned for residential development within the city's UGB, compared to an estimated need for just over 6,500 new units during the next 20 years. Figure 6-1:Buildable Land in River Terrace Alm -tea:, •*~;�.,�:. City of Tigard Page 6-1 RIVER TERRACE COMMUNITY PIAN The table below summarizes the housing capacity planned for River Terrace. Over 5W,o of the city's overall estimated capacity- (3,744 housing units') could be absorbed by River Terrace development. Table 6-1:Zoning Districts and Housing Capacity Estimates R-4.5 51.03 296 R-7 190.02 1654 R-12 64.04 914 R-25 29.93 880 Development Regulations Initial planning for the River Terrace area envisioned "A Community of Great Neighborhoods," including a range of residential densities to provide diverse housing types,a variety of housing choices, and integration with existing adjacent Bull Mountain neighborhoods. The Tigard Comprehensive Plan echoes the same sentiment for all neighborhoods in'Tigard with policies that call for: ,� ■ "...Opportunities for a variety of housing types to meet the diverse housing needs of current and future city residents." ■ "...Measures to mitigate the adverse impacts from differing,or more intense,land uses on residential living environments..." F The River Terrace infrastructure master plans assume a total of 2,587 dwelling units for infrastructure planning purposes.In addition to eliminating constrained lands and estimated rights-of-way, the dwelling unit calculation utilized by these master plans also eliminates committed lands. Removal of such lands,e.g.future park and school sites, is appropriate for infrastructure planning purposes.it is not, however,consistent with the city or Metro's approach for performing a housing capacity analysis. 2 Net acres were calculated by eliminating constrained lands(i.e. slopes exceeding 25%and Metro Title 3 protected water features and vegetated corridors)and an estimated amount of acreage for rights-of-way(i.e.20%) 3 Estimated housing capacity was calculated by dividing the net acres in each zone by the minimum square footage �-� required for each lot in that zone. Page 6-2 City of Tigard RIVER TERRACE COMMUNITY PLAN The table below lists the housing types and supporting uses that are allowed within each of the proposed zoning districts in River"Terrace. Table 6-2:Allowed Uses and Housing Types R-4.5 The R-4.5 zoning district is designed to accommodate detached single-family homes with or without accessory residential units at a minimum lot size of ` 7,500 square feet. Duplexes and attached single-family units are permitted conditionally.Some civic and institutional uses are also permitted conditionally. Mai 7.soo wpm row k h Setbacks: qlqlrjmb ' P r Front Side Rear 20 5 15 R-7 The R-7 zoning district is designed to accommodate attached single-family homes,detached single-family homes with or without accessory residential units,at a minimum lot size of 5,000 square feet,and duplexes,at a minimum lot size of 10,000 square feet.Mobile home parks and subdivisions are also permitted outright.Some civic and institutional uses are also permitted conditionally. ,.-� -- s.000wu�+ootbe, rsoreet-+ t Setbacks: Front Side Rear 8 15 5 15 R-12 The R-12 zoning district is designed to accommodate a full range of housing types at a minimum lot size of 3,050 square feet.A wide range of civic and institutional uses are also permitted conditionally. LOW syuan foot bts H40 feet-#, j 1r Setbacks: pool, Front Side Rear 15 5 15 City of Tigard Page 6-3 RIVER TERRACE COMMUNITY PLAN Table 6-2(continued):Allowed Uses and Housing Types R-25 The R-25 zoning district is designed to accommodate existing housing of all types and new attached single-family and multifamily housing units at a minimum lot size of 1,480 square feet.A limited amount of neighborhood commercial uses are permitted outright and a wide range of civic and institutional uses are permitted conditionally. f 0 1,4 %*tare feet kft i i t x Setbacks: R Front Side Rear 15 5 15 t Affordable Housing Providing housing options is a priority citywide,including in Ricer Terrace. For this reason, the cite will apply its existing affordable housing program to Ricer"Terrace, with updates to the citylvide program expected in 2015. In general, there is a need for less expensive ownership and rental units in Tigard, according to the city's 2012 housing study.This is not uncommon,as the lowest income households struggle to find housing of any type that keeps costs at 30°o of gross income. This means that low to moderate income families are at risk of needing to spend a large portion of their income on housing,which may not leave enough for other essentials. According to recent studies,when affordable housing is included in the range of housing choices it is good for everyone. A 3011 Meeting Housing study by the Center for Housing Policy links the presence of Focus Group Objectives affordable housing with job creation and local economic The West Bull Mountain development. Community Plan Housing Focus Tigard'%Affordable HGroup developed several strategiesousing Program addresses affordability to promote the development of citywide. In addition, the city has Housing Code Updates planned affordable housing in River Terrace. in the near future to further address the city's need for affordable These strategies focused on: housing. Both will apply to River Terrace and are described below. 1.Locating housing in flatter AFFORDABLE HOUSING PROGRAM portions of the planning area Land Use Strategies Adopted 2.Encouraging the inclusion of accessory dwelling units ■ Reduced parking requirements for affordable housing 3.Planning high density residential projects. This reduces the total cost of development. close to centers, ■ ,Allowance of accessory dwelling units (ADU). An ADL' is institutional/civic uses,and parks an additional small housing unit that a single family 4.Encouraging partnerships homeowner may choose to build on their property-. This is between private and local often used to provide rental income or an affordable option nonprofit housing developers for elderly family members. Page 6-4 City of Tigard RIVER TERRACE COMMUNITY PIAN Non-Land Use Strategies in Place • A tax abatement program for owners or leaseholders of property used to provide affordable housing.This may allow reduced rents or reduced monthly homeowner housing costs. ■ A budget set-aside to reduce fees and charges imposed on affordable housing development. ■ Financial support for the operation of the Tigard-based Good Neighbor Center homeless shelter located on Greenburg Road. ■ Identification and pursuit of available grants to fund public improvements serving low income neighborhoods and areas that include affordable housing. ■ A Housing Inspection Program to maintain the quality of the city's existing housing stock. ■ An Enhanced Safety Program,administered through the Tigard Police Department, to reduce crime and increase the livability of rental properties. ■ Membership in the County-wide Housing Advocacy Group,which monitors affordable housing throughout Washington County. Housing Code Updates The Tigard Goal 10 Housing Strategies Report made several recommendations the city could undertake to prepare for future housing development in Tigard. A project to implement these code updates is scheduled to begin in 2015.These strategies include: • Update the City's Development Code to include provisions for"cottage clusters" and "live- work" housing units; • Enhance provisions and standards related to accessory dwelling units and single family attached housing; Refine parking requirements for senior and affordable housing developments in existing or future high capacity transit areas; and ■ Provide for density or height bonuses to promote affordable housing in selected areas. • Implement a variety of zoning and market-based strategies to promote development of a range of housing types in newly developing or future mixed use areas,including River Terrace. ■ As part of various planning,development and permitting processes,provide information to housing developers,home builders and landlords regarding fair housing goals and requirements, as well as design practices that help ensure accessibility for people with physical or mobility limitations,including older residents. Metropolitan Housing Rule Compliance The Metropolitan 1 lousing Rule (OAR 660-007/Division 7) establishes regional residential density and housing mix standards for communities within the Metro UGB. 'Tigard must provide the opportunity to build new housing at an overall average density of 10 or more dwelling units per net buildable acre. "Tigard must also designate sufficient buildable land that allows for at least 50"o of new residential units to be attached housing(either single- or multi-family attached). An analysis of housing needs and capacity conducted in 2012 found that the city's overall zoning is in compliance with both Metropolitan Housing Rule components. Table 3-1 shows the residential density calculations for River'Terrace,where the overall density is 10.84 and 11.76 dwelling units per net buildable acre for Areas 63 &64 and Roy Rogers West,respectively. "Thus, the requirement to average City of Tigard Page 6-5 RIVER TERRACE COMMUNITY PLAN 10 or more dwelling units per net buildable acre is met. Moreover,all of the zoning districts in River Terrace (R-4.5,R-7, R-12 and R-25) permit single-family detached as well as single-family attached and/or multi-famih• housing.Thus,the opportunity for attached housing exists throughout River Terrace.' KEY FINDINGS The River T errace Community Plan supports the city's adopted housing goals and policies. No new goals or policies are needed to implement the housing recommendations for River Terrace. .almost 97'o of the buildable land in River Terrace is proposed for new housing. Over 50'o of the city's overall estimated capacity could be absorbed by River Terrace development. River Terrace stakeholders prioritized a range of residential densities to provide diverse housing types,a variety of housing choices,and integration with existing adjacent Bull Mountain neighborhoods when designing the land use framework for River"Terrace. w The city-will apply its existing affordable housing program to River"Terrace,with updates to the cit}lvide program expected in 2015. m The River Terrace Community Plan complies with the ;Metropolitan Housing Rule (OAR 660-007/Division 7). RECOMMENDED ACTION MEASURES 1. .-Adopt the Comprehensive Plan and zoning district designations described in the section on Land Use to facilitate a mix of residential densities that allows for a variety of housing types in order to comply with the Metropolitan I lousing Rule and to meet a wide range of housing needs. ?. Update the city's affordable housing program. Consistent with the city's 2012 Population and Housing Review, duplexes were considered multi family housing for the purpose of analysis. Duplexes are permitted conditionally in the R-4.5 zone. Because they are a conditional use, the 2012 analysis considered it unreasonable to assume that all of the buildable R-4.5 zoned land would develop as duplexes. Instead,for this zone,it was assumed that half of the land would develop as single-family detached housing and half would develop as duplexes If this some assumption were made in River Terrace,only 148 units would be assumed to not develop as attached housing. Page 6-5 City of Tigard AKq EXHIBIT lei: ORDINANCE 83- 17 CITY OF TIGARD, OREGON ORDINANCE NO. 83-/,? AN ORDINANCE ADOPTING THE INTERIM ZONING MAP OF THE TIGARD COMPREHENSIVE PLAN; AND DECLARING AN EMERGENCY. WHEREAS, the City of Tigard finds it necessary to revise its Comprehensive Plan periodically to improve the operation and implementation of that Plan; and WHEREAS, the Tigard Planning Commission has recommended the adoption of a citywide Comprehensive Pian Interim Zoning Map, after holding a public hearing regarding the same; and WHEREAS, the proposed Interim Zoning Map has been reviewed by the Committee for Citizen Involvement of the City of Tigard; and e WHEREAS, the proposed Map has been the subject of comments from the City's Neighborhood Planning Organizations (HPO'S) and individual citizens; and WHEREAS, after considering the comments of the Planning Commission, the Committee for Citizen involvement, Neighborhood Planning organizations and M individual citizens, the Council believes that the Interim Zoning Map of the Tigard Comprehensive Plan should be adopted in the form set forth in Exhibit "A" attached hereto and, by this reference, made a part hereof: NOW, THEREFORE, THE CITY OF TIGARD ORDAINS AS FOLLOWS: Section 1: The Interim Zoning Map of the Tigard Comprehensive Plan, as set forth in Exhibit "A", consisting of one map be, and the same hereby is, adopted as a part of the city-Wide Comprehensive Plan of the City of Tigard. Section 2: In order to provide a uniform date for the effectiveness of this series of Comprehensive Plan revisions to be adopted by the City Council in 1983, an emergency is declared a this portion of the Comprehensive Plan shall become effective on _ cwc� /(e. /9*V3 PASSED: vote of all Council members present, after being read b9 number and title only, this % day of �lLrc G� 1983. i r Recorder - City of Tigard7` APPROVED: By the Mayor, this �_ day of /1(a r c l� 1983. ALK Mayor - City of Tigard ORDINANCE NO. 83-1� ZO N 2015 - 00002 w Z W --"I '4 N--- ---'j )CI O o SW BELLFLOWER STREET 7 / i- o CL • a a 54.2' 87.0' 45.0' 45.0' 50.0' 49.0' 44.0' 44.0' 44.0' 44.0' 55.0' 94.1' rte-., M �. Proposed Pedestrian Co nectlon �.� ci6 \ 5___, .) ) i �,iN! 15 i 4 c�{ o, ,o - -all { #$,232 SF \f _5,97 sr ✓ - 14 oI QI o{ X17 �i ..- '.--. #7,46o sF 6 - 7 8 �' i '� 9 10 0 11 a 12 13 r � O o r_ _- .- .- � #4,89$ SF .-� _ 1f f- SF•- SF - ±4,65,1/51" { #4,950 SF I #5,458 SF #5,348 SF { #4,840 SF ( ±4,840 SF ( #4,840 � ±4,599 ,�•� 1 1�J -- -'....-'.."-- 0.:;''' "-- 7r�'1 q�37 9.2 � 4 JJ u' 3 - f c 91� 37 ti lg r-9 22' 0.p� / �, �. a I ♦ ,.gi 7.. 45.0 36.0 �% 35.0 44.0' 44.0' -_ 44.E 0.4' ,? c- �' ( h• � -�- / #5,217 SF ao J'� �, ''`' 3 � - / I s W / 15 665 5� �o o ' + / 0 84.8 icc f 5 \ .,.......... •• ••........•••• •.,... ..... mil A.. ...... .. . ••••• •••••••......1.4 .411 , .........,( \ � / o CC 91.5 . �+ / - I -- - .._ _ \ � 17 o OC „� , , , ^• 15 SF It-)I W ' _ 116 81.2 50. 50.0 _ 50.0 __ `50.0 J 85.8 'L2 .7 a 1... 0 2 `r 5.97 + �` / / ,04.6 W 1 _ 41 �, ,..-- 0 46 a F-- / _ � , � � 1 � �, i 3.25 _ Q / #5,654 SF d #5,953 SF cr) 0 I 105. ) { { _ { i °° `� o a o , c , o m 1 sn 1 42 �� 43 �; 44 �{ 45 lona SW ASHFORD STREET 1 , HOUSE #5,250 SF #5,846 SF #5,748 SF #5,748 SF #5,748 SF �' �, 95.0' PROXIMA LOCATION. 105.0' 1 J 5,210 SF , \ J ER AE. • •... • a //91.2' • -c!\'4.). 40 I _r ---- 47 -L - _ �+ " 1 #5,226 SF `n /r ( #5,500 N,, 0 19 i''`� ________,...r„,„, �`'` ? \,� \ i I � f � SW ASHFORD STREET / l -.� 1 51.0' 1 ,50.0' I 50.Q' I' 50.0' I 100.0' rso-sr- - - - - - - --- - - - -- -- -- - 1 � � � 105.0' 7 ! \ 95.0' { �' { ,� 1 ( _ _ i --; "a TAX LOT 400Q o I , /f 39 tr; TAX AP 2S 1 11 ,ci 48 , t '�. .......1 --- \ 90.8 22 / G 20 / le J ' c� #5.226 SF 7 AR 910 ACRE 15.501 SF o (APPROXI ATE, PER AX MAP) "� ±5,250 SF LcI) - - o. ±5,207 SF ' ' ---1 { 52 1 ► Al { 50 { 105.0 � � 95.0 ) - - ±5,751 SF / \ #5,886 SF = #5,751 SF = 5,751 SF ii � 105.0 \ 21 ' I .b 38 N / a 49 .d- #4,694 SF '�* 9. 1 ±5,657 SF c� ±5,960 SF �'?, , , ...7 5.85 + • . ' � - 98.6 36 i __ - r - - / #4,966 SF ..g: 0.8 51.3 50.0 0 50.0 86.2 �. \ I / ,- K, 2 • \ I / 2 0 91.7 / ry 510 SF 'n 0 75.4 35 h / / ' (±6,242 SF .,.r ` =- - - - - 4 co .p , 0 14.0 50.0 50. 50.0 50.0 50 50 • 390..375, � o _,,,,\,,,,.. -� r� ,j� , �yT FJ o 1ti 9.21 \±...4,28,,,s,834 23 27, g o , 53 � � 40.36 �/ � •� �a,$�F-_._ Connection f � _______,.,s_., -- Proposed Pedestrian ti l 9 11 � to to { • �a to la �� 2 31 3 29 28 I27 26\ 25 ±5 501 SF ±5 423 SF 0 2 I '"r n co #5, 8 SF I-- #5,500 SF (;-- ±5,500 SF : I �• #5,500 SF I #5,500 SF:' I--'# 500 SF 1 I o .3. a, I #4,75 SF TRACT A 3 9,12, SF- N o -- \ FACIUTY #720 _ 1 STORMWATER rta \ \ N, #8,729 SF 52.2 95.1 `50.0 50.0 50.0, 50.0, 50.0 50.0 50.0 50.0 50.0 109.6 ii 's -EX DITCH INLET INLET. 192.47 IE OUT. 189.67 (24-s) SW LANGTREE STREET I SW HAMLET COURT 1 # __ __Aiiiiii.,-,. , Si;ALE. 1 -5O ■ i' 50 25 0 50 , Schmidt Venturepro ern.es211t INC ' RPCR ATED Creating Tomorrow's Communities 4 Today 0w Z re 7-W D HERITAGE CROSSING . ~ ibis vp VCedeti � W rn U cc a 6/ za >6 igg z2 SUBDIVISION APPLICATION4t_ii: /i4C/ Li_. o 0a, ¢ Z QhCV c • S i 1r 44 r ' 1 ,..., = oQ2g W 1.... ="c3 8 K.7o "' ZW SW BELLFLOWER } I ul¢ rn a W e--- _ _ -----\ - STREET - ---� - / �, a il I ¢ y}� r 1 TAX LOT TAX LOT TAX LOT , TAX LOT TUT TAX LOT TAX LOT TAX LOTT Lj — �AX LOT 3700Z Z.� R y ! • - 6600 fi700 6600 6500 4100 3900 3800TAX MAP 2S 1 _W ' 6900 4000•i L t .,� + ,. TAX MAP TAX MAP 11 DA " 1 TAX MAP TAX MAP l •R•p5 Sf'S'-�.^a - "'" .. - .. TAX MAP TAX MAP TAX MAP TAX MAP „� Z TAX MAP - 2S ] 11DA a W 2S 1 11DA 2S 1 11DA 2S 1 11DA 25 1 11DA r 0 0 c�$� 1yC e�r�. t I 2S 1 11 DA 25 1 11 DA 2S 1 11 DA 2S 1 11 DA a APPLICANT h . � #.. ; ! I :1 TAX LOT Q Q vv 13- IV at:fer-S. _ fey , i --S -Ranwa 1 I I I 14600 14 VENTURE PROPERTIES, INC, W + • ' F a i, , rCry i TAX MAP fA cn 1 sr� �[7 ,, €0.44,46;„ -f... -, , 1 Icz G3 c. ' f 25 1 11DA 5 6 7 8 9 10 „ 12 13 CONTACT: KELLY RITZ ^�3� ,�• �� TAX LOT 1 15 ��0 [Z� \��' r_� � e �- PROJECT SITE - I •• ;, 147oa 1 _- I __ / 3900 4230 GALEWOOD ST, SUITE 100 �P `,� ❑ ;.:: :,.1.1":57!1,9:7-1`,, S R co+o - * i„e1 TAX MAP , f I TAX ,,� LAKE OSWEGO OR 97035 C, f `v" _ ' 25 1 11 DA + SW SCHMIDT LOOP ► \ �$� <r,g; R _ x , - --� TAX Lor 3 i'---- - - - - 16 I zs 1 lice PH: 503-387-7600 p�, \�' . .< ,:l gfr e.Si -' * s W 14600 �-- 1 -- 1 I 10 M 03c_, o WNam��t=sr" � +k �4 ' ', • �f TAX MAP i Z N • f , r ", ¢ F. V 2S 1 110A 2 48 49 17 Cn 0 1.4 ' :1\6-14-;-- ■.w T. '. . ! i I u.1 w TAX ! 37 38 39 40 t 1 4itt� ' y 1, °+ CO ~ TAX MAP O 1 ! 47 5D SW LANE RD ' SW STREET - `G3 r ^. r ' 4v�i3C+11tY t .. , ra 1 s � _ 1 • V To --�- - - PLANNING/ENGINEERING/SURVEYINGz . I 1 , 11DA z'ti3gn#-+ m n1 = ��y • r�� : , r SW-A. s:�- ;' I - 25 _ ! p 1 ,� y. 1 ^' i 65. SW ASHFORD 36 41 3!W 46 51 18 i TAX LOT NATURAL RESOURCE/LANDSCAPE Cn { H `'� _ S� t - STREET _ , TAx ,AP ir U ARCHITECT FIRM CO r ` , ` �: TAX LOT a i I 2S 1 12CB AKS ENGINEERING & FORESTRY, LLC . Li . •„- , , . --,.., 44 _�- z ,F : f 144aa 33 35 42 i a! 45 52 19 O 4 TAX MAP i 3 CONTACT: I!.MIMI DOUKAS, AICP, RLA Frr CC5 r:t - l f 'l 'I i - I 25 1 11 DA ! N 20 TAX LOT 12965 SW HERMAN ROAD, SUITE 100 .� I D 1400 0 .. • „ :5--=,-1,',4-'614.4..,N.', /.' n TAX LOT 32 34 43 44 53 1 f « �, i.r ? ', Id": x . t 14300 ` _ --- m 2SA1 12CB ' TUALATIN OR 97062 . . `.. . p* 1j' N2sAi aA a `� SW SCHMIDT LOOP - - - ---- 21 PH: 503-563-6151 W :: kr ."L j -- .:!.!:y,,1:_..„-.-.,:-. - f t R05ew„3W; 31 ` _ t __ __ .—__ a ' FAX 503-563-6152 ` /AXLOT TAXLOTICErerrr--r tir29 d' TRACT TAX MAP .' 28 23 22 I .,. .• , ` *a _ :r„ p -, _ ,h' 14200 30 27 26 25 24 2S 1 12C� CC -.�'` a TAX 1,4AP 2S 1 11DA / CC a �_ _ r I \ —VICINITY MAP TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT SW LANGTREE - W V o TAX LO 'w TAX LOT TAX TAX LOT TAX LOT 15700 15600 15900 1604 16100 STREET N 0 T TO SCALE T 3000 T 15100 a 200 1 . O 15400 15500 TAX LO TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP ” TAX MAP TAX MAP T. �.. MAP TAX MAP TAX MAp 15600 2S 1 1100 S 1 1100 2S 1 11DD 25 1 11 2S 1 1100 I — ¢ 2S 1 11DD 2S 1 11DD 2S 1 ',� S 1 11DD 25 1 11DD 2S 1 11DD TAX MAP 2S 1 11DD r — '� SITE MAP r--- LEGEND ------:\ / ... 1"=100' a. = < 1-- 2 EXISTING PROPOSED EXISTING PROPOSEQ '� '..3, W DECIDUOUS TREE 0 " .` STORM SEWER CLEAN OUT o . STORM SEWER CATCH BASIN © ■ Illim CONIFEROUS TREE * * STORM SEWER AREA DRAINn )PROJECT LOCATION: 15435 SW HALL BOULEVARD �. FIRE HYDRANT . STORM SEWER MANHOLE OO ` TIGARD, OR 97224 jjj (f WATER BLOWOFF ? GAS METER 1I D W Ci INDEX WATER METER =I ow GAS VALVE ID 3 PROPERTY DESCRIPTION: TAX LOT 400 (WASHINGTON COUNTY TAX I Z WATER VALVE N N GUY WIRE ANCHOR E— P01 - COVER SHEET WITH VICINITY AND SITE MAP ,,,,'� MAP 2S 1 11DA) LOCATED IN THE < DOUBLE CHECK VALVE ® e POWER POLE AIR RELEASE VALVE V) POWER VAULT IE P02 - EXISTING CONDITIONS PLANre ,, © NORTHEAST 1/4 OF THE SOUTHEAST SEWER CLEAN OUT o • POWER JUNCTION BOX o o P03 - PRELIMINARY SUBDIVIS10N PLAT QUARTER SECTION 11 , TOWNSHIP 2 SOUTH, W RANGE 1 WEST, WILLAMEIIL MERIDIAN, ~ SANITARY SEWER MANHOLE 0 • POWER PEDESTAL 0 • PO4 - PRELIMINARY BUILDING SETBACKS PLAN WASHINGTON COUNTY, OREGON Z SIGN COMMUNICATIONS VAULT © © P05 - PRELIMINARY TREE PRESERVATION AND REMOVAL PLAN 0 STREET LIGHT 4x # COMMUNICATIONS JUNCTION BOX A — MAILEIOX F.I:; 1+1:1 COMMUNICATIONS RISER Q • PO PRE DEMOLITION PLAN EXISTING LAND USE: EXISTING RESIDENTIAL HOME, ASSOCIATED V fi - PRELIMINARY BUILDINGS AND AGRICULTURAL FIELD P07 - PRELIMINARY GRADING AND EROSION CONTROL PLAN RIGHT-OF-WAY LINE - - EXISTING - PROPOSED P08 - PRELIMINARY STREET PLAN PROJECT PURPOSE: SINGLE FAMILY DETACHED RESIDENTIAL 53 BOUNDARY LINE / P09 - PRELIMINARY STREET PROFILES LOT SUBDIVISION PROPERTY LINEP10 - PRELIMINARY STREET CROSS-SECTIONS CENTERLINE - - - - - - P11 - PRELIMINARY COMPOSITE UTILITY PLAN DATUM: ELEVATIONS ARE BASED ON WASHINGTON DESIGNED BY: DS COUNTY BENCHMARK NO. 178 AT THE DRAWN BY: DS DITCH � , P12 -- CONCEPTUAL FUTURE STREET CONNECTIVITY PLAN CENTERLINE-CENTERLINE INTERSECTION OF CHECKED BY: PAS CURB - P13 - PRELIMINARY SITE TREE CANOPY PLAN SW HALL BOULEVARD AND SW DURHAM SCALE: AS NOTED DATE:01-06-2015 EDGE OF PAVEMENT — — — — P14 - PRELIMINARY SITE TREE CANOPY TABLE ROAD WITH A NGVD 29 ELEVATION OF EASEMENT - -- - 179.155 FEET. 0 "!'1, FENCE LINE - _ r. _ _ _ _ �*G , • GRAVEL EDGE a ••� G 4 POWER LINE T =Wk -- -- -PWR-- • . - P, F 9 J o' OVERHEAD WIRE - - - - OH — — — OH . w offw .f-''' R H. �4 RENEW L DATE: 6/30/15 ca COMMUNICATIONS LINE - - - - co-- - ---- - coi-- COM CCU REVISIONS FIBER OPTIC LINE -- --- - CFO— — — --- CFo— --- — — —CFO— --- --- — CFO - GAS LINE - - - -GAS— — — — GAS— GAS - - OAS GAS 0 STORM SEWER LINE - - -Sm— — -- — STM— -Ww STa JOB NUMBER "' SANITARY SEWER LINE -- --- ---- SAN— — ---- — SAN— SAN SAN 3876 w = WATER LINE -- - --- --- WAT--- -- -- — WAT— WAT WAT SHEET 0 u, P01 Y i Ii H ILI cc LL, w re,EX SAN MHOIEX STM MH , I I �" RIM: 196.37 M I RIM: 196.47 I - 8' PUE PER PLAT OF IE IN: 186.33 (8"W) I J Z IE IN: 191.16 (24"W) 1 3 I 3 1 CO V "APPLEWOOD PARK N0. 2" IE IN: 186.42 (8"S) 0-1 W I IE IN: 191.16 (12"S) I s `\ I TYPICAL IE IN: 186.46 8"E a' i* IE IN: 191.14 12"E \` 800' --� `z - - - - - - (TYPICAL) - - - IE OUT: 186.21 1.5."N a IE OUT: 190.82 (28"� - -A- - - - tt Z a • �; EX STM MH----....„....... A �, „ „ , I \ I TAX LOT N lc) ' �, 8' PUE PER PLAT OF I ; 111 Z v "APPLEWOOD PARK N0. 2 1 i �- I 1 13600 J C N RIM: 195.92 ',. - - - - - , II h �-+ Z - - - - - - - - - - - - - - - ' _ Ills�- - - - - - TYPICAL ,• TAX MAP o a In EX STM CB I•w L . -wAT + I �' i.° I - - - - - ( ) 2S 1 12CB a a SW BELLFLOWER STREET Rti�-T95 _.. .,_. VAT t •,- _.,_w _. _ 5 WALL EASEMENT PER 110;4 • Z �,�, N °). - Al cFo- N __T PLAT OF "APPLEWOOD^ I ¢ - cv (� - - .- -- - - - - - - - - 41.`. �* ypEX_STh4_C8- _ PARK NO. 2" I . _t 3110W Q _--__ ----1r f ��� t TAX LOT TAX LOT 3700 11048 n 1 =8 a 2 t W F TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT I TAX LOT 3900 TAX MAP 2S 1 11 DA I $ r o cn v, Z W 6800 6700 6600 6500 I I 4100 4000 ' 1,., Y 6900 i TAX MAP 3800 II i a TAX MAP WOOD TAX MAP I I 1 Q x Z II I 2S 1 11DA ,. I TAX LOT N - z < 3 TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP 25 2 TAX MAP as - O 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA WALL 2S 1 11DA BRICK WALL W/COLUMNS 1 i ¢ rn a.4- 3 W LL 2S 1 11DA �. o �:� 2S 1 11DA II 13700 I I WOODroti�� �g o�`�'•, p'b`b ��1 o°w ,:, APPLEWOOD PARK I I 45 4f TAX MAP �o ,moo ,gyp ,moo *• o i � O[�FENCE 2S 1 12CB;� N0. 2 SUBDIVISON " v -198- I \ PENCE •i _ O .L ' 'i 0 i WOO FENCE ► L1I! $11<+ WOOD FEN \ \WO( 1`EN E s s Z I 0 � .... 1 ! / - /� `�.►: . r . # :��� \�X / \ f x-196- -/�� __ 3 0N 1 TAX LOT / 1 , � �` `` I ,_ - I 10495 1 ! WO----OD V TAXMAP " WALL SEPTIC LID I W 2S111DA � Ni � /� � � ` � \ � � I CC -§ o RIM: 196.17 o egg / t / •. �I ~ 1j s 8 1 / / ��g't j d* :,�, ,, s 4 4 EX STM CB a N -g 1; RIM: 194.62 I TAX LOT I \ \ �g ,meg \ " � � 13800 � / / �� :Pr: ., �� 11096 IE OUT: 192.60 (12"E) `,■ I g TAX MAP 1 t 5Q / f) / / / , '►/ • # . 1 Ar �( SUMP: 192.59E 2S 1 12CB - - - / / , •i . • 1 `'�. ____ _/\ SOUTH END OF 0 TAX LOT �� r / ///111.-- / `� STANDARD CURB I I ( fl14700 , fI / / ( / _.__ - '- EXTRUDEDI --�TAX MAP / 1 ` I -� CURB , mLI1I 2S 1 11pA t/( ' / r '� 0° s BLOC WALL ( - ' , '� _ j a Z I � iAPPLEWOOD PARK I \ y EX STM CB I I I TAX 3900 LOT N0. 3 SUBDIVISON / LEGEND EX SAN CO 10 46 RIM:193.77 N ( I TAX MAP \ IE OUT: 12"E RIM: 194.67~� ( ) I I 2S 1 12CB '?' WETLAND 'A' - DELINEATION LIMITS TAX LOT I / I SUMP: T9�79f . I (41,149 SF/0.94 ACRESt) O r- ---s�_ 11078 1 30' I 45'I I CE 14600 -'' ) \ , i. ' , I I TAX MAP ( 10952 I 6 1 WETLAND B - DELINEATION LIMITS ( 2S 1 11DA „ / 110 { !�� I Aw ■ I I L� (34,745 SF/0.80 ACRESt) LLI 1 / / t 10942 W I - 0 1 I > 11080 C _ ---- ---- ( ~` a l �. . ,� °� TREE TABLE 1 " �t I / 110826 - I I ' `� . _ W i TAXLOTI / \ / / / ___ /_ - Q 1 14 0 -�. / / SHED - L� I z EX STM MH 1.ICC TAX MAP ...-\\,. t In � 'iW ASHFORD TREE NUMBER SPECIES DBH(IN.) 0 RIM: 201.32 ~ I 2S 1 11DA / I / `` -- r' 110871 11135 �' I _ ii. Cr „ 1 S r� J --,, '' �/ I �e" - ,'i r _ - -STREET ONSITE IE IN: 194.70 (12"W) 25' 25' a TM CB / \ �•,. _ - -./ __/ ��,' -N "' �I 10495 OREGON WHITE OAK 59 Q o IM: 199.15 SEPTIC LID IE IN: 194.48 (15"5) - 10639 SWEET CHERRY 5 0 IE IN: 194.62 12"E I 1.4.,,,,\10:189__ ____I �, OUT: 196.21 (1�Oh5W) RIM: 195.06 '���' EX STM CB \ I I . ' W o +*a�,,�• .--- --- 10946 SILKTREE 9 ... ( „ ) / 1 �g SUMP: 194.95 1 \ -- RIM: 192.92 ( bio x IE OUT: 194.27 (18"N) 14 >:•_ 047411 I IE OUT: 189.98 (12"E) 1 s tr 10952 SILKTREE 17 ren - - �'' i, � I \� EX SAN CO o' er SUMP: 191.05 '" I1 cif . / 11078 APPLE 16 r 111 SAN/ CO II r. RIM: 199.33 / / I I : 30' 45( 'l 110908 11079 NORTHEN CATALPA 10,15,17 SW ASHFORD --__ s,-,,, @>� IE: 119.53± * : I / / � / - I 11080 APPLE 7,10,12 STREET --wnr -- I :: / -� - / I I I 11082 EUROPEAN WHITE BIRCH 19 N , 1 5 - • ,.. . -, EX STM MH 7 - i' / ` EXTRUDED CUR I 11087 APPLE 13aC:IC --,� d , `�-• i , TAX LOT 11096 WALNUT 17,17 /► ;'';= RIM: 119.83 " /� �� \ ,/ / 1 ( o I 3800 { , TAi( LOT 400 l \ I I / . 16162 I I IE IN: 195.37 (10„SE) j°' 1 TAX MAP 11135 SILKTREE 10,13 I 25, '10101 ' IE IN: 195.28 (1 NW) TAX AP 2S 11DA �� ' IOm j I 2S 1 12CB OFFSITE 25 IE OUT: 194.93 (1 W) _ I 4 ' I 10101 CRABAPPLE 10 AR A. 9.10 ACRESf 1 I TAX LOT y EX CB \ 10102 CRABAPPLE 9 I 14404 RIM: 9.18 \ / TAX MAP " \ /N \ I 10146 CRABAPPLE 9 moi■■ 2S 1 11DA moi, IE OU : 195.81 (10 NW) Z NrI s 10189 CRABAPPLE 8 0 II " � SUMP: 194.18 , / �- -Ig2v/ � r � \ I /' / "< 10475 QUAKING ASPEN 13 BLOCK WALL \ �./ 1{ I ) -` ' I i l 10486 CALIFORNIA BLACK OAK 24 �■.t o e II \ \ \ 10487 CALIFORNlABLACKOAK 16 \ I TAX LOT 1 I 8' P E PER PLAT OF-+�- I-�- „ I 1400Ca 10488 CALIFORNIA BLACK OAK 18 "A PLEWOOD PARK ( ■< , 30 I TAX MAP 10489 CALIFORNIA BLACK OAK 20 l O. 3" (TYPICAL) I TAX LOT BLOCK 1 (� I � 2S 1 12CB 10490 CALIFORNIA BLACK OAK 13 Z I 14300 WALL I TAX MAP s 10492 CALIFORNIA BLACK OAK 13 0 10491 CALIFORNIA BLACK OAK 13 1 I 2S 1 11 DA `'' S to 0 1 f' I 10505 HAWTHORN 15 / \\\\11\\4\1:."\-:1 I EX T}++1 CB \ ` \N%k i I RIM: 192.00 - - s I •� / / 1 \� I I IE OUT: 189.67 (12"S) 10635 PONDEROSA PINE 20 I 1 ' I z 1 1 ( 1 9l I SUMP: 189.61 10636 DOUGLAS-FIR 20 LI SW GREENING -! } II ( \ I 10637 SWEET CHERRY 14 J \ ) \ '' 10680 EUROPEAN WHITE BIRCH 21 iii - - - _ps/ 1BLOCK / � 'I'1'\,` .', � ILANE / AX LOT 1 WALL ' , I I T'moo 10681 RED MAPLE 12 _ . l ' \ s i s .., I TAX MAP 10682 RED MAPLE 12CO - �-._ 15' STORM DRAINAGE 1 \ s / ,,. , I 2S 1 1200 10683 LODGEPOLE PINE 7 111111111111 EASEMENT PER PLAT OF 1 I30' 45'" " ,� i BLOCK WL l ` \ II10684 RED MAPLE 16 APPLEWOOD PARK NO. 3 ! \ ( ' 99.g ` f 10685 QUAKING ASPEN 15I10686 PAPER BIRCH 6 �"■TAX LOT i �j . I 10687 RED MAPLE 14 14200 g ' _... \ \ • .4 EX STM CB TAX MAP ----„ 2S 1 110A i �� \ \: ; I I RIM: 190.02 10688 RED MAPLE 14 10732 WESTERN REDCEDAR 12 I �` i „ ► ; :" : cae I IE IN: 186.62 (12"N) 10733 WESTERN REDCEDAR 14 DESIGNED BY: IE OUT: 186.60 12 SW Z� �,■ ,� I - - 10908 DEODAR CEDAR 15 I 10639a V / r-- (- ,,•-/ S89' 0'86 W 7240 r * ( ) BRAWN BY: MSK -" '��wOOD !`ENCS 1 v_WQOD'EENCE�' L -_-- • �. •!t_= l'I I - ,Ir.- _. --r--GAs- cv CHECKED BY: AHH iCi.- - , '� T66�7 �. � '� - T -- -- � -- :,.:. '���..�` "_ ' '" � � 1-0733 D � -Wppp-I �. ..' ;; 10942 LODGEPOLEPINE 131063610635' - 0688 10687 10686 J� ••• - 10682 10681 �.FENCE '� FENCE 3 " I SW LANGTREE 10683 0 11046 PEAR 10 SCALE: AS NOTED - - DATE.Q -06-20 LLMONT ' DRAINAGE AND TAX LOT TAX LOT TAX LOT MISUBDIVIS SUBDIVISION PARK 6EASEMENT PER PLAT UTILITY 00D WALL H tic 45' l I - STREET - 11047 PEAR 9 1 15 TAX LOT TAX LOT TAX LOT TAX LOT I11048 PEAR 11 E :I': � - REGIST 4D "MILLMONT PARK" TAX LOT v 11049 PEAR 10 PROFES'4 l'NAJ.. 15200 15300 15400 ,I LAND , ' • TAX LOT 15100 15700 15800 15900 1600 TAX16100T I IIo� 1 45 3000 TAX MAP TAX MAP TAX MAP TAX MAP TAX LOT TAX MAP TAX MAP TAX MAP I I I ,�-~-- - -" 11071 PEAR 11 ._ _ TAX MAP 2S 1 11DD 2S 1 11DD 25 1 11DD 15500 2S 1 11DD 2S 1 11DD 2S 1 11DD TAX MAP �d , ` / ,( TAX MAP 2S 1 11 DD TAX LOT 2S 1 11DD 2S 1 11 DD x N 1 G 2S 1 11DD TAX MAP J 2S 1 11DD 15600 I I / 1 I �A - J TAX MAP I ., 1 .. ( ( • J L N 0 2S 1 11DD -- ------------- -------------- 10------ TAX LOT A .., • H.HURLEY -- .- -- -- - - SEWER EASEMENT PER STORM AND (PLAT I I I 9900 '!6539LS - .' OF MILLMONT PARK ( TAX MAP RENEWS: 6/30/15 - - - - - - - - - - - - - - - - - - -r' SW HAMLET COURT i 'I 2s 1 12cc REVISIONS .41 a o , ' � • w SW HAMLET STREET ��.:'� 16200 1 VI - - - _ - - - - - - - - - - - _ _ '/ - 'I 2sA X1 111DD I ,)� JOB NUMBER ;fl � ` , 2 I 3876 J \�, '-<::-- `� j d- EX STM MFa - - - - _ - _ - _ - - - - - \.. �•,',. t\ / ` I I" RIM: 191.79 /�.' \�\ / ���-- J IE IN: 185. 2 (12„VII) I SCALE 1 = 40 FEET SHEET - \ / , _ IE IN: 184.2 (24 ) ( ' o / // s�, IE OUT: 1814.30 (24 S) P02 Q /// `• � _ -�'� �`ir.„ I ( I 40 0 16 24 32 40 4 Z SW APPLEWOOD AVENUE LANE _ } P _ I I 1 iI I I I 1 CURVE/TANGENT STATION RADIUS LENGTH DELTA CHORD TANGENT/CHORD BEARING W N = ! I I $' PUE PER PLAT OF I 1 I `�\ 1 T1 10+00.00 38.28' S00'05'35"E Q "APPLEWOOD PARK N0, 2" 1 I \ I =1; 2184e • Cl10+38.28 1 fl . 2 . 1 23.27 SO {TYPICAL) �� 8 O0' -•.I � 000' 3 32' 3'21'41" 6'46'25 43"E c� ---- ..4..7e I Z a T2 10+61.60 141.72' 513'27'16"E z N i in _ o $' PUE PER PLAT OF ' i I „Q 0 6+01 7+00 8+00 9+00 10-00 - `-'- "APP EWOOD PARK NO. 2" - - - 13 12 l !' I i C2 12+03.33 100.00' 23.22' 1318'12" 23.17 Sp6'48'09,93"E o a a - - I - - --I-- - - _--1_ _ -I - - I - - I - - --I- - - I TYPICAL I I- } / ' + -- 11+00 { ) 12+00 13+00 M I 1 13 12+26.55 207.67' SO0'09'04"E `-13+59 N �N 5' WALL EASEMENT PER i = z , SW BELLFLOWER STREET JN - - - - - - - - - PLAT OF "APPLEWOOD +�} a �.�; Z 2" Z 1 ca ca co v Z �' - - - PARK NO. "") �,� � f ,- I SW SCHMIDT LOOP oo W I /' f : { 1 TAX LOT ''- - - TAX LOT 3700 � �o;�"1..5 I Z y TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT 3900 TAX LOT TAX MAP 2S 1 11DA ( F- CURVE TANGENT STATIONTANGENT/CHORD `'' W 1 / RADIUS LENGTH DELTA CHORD GENT/CORD BEARING Z „ - GC 6900 6800 6700 6600 6500 I , 1 4100 4000 3840 N o�-`' .z o x a I O TAX MAP • TAX MAP TAX MAP TAX MAP TAX MAP 25' 25' TAX MAP TAX MAP TAX MAP 1 " a cn a if 3 W o TAX MAP �; = = Q Z - o I 1 I2S 1 11DA 2S 1 11DA 2S 1 11DA 14 10+00.00 222.44' N89'50'56"E i r; 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA ( 2S 1 11DA APPLEWOOD PARK TRACT 'B' 45' 45' o NO. 2 SUBDIVISON ±2,305 SF 1 C3 12+22.44 34.00' 53.41' 90'00'00" 48.08 545'09 04,00"E Z Z 9 II N89"50'561720.30' • o " 50.00 50.00 50.00 55.00 I 0 58.00 50.00 50.00 50.00 50.00 20. 0 91.17 1 20.00 T5 12+75.84 242.00' S00'09 04 E O O N 76.13 � � �. TAX LOT 1 E M 1 1 g i i" C4 15+17.84 34.00' 53.41' 90'00'00" 48.08 544'50'56,00"W uj 0 - I 14800 � q '911 g i Q c+,, � W N I TAX MAP L...1 .. ("7 .• 1 Q 4 c; 16 15+71.25 397.00' S$9'5O'S6"W o t cr> Jr7 2S 1 11DA o ,� r �,, (4,542 SF I > CD T I _ " o ,r; o �, o ¢ C5 19+68.25 34.00' 53.41' 90'00'00" 48.08 N45 09 04.00 W �„ Op C7 I N, O O O O O M , " Ic/9 cgD CV CO a 6 7 i 3U +" 9 Q 10 " 11 0• 12 `� 13 N89.5a 56.00 E " Cl) o 5 rn rn 8 i , ±5,152 SF90.53 1 T7 20+21.66 242.00' N0009 04 W ±4,741 SF ±4,750 SF ao ±4,750 SF ±4,750 SF ±4,750 SF ( M 4k`.5U! 14,842 SF E W ±4,974 SF Ja ±5,252 SF p. f " I I ±7,895 SF O• Q d'• I ( C6 22+63.66 34.00' 53.41' 90.00'00" 48.08 N44'50 56.00E M C� o1. VISUAL CLEARANCE 15 Io 7'8 23+17.07 174.56' N$9 50 56 E F TAX LOT / t `�' TRIANGLE TYP .F, ±4,422 SF 1 14700 JS'� ----/ Vii to �2S •a.r _ ^' �`�� �- 27.96 50,00 35.93 i o . N26.06 I 50,00 50,00 50.00 6.0�� C? Q'' o'l`d' �h e4c, (.2 TAX MAP N89'54'25.00"E y� �., C3 -- ` o .. .... 2S 1 11DA 71.16 s� �`'��� •so3 ��-- � 8.00' A" ¢ �.o <t) ,,N, 93.67 I SW ASHFORD STREET Z to 0 t i '',��sto�`� �,`� a PUE (TYP) 24+00 `" 11-00 SW SCHMIDT LOOP 11+00 `" 12+Op �'�� °'� tc.:112 _ ( CURVE/TANGENT STATION RADIUS LENGTH DELTA CHORD TANGENT/CHORD BEARING APPLEWOOD PARK o 3 `SO, 'Ls'`� -}--- --}-- --}- --�-._ - -}_ - - -{------�„\ 16 1.:>5 a , 1 NO. 3 SUBDIVISON "' ±4,515 SF 7F \�' r- 7'8 7'4 ±4,037 SF , " I Iv r\ o 8.00' t" \ " 19 10+00.00 118.58 N89'54 25 E t PUE (TYP) � \ r S8919'41.55 W I I 0 iCCTAX LOT 1 ,► - - -- ` cN." 96.25 ,. �� 84.56 76.00 _,C.7 ,1 14600 92.09 IQ' 1:00 40,00- 40.00 22:96 .._ c /'". ) I 30' 45' SW ASHFORD LANE I TAX MAP j t' , j 3 \ ) I in I 2S 1 11DA ` t I o . I ...„ o r V i o 2 1 �--VISUAL CLEARANCE `� , oo T \ o • 7 / -cc, -t- 1 CURVE/TANGENT STATION RADIUS LENGTH DELTA CHORD TANGENT/CHORD BEARING o �- Q o r7 TRIANGLE (TYP) x , N 48 0 ,I; 49 G, • 1- o ±5,052 SF / "; W �� cc "' ±4,595 SF I.a o • • a ` 1 ±5,539 SF o "' ±4,908 SF `::)• + \ .,- " i JT i / ;n \ T10 1+00.00 168.24' N89'39 48 E - EU CCCD LU 589`54'25,00"W 1 + I + 1 a o o rn o .fr oo d, I .._ 59114 .$5 / _ ,p , 1 , F- TAX LOT 92.27 1 01 37 0 0 38 ,Ti 39 � 40 1, 97,01 9a.00 1 I t . t n • r " O O tboa I 14500 • ±4,683 SF o ±4,200 SF ±4,200 SF ±5,167 SF589 50 56.0Q W 589 54 56,00 W , o CURVE TABLE CURVE TABLEi'm evil 1c0 ` �' 1 1 0 �` 2+00 z 1 a+fla 2+75 �' 1 TAX MAP o I �i \ �, v jvl + SW ASHFORD _ _ CURVE RADIUS DELTA LENGTH CHORD CURVE RADIUS DELTA LENGTH CHORDIli 2S 1 11DA I r, -L. c..)% 1�, - ---I-- �, -----I- - I- I 1 N C1 125.00 13"1108 28.77 S6 4109E 28.70 C20 14.04 90'1114 22.04 545'14 41 E 19.83 • CC 1.14 1 N 1 LU I 47 a 50 a LANE T10 , " , • , " " " , 25, 25' "' ±5,014 SF )/ Z I ±4,765 SF �' }4,500 SF (�' i I W I \ \'- ,�G�i + I F 1 N J N i I ,_ - + C2 23.00' 103'07'39" 41.40' 538'17'06"W 36,03' C21 59,00' 14'38'32" 15.08' N778'20"W 15.04, _ '"• Q / 45.00 40.00 ..,00 35.00 55,00 I 95,00 90,00 58.60 t-- 73.15 ( t ( 1 C3 1 - \ l8 C3 59.00' 1800'35" 18.55' 580'50'39"W 18.47' C22 59.00' 24'27'48" 25.19' N27'01'30"W 25.00' \ ` IO 1 589'50'56.00"W 589'50'56.00"W I 0 I 1 I G'`�/- - - c + I I 1 + I ' \ } ' / 'in '�' o ( + + I / \I 30' 45' I C4 59,00' 24'27' " 25.19' 559'36'27"W 25.00' C23 59,00' 19'31'42" 20.11' N49'01'15"W 20.01' 9+00 0 10- 00 `~ 11+00 o q o o+ c,1 I o i 1$ �, 7'9 of � � o "' o 0 51 , o �I 36 0 41 I 46 a �; o I + --F- } -I o _ o I W o I + ±4,958 SF co i "'+ 14,500 SF o '" ±4,5flQ SF "' -� "' ±4,750 SF "' ±4,500 SF 1`" -4-1 I C5 59.00 14'37 09 5 340.'03'59"W 15.01 C24 59,00 31`2158 32.30 N74`28 05 W 31.90 SW ASHFORD 8.00 N N PUE -.1 I'm-- z p" 8 I + I C6 59.00' 24'27 47 25.19' S20'31'31"W 25,00' C25 26.00' 76'41'48" 34.80' N51'48'10"W 32.26' STREET I 90.00 90.00 - + 95.00 90.ca I i 1 > 0 \ - -- i(TYP) i I I I I I 92.14 -� , ,,� 74.01 • �, 8•� i m I C7 59.00' 8'26'41" 8.70' S404'17"W 8.69' C26 75.00' 13'21'41" 17.49' N6'46'25"W 17.45' r,� 1 1 '} i 1 Iy 1 PUE ►..•- \ \ + 10+ o l o �,+ i o (TYP) o J3 I' C8 20.00 9003 29 31.44 S44'52 40 W 28.30 C27 20,00 76'414$ 26.77 551'4$10 E 24.82'/ itMOM _ o o I I o 25 25 N a 1 35 `� 42 �I 45 52 " o 1 19 i o O p p IO F- OI O ci Jn �' I 45' , , • : " , , t , " f TAX LOT 33 'n I ±4,50Q SF "' 14,500 SF "' "' 14,750 SF "' ±4,5x0 SF I"' "'I ±4,590 SF _ C9 20.00 89'56'31* 31.40 S45 a7 2a E 28.27 C2$ 14.04 90'00'00" 21.99 N44'SQ 56 E 19.84 to ±5109 SF I1 mom 14400 o I I + " n " ,r; I 1 + I C10 59.00' 9'0616 9.38' 54'4212 E 9.37' C29 14.00' 90'00'00" 21.9 ' N4 ' '04 W 19.80' TAX MAP " Ito+ I j 90.00 90.00 I I 95.00 90.00 I 1 V? 19 5 09 ' 2S 1 11DA N89 54 25,00E ( I i N89'S0'S6,a0"E N89'S0'S6.0p"E N89.50'56.00"E N89'S0'S6.00"E ( 91.46 C11 59.00' 24'28'48" 25.21' 521'29'44"E 25.02' C30 14.00' 9000'00" 21.99' S44'50'56"W 19.80' al 25 25 1 25 25 1 1 25 25 I 94.89 I 3 3 1 O - f: O I O 2c> O I I N - - : •-- �� • / " • , " , i .�- o o 181+ +o l o0 12+ o o, I o I C12 59.00' 1416'46" 15.05' S4102 31 E 15.01' C31 75.00' 1318'12" 17.41' S6 4$1 a E 17.37 o o 20 0 20.00 00 1"` �d-1 34 0 43 i +`�1 44 s-0,1.- (53) -' 8 I-4- ±4,5562SF 1 , t , " , r " " , o� ;I)): 32 - ,�, y R DEDICATION C13 59.00 26'46'59" 27.58 S6144 23 E 27.33 C32 14.00 9000 p0 21.99 N4509 p4 W 19.80 10 ir _� ,,,F_ I ±4,908 SF Q ±4,908 SF ±5,183 SF o 14,908 SF Ii a 8 P E PER PLAT OF ±4,768 SF I o \ o / , " , " / 1 " , » 1 "A PLEWOOD PARK ,L� \--- (..) _ �. j }o c:, C,� \ Z /��1 I 1 3Q C14 59.00 150111 15.47 S$2 3$28 E 15.42 C33 20.00 143'1812 36.06 S38'1150 W 31:37 �"" moll O. 3" TYPICAL I TAX LOT la+ v� ` 76.00 76.00 - G t d' 1 81.00 76.00 � , 90.86 14300 0 + , 1 C1559.00 46'5814 48.37' N66 2149E 47.02' C34 125.00' 3'00'52" 6.58' S1156 50 E 6.58' i■i. Clas I 96.46 1 I I I t 2SA1 11DAMLoa �oxo% SW SCHMIDT LOOP N / ±4 21 1� 1 C16 59.00' 400210 41.23' N22'51'37"E 40.39' C35 125.00' 10'17'20" 22.45' S5'1744 E 22.42' \ 5 31 �� _,�__ _ ,_F__ I_ -I _�_ 7'6 __+00 __�_ 073 SF ( C17 14.00' 89'48'46" 21.95' N44'4519"E 19.77' C36 14.00' 90'00'00" 21.99 S45'09 04 E 19.80' 19+00 18+00 17+00 16+00 / N89'S1'48,01"E I , , " f n 1 ±4,733 SF •��00 ,� ��� N N '� I0, i 1 o O ` ' O 4• 100,57 1 C18 20,00 90'58'13" .31.75 544'5114 E 28.52 C37 14.00 90'00'00" 21.99 N44 50 56 E 19.80' !Ei -; N89'S4'18.a1"E �� �ti��h '�°` __ N89'50'56.00"E -- ■ '00 C13 -- i- \�'' f i- C19 20.00' 8905'33" 31.10' N45'10'43"E 28.06' mom 7 ! /i r 73.67 limil �p"3°' - C14 34.71 50.00 50.00 50.00 50.00 50.00 50.00 62.29 - 15.00 I _ r/ /// 7 C' 8.00' --PEDESTRIAN ACCESS i �� `S� Go�S 15 `�'< 73j PUE (Ti?) EASEMENT I DENSITY CALCULATIONS �� 7LIU "'�.._ 15' STORM DRAINAGE--"'*-* I �r�r 30' 45' , CIE. EASEMENT PER PLAT OF w o 100 of t/a ,: _ "APPLEWOOD PARK NO. 3" o 29 . ,e, ,� ...-, o I R-7 ZONE �' _3 " 30 , ±5,037 SF 28 27 26 25 � 24 <41 23 ,d: 22 IT o 3/f-i3 4/°�� 1 I GROSS SITE AREA: 396,523 SF (9.10 AC) TAX LOT rn ±9,129 SF o ;Q "' ±4,757 SF o' ±4,746 SF "' ±4,746 SF `z' ±4,746 SF " ±4,746 SF `�' ±4,746 SF "' ±4,746 SF "' o TRACT 'A' �, I ' - PUBLIC R.O.W. DEDICATION: 113,893 SF (2.61 AC) 1 4N-SS W� 14200 cn STORMWATER FACILITY nT DEVELOPABLE AREA TAX MAP ±21,738 SF i NE D 282,630 SF (6.49 AC) icf,3ci3 DESIGNED BY: DS 2S 1 11DA SC I _. DS 4,000 SF DRAWN BY MINIMUM LOT AREA: 91,80 50.00 50,00 50,00 50,00 50,00 50,00 50.00 50.00 210.04 I 20.00 MINIMUM AVERAGE LOT AREA: 5,000 g t_.„ CHECKED BY: AHH , /\ +184"5015V-PE-72178T I MAXIMUM LOT DENSITY: • (282,630/5,000) = 56.53 = ' ' 1 MINIMUM LOT DENSITY: 57 LOTS(80%) = 45.60 = ' LOT OTS /0 (3u�4)-() SCALE: AS NOTED MILLMONT PARK 6' DRAINAGE AND UTILITY I 45, _ _ MINIMUM AVERAGE LOT WIDTH: 50 FT DATE:01-06-2015 11111 SUBDIVISION EASEMENT PER PLAT OF REGISTE-. D TAX LOT TAX LOT TAX LOT TAX LOT PROPOSED LOT DENSITY: 53 LOTS " TAX LOT TAX LOT TAX LOT 1 PROFES AL TAX LOT 15100 15200 15300 15400 MILLMONT PARK TAX LOT TAX LOT I 45' PROPOSED AVERAGE LOT AREA: (282,630 SF/53 LOTS) = 5 3 SF 0 7 0 LAN! 44 4 t3 w s II I Z = I I I I - > V 1 I I o Lx; W i - II I to v _ Q I za etI I z I v - W I w I I I a a2 ._,-Y _ _ --) 1 Z - , i I TAX LOT M CC 11+00 12+00 13+00 10+oa r � = 8.c>'.52 w 6+01 7+00 8+00 9+00 - - - I--=- - - I - - -I-- - H - -I - - I 1o I 13600 4 w - - I - = --1- - -I - - -}--- - - -+- - - I - / , _ TAX MAP cn �, Z V? - - - 13+12 ' M , iw ,�, a o T 13+59 �rcn k_ .I<S # C, f SW BELLFLOWER STREET _ _ _ _ _ - r 2S 1 12C8 �,5 = Q W ¢ .--cna-Li_ 3 LI- -- -- i_ ' I 1 _-- c TAX LOT '- TAX LOT 3700 Z t r TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT �� TAX LOT TAX LOT I 3900 TAX LOT TAX MAP 2S 1 11DA I 0 ^ 6900 6800 6700 6600 6500 i t� i I 4100 4000 TAX MAP 3804 O I 8 I TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP 0 TAX MAP TAX MAP TAX MAP i (45 1 I 2S 1 11DA 2S 1 11DA TAX LOT Cl) - 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA 0 W 2S 1 11DA 2S 1 11DA13700 V I 15.00' APPLEWOOD PARK TRACT B TAX MAP �"' W cn REAR YARD Z �, N0. 2 SUBDIVISON ±2,305 SF ' 2S 1 12CB N SETBACK (TYP) LU o 5.00 I aa.1 > 2 SIDE YARD tn IT -- -- - I ..� 0 _ _ _ _ Q Q I -_ SETBACK. _._ _.__. I o I C a TAX LOT 1� r i 14800 r ...__. r-'-_ _ 1 I I�- I I- TAXMAP I ' I ! y42S 1 11DA I I 1 i 1 1 I I I 1 I I I ±4,542 SF I j I I I I I I I i a i I ! I 11 7 11 8 ! 9 I I 10 I I 11 I I 12 I I 13 TAX LOT II 5 , ±5,152 SF _ _ _-- --I ( 13800 ±4,741 SF ±4,750 SF I I ±4,750 SF I I ±4,750 SF I I ±4,750 SF ( I ±4,842 SF 1 a 4 I 1 I I I I 1 I ±5,252 SF `. CT TAX MAP I ±4,974 SF I i I j 1 j I j ! i 11 I I ±7,895 SF ( ( I I I I ( I I• I 2S 1 12CBZ o : H 15 t + TAX LOT J --• -.- ( c _�# �:__..�� �.-_. �` --- -• -- I i 14,422 SF " I , ' 14700 L_.. \ ` _ _-__--// , - .� TAX MAP `_ \ •� , -- . - / i - -- -- •-.• L1_ .__ -- -J I - I 2S 1 11DA I--•--•-- \ -- , - _-- __ _- I . �\ 'V GARAGE - SW SCHMIDT L ~ a 1I I 024+00 1V.: 0 SETBACK (TYP) 11+00 OOP 2+00 I o I "r I APPLEWOOD PARK I 3 ' / / c'Sk - -_F__- ----}•-- ---I - --+--- _I - --}-I . \ \• 1 '�6 5.00 T I T 3900 AX T NO. 3 SUBDIVISON ±4,515 SF / 15.00' 10.00' CORNER LOT ±4,037 SF SIDE YARD TAX MAP -•---?L 1 SETBACK (TYP) \ 1 / t7 FRONT YARD SIDE YARD \ , 2S 1 12C8 W TAX LOT ( t . / SETBACK (TYP) TBACK (TYPE_ __ 1 _.__.__. I I LI 14600 _.__.__. r-- ' _� ` /' -_ N "`\ , ' i TAX MAF [- / *�� /0 ". 6 _ _ __ .-_._-._ t i i ! 2S 1 11DA I I , ,,�`_..� _.� C_.� �_. f I I 1 • 1 , ' 1 17 2 I 1' i i I 1 1 T o11j/j / T 1 "'"" 1 mom pay + 1 •11 48 I I •49 ( • O \ I. ±5,052 SF .� rie -`' W j ±4,595 SF I I ( I I 1 1 1 I I i 1 1 1 ±5,539 SF ±4,908 SF ( i o .- I I I ! I lMEM W TAX LOT I-' ( I j 37 I 1 38 i I 39 i 1 40 1‘. \ -- --- ---I L-- -- --• i-� I SW ASHFORD W I ! 14500 �• • • T 4 683 SF I ±4,200 SF ' i ±4,200 SF { ±5,167 SF � .--.----.- -. � i � FW- I TAX MAP i I I 1 0 1 Il. , t ; I �-� I-_. -1-I ( ; 1 0 LANE 2+00 12+75 '_" I N 2S 1 11DA j i I +i t !I i I I I I HI I I I - --�--- - +- - !- I - - - - - I I IIL__. ! 1 ! I I I I I 47 1 I 50 I I _ 10.00' CORNER LOT ‘\--i 10-+00 1 ±5,014 SF , I ` I i_-.___I L__.J L._5flQ'J L._.__. I I ±4,765 SF I ±4,500 SF I l ' SIDE YARD I 1 �;. L�- __• , i I SIDE YARD I SETBACK Tr) - / .,,.' SETBACK (TYP) I I LL_.___.__.__J L_.. _ _._.._Ll , "- / [b000T I __.__._ _. __ I W I __ __•_ _ __ ___ i _. _. / i"1' -1 I`- T� IT -I I- T� � � C-I SIDE YARD II i Z i 1 9+00 0 10+00 SETBACK (Tr) 11+00 I I I ! I ! Q 1 I • I I I I I I I I \� I o - - - - - - I I o i 1 18 Z I + +- --I-- --f- -I , f I 36 I i 41 i I I J I i 46 I I 51 I I i o I I I t CD 1-4 ±4 958 SF i 15.00 p © p /� �/ ��SW ASHFORD I I ' ±4,500 SF ±4,500 SF I I 0 I I ±4,750 SF ±4,500 SF ' I i I REQUIRED SETBACKS i i I I O Q I I I I . t II I ► REAR YARD I o l ; I L L. - _J SETBACK TYP STREET � : L1_.__.__.J �..__.__._L1 a _ + L_L_._-•__.J L_.__.___._LJ __._..._ . ( } ''`� _ ------ ,, i I i I i 1 I 1 TAX LOT " ` R--7 ZONE - __ __ 1 __ __ ---� r __ __ _•I-I I J J I i-i- __ __ ---1 r __ __ _ n I I I rT_'__.- _.-•-I I I I TAX MAP = J I I i 5 FRONT YARD: 15 FT 1 � � � I I � � I I � I � � I � II I1 i � � i 2s112CB CIE I I 11 35 I I 42 I I I °- I I 45 I I 52 1 I I I 19 I J , FRONT GARAGE: 20 FT CO ITAX LOT ! 33 I I i 11 ±4,500 SF i (4,500 SF I ' Q I I ±4,750 SF I ±4,500 SF l 1 ±4,590 SF I m 14400 • ±5109 SF I ! I i ! I I 1 I i j j I SIDE YARD. 5 FT Cr) TAX MAP LL_.__.__.J I__.__.__.0 1 N I L1.__.__.__.J I__.__.__.0 1 I L1.-_ __._.J CORNER LOT SIDE YARD: 10 FT >'I I 2S 1 11DA L.---------jJI l 7.-- -- - -- -- - -- __ _ _•__ --_ I I a REAR YARD: 15 FT C _n I I' I I I i (_) I I. I I I i ! t I s { I I 3 'Q� ocC Icp I I I . I 34 I I 43 11 I ) .\ I I I 44 (53) 1 c:, I ! i 20 I ' �' I 32 \ I I / �' I I ±4,556 SF i TAX LOT I I ±4,768 SF I. 1 • ±4,908 SF I (4908 SF i ±5,183 SF L.. l 14,908 SF 1 I I _ a <, I 1400 ; �� -. _.__J L_._:.___))2) �' � _.__.__.J L_ __ __ _�-,/- ) Ll_. .__._ _:J TAX MAP 2 isi- i I TAX LOT L___.___.._._.±1 14 '� i_ t 2S 1 12CB - u I 14300 _ 1fl------.1I 1 TAX MAP i� immi co ._._ __. 1 [10.00' CORNER LOT I 15.00 15.00 1 1 REAR YARD FRONT YARD - 0 1 \ oX SIDE YARD SW SCHMIDT LOOP - / /' 21 I I I 2S 1 11DA \ <2 SETBACK (TYP) ( ) ( ) • \ • - -__+_____ - - .......j_.....___.__._+__ - SETBACK TYP SETBACK ____. f ±4,073 SF 00 1CC i ±4,733 SF y 19+00 20.00' 18+00 17+00 16+00 L- J E l I I -- GARAGE a /-_r L.____.__.___,/ , , \ ` _ SETBACK {TYP} , .J •iw.� Y� .1111 _ �. M1. • _- i �1.._ ..... t r .*.......°."5 (- CO -7r I--•--•--•--_ I� � - I TAX LOT _ _ __ F7.......:-.,:_-. _ _ _ _ 5.00' ! .' i I 1 ~ _.� F_:_�:� F.'._.__.� F�:�_:� F'- --'� p_7.-.. ..:_-_•. �_ _ �- SIDE YARD i TAXMAPI I II _ _--' I I I I ! I ! I ! I f ! i I j I SETBACK (TYP) I 2S 1 12CC , - __ 1 I 29 I I i f i I 1 i 11 I I 1 I I DESIGNED BY: DS I 30 I ! ±5,037 SF ( I 28 I I 27 ! I 26 • I 1 25 : I I 24 I i 23 • I i 22 I I DRAWN BY: DS ±4,757 SF ±4,746 SF ±4,746 SF ±4,746 SF ±4,746 SF ±4,746 5F ±4,746 SF I I TAX LOT ±9,129 SF I I I I I I TRACT A CHECKED BY: AHH 14200 I I I I I I I I I STORMWATER FACILITY It TAX MAP r~ SCALE: AS NOTED • I I I f f ! I I ±21,738 SF I � 2S111DA - L_.--•--- -- __...I L_.__._1 L.__._1 L.__._J L.__._J L. _..._J L.__._J L._-._J L.__._J DATE:a1-O6-2x15 I - . - - - REGISTERED PROFES;< •'NAL ,. ».04----- - -�-- LAND EY a REAR YARS -- MILLMO�T(PAFIK �� � �' 0� SUBDIVISION .' .. _ TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT 1 CL TAX LOT .., 2003 TAX LOT 15100 15200 15300 15400 TAX LOT 15700 TAX LOT a 3000 TAX MAP TAX MAP TAX MAP 15800 15900 1600 I _ _ A + 65391SHURLEY TAX MAP TAX LOT _ TAX MAP 2S 1 110D 2S 1 11DD 2S 1 1100 2S 1 11D0 15500 TAX MAP TAX MAP TAX MAP TAX MAP 16100 RENEWS: 6/3Q/15 2S 1 11DD 2S 1 11DD 2S 1 11DD 2S 1 11DD TAX MAP RE11soNS 2S 1 11DD TAX MAP TAX LOT 2S 1 11DD 0 1 2S 1 11DD 15600 I (.04. T I SCALE 1" = 40 FEET TAX MAP lig::==3 :1611119 2S 1 1100 --_ ---------------------------------- TAX LOT ~ 9900 ` - 400 16 24 32 40JOB NUMBERn � TAX MAP -- -- --------------------- - - - - - - - - - - - - - -- _ -- SW HAMLET COURT 2S 1 12Cc 3876 c� - - - - - - ---1 \\ TAx LOT I I SHEET z Q. SW HAMLET STREET ��:'� ~~~� /- �, 16200 I TI p - - - - - - - - - - - - - -- _ , TAX MAP PO4 x 1_ ` ,,: _ � - - - - - - - - - - - - - - - - - - - - - � — — f 11t'Jn \ TAX LOT TREE PROTECTION NOTES. }Z CC _ 7+00 8+00 9+00 10 00 11+00 12+00 13+003+12 ! r1 I 13600 w - - I - --I-- - I - - I - - I I L� " o TAX MAP A. NO CHANGES SHALL BE MADE TO ANY ASPECT OF THE APPROVED URBAN FORESTRY PLAN WITHOUT WRITTEN CONSENT FROM THE w / ` 110'46 0 gi \ r? I I 2S 1 12CB PROJECT ARBORIST AND CITY ARBORIST. N — — — — SW BELLFLOWER STREET — — _ _ iJ I/ •i — — — — — — — - B. TREE PROTECTION SHALL BE INSTALLED PRIOR TO ANY GROUND DISTURBANCE WORK. pVC I — ,► / _..-. _ _ ,' 11014 ,t I C. NO PERSON MAY CONDUCT ANY ACTITY WITHIN THE PROTECTED AREA OF ANY TREE DESIGNATED TO REMAININCLUDING, BUT NOT W ,' 1 TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT ( TAX LOT TAX LOT TAX LOT I WASHOUTHITED T0, PARKING EQUIPMENT, PLACING SOLVENTS, STORING BUILDING MATERIAL AND SOIL DEPOSITS, DUMPING CONCRETE Q 3900 TAX MAP 25 1 11DA Z 6900 6800 6700 6600 6500 I Q I 4100 4000 3800 AND LOCATING BURN HOLES. gliC Z U TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP 1 I a N 25 1 11DA 2S 1 11DA 2S 1 11DA 25 1 11DA 2S 1 11DA I 1 2S 1 11DA 2S 1 11DA 25 1 11DA 2S1 MDA f ' ! / T137L00T D. ATTACHMENTS TO TREES DURING CONSTRUCTION - NO PERSON SHALL ATTACH ANY OBJECT TO ANY TREE DESIGNATED FOR Q a Z __ 0;1, o,� '� RACT B PRESERVATION. z O,D`•.pt ,\o°` �, ppm o6\ o°� �.,<, APPLEWOOD PARK 11 I TAX MAP o a / \ / NO. 2 SUBDIVISON \ \/ / ,---i - - �" 2S 1 12C8 z ix F \ - ' E. PRIOR TO ANY GROUND DISTURBANCE, THE CONTRACTOR: Q z N C� yog, ,..tet _� _...�.-�- ... _ � � � Z sCA, • z m co TAX LOT ' ' • I �, _ r I �d oo I I 1. SHALL ERECT AND MAINTAIN READILY VISIBLE TREE PROTECTION FENCING ALONG NE OUTER EDGE AND COMPLETELY W = o PO i, W CC 14800 \ 149 / /' I ��'►` aQ I ` / �= I V � - t I SURROUNDING THE PROTECTED AREA OF ALL PROTECTED TREES OR GROUPS OF TREES AS SHOWN. z o "' o v, Z W TAX MAP / �! \ �� I 1 14 �v� I 2. MAY BE REQUIRED TO COVER WITH MULCH TO A DEPTH OF AT LEAST SIX `'j O 2S 1 11 DA c__/ / tit I i LI *4 Q (6) INCHES, OR WITH PLYWOOD OR SIMILAR MATERIAL, („ �, W ¢ o ,� ' 2 O J�j' L- , cn �q / l J I I a�, OVER THE ROOT ZONE OF A TREE IN ORDER TO PROTECT ROOTS FROM DAMAGE CAUSED BY HEAVY EQUIPMENT. Q N v) 1- a_ x w IL \ I ) 7 �� 1 Vic' ► j,1 FA 9 10 / 11 12 \ 3 \ ±d TAXLOT 3. SHALL PROHIBIT EXCAVATION OR COMPACTING OF EARTH OR OTHER POTENTIALLY DAMAGING ACTIVITIES WITHIN THE TREE o \ / �g 0i V ` ` \ � ' 110'6 1111:- A 0.4 I TAX MAP PROTECTION ZONE. Z Z 10505 E 4 \ / t ►� ` \ 43 I\ I $4 / / ^ 7 �� -7 I , ' I 2S 1 12CB O cn �• 4 / � \� / 15 NO ---.-- 4. MAY BE REQUIRED TO MINIMIZE ROOT DAMAGE BY EXCAVATION OFA TWO (2) FEET DEEP TRENCH, AT THE EDGE OF THE TREE O ail - ��'� I PROTECTION ZONE, TO CLEANLY SEVER THE ROOTS OF TREES TO BE RETAINED. �/ cl- TAX LOT / / �/ �•� 4414 -�/ ��ti�� iktei • ) I �,F Cl) w m 14700 .\° / - — "_41 0! - ~ ��Si 5. MAY BE REQUIRED TO HAVE CORRECTIVE PRUNING PERFORMED ON PRESERVED TREES IN ORDER TO AVOID DAMAGE FROM TAX MAP �� � o `e'er. 195 Al1 MACHINERY OR BUILDING ACTIVITY AND MAY BE REQUIRED TO MAINTAIN TREES THROUGHOUT CONSTRUCTION PERIOD BY > CC 128 2S 1 11DA /� �� il5�����1=1 n -k- tw.A�l®�! s :......"0/704:141111Kr� ( . 1.f�2 WWII a i:.-.�Vii. �� ..e/�,e .a�iL,, st1s,tA_. ._ .�sL1�—•. ;%moi �� WATERING AND FERTILIZING. OP.) "Ow 24+00 10 \ J- -/ 11+00 12+00 •'1.0110 4 di o � � 5,�pp _ _ I - _� _ �` _ �- _ _ �� _ _ _ �_ _ .;�`�,�` �� 1� + - I TAX LOT 6. SHALL MAINTAIN THE TREE PROTECTION FENCING IN PLACE UNTIL THE PROJECT ARBORIST AND CITY ARBORIST AUTHORIZES APPLEWOOD PARK f 3 / �e� `L .•:V \ ®� NO. 3 SUBDIVISON �o�° '� SW SCHM 0 OOP °;:�0, !' 10046 4'` 3900 THEIR REMOVAL. W o W �/ ems; �' :;pi► 1 / I +` \ TAX MAP U 0 I / .e' / y-�Ie�r, al 4�; ,d'�s�,���!F�,'�il/��`�e I� ;;;�4 , p44+ in 2S 1 12CB 7. SHALL ENSURE THAT ANY LANDSCAPING DONE IN THE TREE PROTECTION ZONE SUBSEQUENT TO THE REMOVAL OF THE Q TAX LOT €€ - I��I®)1\ �I■1®I��b�i��— o ri - ;. :''.. .. • ►4�y®f ` ' %V - z I1,4� J BARRIERS SHALL BE ACCOMPLISHED WITH LIGHT MACHINERY OR HAND LABOR. USE PLANT MATERIALS WITH COMPATIBLE WATER cc 14600 / / odR� I�t •�s� 1 1 :;;4+.c'7 I `. 4 m REQUIREMENTS TO TREE TO BE PRESERVED AND DIRECT SPRAY IRRIGATION AWAY FROM TRUNKS. z TAX MAP /- - - - - - - - - �� y�� j ' � I \ / n W \ a � �• g� t ry L1 J I L a 25 1 11DA II }: -� , !" 1u �,E 17 I I'.• / -I F. THE GRADE SHALL NOT BE ELEVATED OR REDUCED WITHIN THE TREE PROTECTION ZONE WITHOUT THE PROJECT ARBORIST'S W .i 48 4•• T II .• -- / a T 1 AUTHORIZATION. THE PROJECT ARBORIST MAY ALLOW COVERAGE OF UP TO ONE HALF OF THE AREA OF THE TREE'S ROOT ZONE WITH Z b 1 =.� °S° ►� / = I • 10942 CC 1 1 / �� I < t+ , '` \ I ► - - ?3 LIGHT SOILS (NO CLAY) TO THE MINIMUM DEPTH NECESSARY TO CARRY OUT GRADING OR LANDSCAPING PLANS, IF IT WILL NOT p. ►� t , �°; % ICn 0,;,*4 ���y��� IMPERIL THE SURVIVAL OF THE TREE. AERATION DEVICES MAY BE REQUIRED TO ENSURE THE TREE'S SURVIVAL / 110.` • ,.. ..sir. ......®_.e w�_eAwz� ...!., �� • ; N W TAX LOT IN l 3� �, $ 39 40 II \ -.. � _ p r;1► G. IF THE GRADE ADJACENT TOA PRESERVED TREE IS RAISED SUCH THAT IT COULD SLOUGH OR ERODE INTO THE TREE PROTECTION I 14500 �� l y AI ' I �.�- ♦ ZONE, IT SHALL BE PERMANENTLY STABILIZED TO PREVENT SUFFOCATION OF THE ROOTS. O N I TAX MAP / I ,V o I I 196 `� 1 `, ,/ I '� 1+ 0 I 1 e-••. 11135 2j0 a [ CC 2+75 - - 2S 1 11DA I 1 0 + { •, 0, I N �` ' I %; I /~� ;� I !,/ ` f • 7 H. AN IMPERVIOUS SURFACE SHALL NOT BE INSTALLED WITHIN THE TREE PROTECTION ZONE OF ANY TREE TO BE PRESERVED WITHOUT I O `" ` I 4? -7.:-A 50 I I / � 10+00 THE AUTHORIZATION OF THE PROJECT ARBORIST. THE PROJECT ARBORIST MAY REQUIRE SPECIFIC CONSTRUCTION METHODS AND/OR U I I '�19' \ ' - USE OF AERATION DEVICES TO ENSURE THE TREE'S SURVIVAL AND TO MINIMIZE THE POTENTIAL FOR ROOT INDUCED DAMAGE TO THE �i `TQ189__ 014fi \-I - - - � �� I v \ I I s�� ���.o!� °'Q`'��`'w''�° ��®��®�•+.� I - - IMPERVIOUS SURFACE. UJ _ _ I y. �0�. J.11 .es ASH _ RD �r���-�.�`®��,��� lye�eQ,�+���;acr - y ,� 1. TO THE GREATEST EXTENT PRACTICAL, UTILITY TRENCHES SHALL BE LOCATED OUTSIDE OF THE TREE PROTECTION ZONE OF TREES TO / r li �, �S / ANE ��� BE PRESERVED. THE PROJECT ARBORIST MAY REQUIRE THAT UTILITIES BE TUNNELED UNDER THE ROOTS OF TREES TO BE PRESERVED a ii 10 00 ' 1+00 t , I s�'; s: I / 10 •4 110908 IF THE PROJECT ARBORIST DETERMINES THAT TRENCHING WOULD SIGNIFICANTLY REDUCE THE CHANCES OF THE TREES SURVIVAL Q - - - - •d 36 41 :� 46 �� I ► I I - I P' I J. DIRECTIONAL FELLING OF TREES SHALL BE USED TO AVOID DAMAGE TO TREES DESIGNATED FOR PRESERVATION. CC AS OTD STREET _ a I I - o I / A / '. k 193 I 04 CC a I ' � ®��m�'���A`��� �D®®ems` ---\°3 194 I T + I �9� 1g3� \ I I 111 � I TAX LOT K. THE PROJECT ARBORIST MAY REQUIRE ADDITIONAL TREE PRESERVATION MEASURES WHICH ARE CONSISTENT WITH TREE CARE Ur� 'f4 INDUSTRY STANDARDS. V i� s.= li ` ;� 3800 Ta ' roI +� I o Ii Q-`�� ,-18702I I 194 �R !`� I ►� TAX MAP 98 \ 1• Q t �. �' �, �! I I 2S 1 12CB L STUfr1PS SHALL BE GROUND AS NECESSARY SO AS NOT TO CAUSE DAMAGE TO THE ROOT ZONES OF ADJACENT TREES TO BE �- 10101 ip � 1 ;IiJi �� 1 I ! o' 35 42 1 52 ` •� PRESERVED01'11HESUBJECTPARCELOR ABUTTINGPARCELS. SLUMPS NEARPROPERTYLINESSHAT LALSOBEGROUNDASTAX LOT \33 / -- I 19 I �O NECESSARY SO AS NOT TO CAUSE DISTURBACE TO ADJACENT PARCELS. 14400 \ I R� li Po" I a I I \ I 4 'b >r98 I / aI I I I 04 TAX MAP �o, I / a' \ Vii► 2S 1 11DA Q I / �� PRESERVE PRESERVE .� :._� I� 0 93 :�; 1. TREE NUMBER SPECIES DBH(IN.) /REMOVE TREE NUMBER SPECIES DBH(IN.) /REMOVE 1 I .o10 i� i ; ?� �� I j� �0,2---- A93 �9 OFFSITE ONSITE ti 74, V1 I ,iI ! �� is I �e -- II ill'A r; \ I o ��� 20 �� I 10101 CRABAPPLE 10 PRESERVE 10495 OREGON WHITE OAK 59 REMOVE 32\ V - `34 43 I \ 44 f (53) y I I e� I TAX LOT 10102 CRABAPPLE 9 PRESERVE 10639 SWEET CHERRY 5 PRESERVE 1 1 13 ii-4 / I / I I '� 1400 10146 CRABAPPLE 9 PRESERVE 10946 SILKTREE 9 REMOVE Iii - - - - y + �, 1 I / J �e g'�, I TAX MAP 10189 CRABAPPLE 8 PRESERVE 10952 SILKTREE 17 REMOVE Lu Z TAX LOT l \ ei!`' t "a�4 / 'rO�e. .4 2S 1 12CB 10475 QUAKING ASPEN _3 PRESERVE 11078 APPLE 16 REMOVEI:C illitt ICt 14300 l it es 2l°ti�� � ♦ :.I c) 10486 CALIFORNIA BLACK OAK 24 PRESERVE 11079 NORTHEN CATALPA 10,15,17 REMOVE A'S` r' ~_ •4;' '',9 21 I ��� + - I 10487 CALIFORNIA BLACK OAK 16 PRESERVE 11080 APPLE 7,10,12 REMOVE Z J 2S 1 11DA 1 , �!��� o\` SW SCHMIDT L► • P'+ �� �;.1. 9,\_ _ f/ A °D 10488 CALIFORNIA BLACK OAK 18 PRESERVE 11082 EUROPEAN WHITE BIRCH 19 REMOVE ' 31 \ PNh — - - -44, �—{- - - I- - -I - - �— - -� - - - - �� �''•IP / / L_ ` \ I 10489 CALIFORNIA BLACK OAK 20 PRESERVE 11087 APPLE 13 REMOVE > O 11 ��,� 19+00 / �,.;.odI �4 10490 CALIFORNIA BLACK OAK 13 PRESERVE 11096 WALNUT 17,17 REMOVE / s-':�SN.il��:•—�is`I1.vaie—s,r�I`,!v;�oK 18+00 ,e'.Sr�e:$�%_—:iII.�..��:�;° �i+i�ds��e�>7+00 �i��1�����l� 16+- _ _ .�'��..� ��� 10491 CALIFORNIA BLACK OAK 13 PRESERVE 11135 SILKTREE 10,13 REMOVE /__---------t--,I \ #� lw®I� Is• `�9� �i ®���'�w�'i®.i►wir��swv��.r,►�� ��• - - d#, a Q -. __ �04 10492 CALIFORNIA BLACK OAK 13 PRESERVE 1i — - — ppr - - - — — — — — — — — — — TAX LOT 10505 HAWTHORN 15 PRESERVE Z :7 ` , \ f �:4 10000 10635 PONDEROSA PINE 20 PRESERVE i \ , 1t TAXMAP 10636 DOUGLAS-FIR 20 PRESERVE �"_ �y '.' u j 2 2S 1 12CCcc O , ; 6� D ` )% _,r1 .�� I 10637 SWEET CHERRY 14 PRESERVE �_\-' - 29 \ \ ' / \J9 f � r ��e I 10680 EUROPEAN WHITE BIRCH 21 PRESERVE �1 30 27 26 24 23 22 /� ' IIli/ 11 10681 RED MAPLE 12 PRESERVE cn 1 I �:� I I 10682 RED MAPLE 12 PRESERVE, W cc TAX LOT TRAC - A 4' LLI \ / 10683 LODGEPOLE PINE 7PRESERVE14200 1 ► ,`� fid` ,\y"� ,�o,`LTORMWATER FACILITY \ �_ 4TTAX \ 10684 RED MAPLE 16PRESERVE2S 1 - MDA \ I • ��� 10685 QUAKING ASPEN 15 PRESERVEOm= ricc/ j�a 10686 PAPER BIRCH 6 PRESERVE .r r10839 �� "� � _ _ 10687 RED MAPLE 14 PRESERVE - , �1 - - 0 ---- L — C5f--�Y; �. =� ' -' l - lef_ \ _ 10733 * - ,*.- 0732 f w #• 10688 RED MAPLE 14 PRESERVE 10636 10 10688 10687 10686 10683 10682 10681 . • 10732 WESTERN REDCEDAR 12 PRESERVE MILLMONT PARK r I -.. .,_ 10733 WESTERN REDCEDAR 14 PRESERVE SUBDIVISION10908 DEODAR CEDAR 15 PRESERVE TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT I \ (- 10942 LODGEPOLE PINE 13 PRESERVE TAX LOT 15100 15200 15300 15400 15700 15800 15900 1600 TAX LOT 1 11046 PEAR 10 PRESERVE L E G E N D _DESIGNED BY: DS 3000 TAX MAP TAX MAP TAX MAP TAXMAPTAX LOT TAX MAP TAX MAP TAX MAP TAX MAP 16100 11047 PEAR 9 PRESERVEDRAWN BY: DS 2S 1 11DD 2S 1 11DD 2S 1 11DD 15500 2S 1 11DD 2S 1 11DD 2S 1 11DD 2S 1 11DD TAX MAP 1 11048 PEAR 11 PRESERVE TAX MAP 2S 1 11DD TAX MAP 2S 1 11DD o EXISTING GROUND CONTOUR (1 FT) 2S 1 11 DD TAX LOT 2S 1 11DD 15600 1 / + T 11049 PEAR 10 PRESERVE CHECKED BY: BRB TAX MAP I 7 II 11071 PEAR 11 PRESERVE EXISTING GROUND CONTOUR (5 FT) 190 - 2S 1 11DD ------ I ,. SCALE: AS NOTED --- - I - - FINISHED GRADE CONTOUR (1 FT) DATE: 01-06-2015 METAL TREE PROTECTION FENCE FINISHED GRADE CONTOUR (5 FT) 190 QA TREE PRESERVATION/REMOVAL PLAN BY BRUCE BALDWIN ARBORIST, CERTIFIED EXISTING CONIFEROUS TREE 004 `0� ARBORIST #PN-6666A, WIN AKS ENGINEERING & FORESTRY. \`�' !c '� G EXISTING DECIDUOUS TREE ANCHOR POSTS SHOULD BE 0 mak/ 'S �J SEE SUPPLEMENTAL ARBORIST MINIMUM 2" STEEL U CHANNEL 8' O.C. MAX HIGHLY VISIBLE Q 4CO 4 ROOT PROTECTION ZONE NOTES: QR 1/2 DIA. TUBING OR FLAGGING ATTACHED TO REPORT FOR MORE INFORMATION 4 X4 TD BER, 8' IN LENGTH ■ ■ TOPS OF ANCHOR POSTS TREE REMOVAL X p� E ENCROACHMENT INTO THE ROOT PROTECTION ZONE MAY BE ALLOWED WITH PROJECT ARBORIST ii •' �APPROVAL AS DESCRIBED IN THE FOLLOWING NOTES:" I BRUCE R. BALDWIN ATTEST THAT THIS " • TREE PROTECTION FENCE REVISIONS 1. EXCAVAl10N IN 1HE TOP 24 OF THE SOIL IN THE CRITICAL ROOT ZONE AREA SHOULD BEGIN z 2 SQUARE 9 GAUGEAT THE EXCAVATION LINE THAT IS CLOSEST TO THE TREE. TREE PRESERVATION AND REMOVAL PLAN J GALVANIZEu WIRE MESH TREE DRIPUNE ccw 2. THE EXCAVATION SHOULD BE DONE BY HAND/SHOVEL OR WITH A BACKHOE AND A MAN WITH MEETS ALL OF THE REQUIREMENTS IN _ 1_--- ID II — — — NOTES: A SHOVEL, PRUNING SHEARS, AND A PRUNING SAW. r � SECTION 10, PART 1 OF THE CITY OF � �.� ..�.�.,.�..�.�.,.�.. ..�.�.�::.�.�.•.�� ..�.,.�.,.�. EXISTING ON-SITE TREE CANOPY AREA 3. IF DONE BY HAND, ALL ROOTS 1" OR LARGER SHOULD BY PRUNED AT THE EXCAVATION LINE. TIGARD URBAN FORESTRY MANUAL. �i -7 ,7, 1. METAL FENCE FOR TREE PROTECTION DEVICE, ONLY. L _ _ _ J JOB NUMBER CEMFIED 2. BOUNDARIES OF PROTECTION AREA WILL BE ESTABLISHED IN 4. IF DONE WITH A BACKHOE (MOST LIKELY SCENARIO), THEN THE OPERATOR SHALL START THE SCALE T = 40 FEET THE FIELD BY THE ARBORIST PRIOR TO CONSTRUCTION. 3876 ili CUT AT THE EXCAVATION LINE AND CAREFULLY "FEEL" FOR ROOTS/RESISTANCE. WHEN THERE 3r- t'/-. /61_----- . 3. BOUNDARIES OF PROTECTION AREA SHOULD BE STAKED AND IS RESISTANCE, THE MAN WITH THE SHOVEL HAND DIGS AROUND THE ROOTS AND PRUNES THE BRUCE R. BALDWIN FLAGGED BY THE ARBORIST PRIOR TO INSTALLING DEVICES. NOTE: SEE COVER SHEET FOR GENERAL PLAN LEGEND SHEET F ROOTS LARGER THAN 1" DIAMETER. BRUCE BALDWIN, CERTIFIED ARBORIST CERTIFICATE F AUR PH-6666~D2PATEN 'YE' 12/31/1 40 0 16 24 32 40 ANCHOR POSTS MUST BE INSTALLED TO A DEPTH OF 4. AVOID DAMAGE TO CRITICAL ROOT ZONE. DO NOT DAMAGE Q PN-6666A NO LESS THAN 1/3 THE OR SEVER LARGE ROOTS WHEN INSTALLING POSTS. PO5 cn TOTAL HEIGHT OF POST 5. DEVICE SHOULD BE MAINTAINED THROUGHOUT CONSTRUCTION. Y - Z = w (,y _..i `�- - -. _ - _ _ _ _ _ �-- ; 1 I l OC F II I i1 , I I N = TAX LOT 6+01 7+00 8+00 9+00 10+00 A ,, 11+00 12+00 13+00 1 ; , ►r a - _ - 1. _ - I - - I - - I - - I- - -1 - - I 1 �:*�.,.�, o _ 3 I TAXMAP _ = �13+59 �- - I - _ I _ - I - _ �_ _ I _ - - 13+12 i .I 0 N A I 2S 1 12C8 c." Z w I -- WAT 111 W, ' -WAT f LEGEND ix> Z 0. < SW BELLFLOWER STREET --FO - - - - - - - 1 --. r - \ ♦ I "< r rte '4Y I I EXISTING GROUND CONTOUR 1 FT \`� } I ' TAX LOT -- -- TAX LOT 3700 I ----_"'- c' �C TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT I ( 1 TAX LOT TAX LOT 3900 - TAX MAP 2S 1 11DA �� (5 ) - -" N 1 T 3800 T 1 EXISTING GROUND CONTOUR FT - 230 - `j- 6900 6800 6700 6600 6500 I I I I I I .4100 4000Q �' `� co- TAX MAPo I o TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP I TAX MAP WOOD TAX MAP „ 0 . S 1 . 3 2S 1 11DA TAX MAP I/ I I TAX LOT c, ¢ r- g z + - I 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA a ._ I �H 2S 1 11DA WALL 2S 1 11DA 2S 1 11DA BRICK WALL W/COLUMNS 13700 EXISTING TREE TO REMAIN0 a' U• >- I rt 1 WOOD ",•,., i `;". . it 1 APPLEWOOD PARK I I TAX MAP `v �'j���j'��' 4 i / NO. 2 SUBDIVISON v ---- `WOOD`EENGE _--i 1 2S 1 12CB 55 c)o z M w N EG: 200.83 \ SENCEiik , WOOD FENCE 41 ice.`►. E 1 WOOD FEN \ `WOOF t�ENeE ( I � cn F o �„ Z .��,� STING TREE TO BE REMOVEDX ca Id EXISTING . �._. �. .+.+. ate- � _ ..; ,•.< .. _., ",.. _�' ., ._,.�.. _ . , .. ��]!7�%/,/�( Z ' ,:., a w x ter_- s \__ cn �, ¢o x 3 Z 9 -�- ' ``f :i.36 o I a 6 I cn t w 11- TAX LOT ) � f WOOD 'r -� � �� `\ /' 0 3 DISTURBED AREA " 14$00 apo / j WALL ti0 r. 1 J � ` <. .. . .: ( TAX MAP z o G I Z Z _ t2S 1 11DA / u___\ / "�. 1 ,t:), J �,. ,� 7,/ , �, / ' �J 1 I 1 SAWCUT 1 AC O �• .� / r I TAX LOT C �i '� ' CURB TO BE REMOVED -, - - -, -,,�,- - -,�„ 1 t moo f _ , / \ ( I " 13800 1 1 \ / / ��,� /- -- \ / i\ �` r I o TAX MAP *W$$$. 2S 1 12CB TOBEREMOVED ./iy (,) Ncb 1CO --) 'E+3 t TAX LOT I /r /� ' / --- - .- J \ W c y I � I N 14700 y { lr______../. I a I r TAX MAP / 1 / l _ I t� Ca 2S 1 11DA f / ! ` / �, Z Q � I , I BLOC WALL 2 I� 7 { > 1 ( ./ ------- + I 1 TAX TOT o { APPLEWOOD PARK . r �' t: = I 3900 KEYED DEMOLITION NOTES # NO. 3 SUBDIVISON f { C" --; I TAX MAP 1 l Q A 1 I I 2S 1 12CB 1. AC SAWCUT (TYP) ��r ii/ �G. TAX LOT r ' ill 14600 --/-c? J --, X 1 720 \ �. I I 2. REMOVE AND HAUL OFF EXISTING AC MOM X I TAXr` (� MAP / , 8¢' SQ. FT. �;f = 4' I < 1 2S 1 11DA 1 ` 3. REMOVE EXISTING CURB CC I re ,�o,`�' 1 l `�-- :itzXv. w �II� ) I 1+cr W J ( _ I r 4. REMOVE AND HAUL OFF EXISTING STRUCTURES 0 777CE \LU J / '�i ��'� I �c""_ 5. REMOVE EXISTING OVERHEAD WIRES AND POWER POLE - CONTRACTOR TO / . �► '� COORDINATE WITH U1ILJTY PROVIDER TAX LOT / � `4500 { ( Q �4 .*� �����, II1 -� ,. ) / / SHED ♦ �,.,, "'_ �� ITAX MAP v ": J �' ,.,., J € oI 6. REMOVE EXISTING FENCE 11.13 2S111DA W �/ `o j J 11 ,, ..� _ .____ ✓ 88 SQ. FT. 0,�.. 2 I7. EXIS11NG ROAD SIGN TO BE RELOCATED WITHIN PROPOSED LANDSCAPEtt3 1 I 1 -� \ 7/ , " STRIP - COORDINATE WITH COOT AND CITY REGARDING RELOCATION ! \ N 1 WINE < off% COr( S71NG MAILBOX TO BE REMOVEDIna I'm CC,/ IP V ' oy / 9. REMOVE WATER SERVICE - CONTRACTOR t0 COORDINATE WITH CITY OF '�= :�, D INSPECTOR 1., 0 / I .� 11GAR PROJECT IN PE IG a -- .��' 0 ( ��- / I 10. REMOVE EXISTING SEPTIC TANK (APPROXIMATE LOCATION) +�•la 0 --' ,.< __ _. ... 1-WAT _�yyam�1 � 0Y / / / �_ _-� I .C- N, - I I I A4-- .S7/� � � f` `- -�`_ ,/�- / '' -� / ,{ I TAX l07 11. REMOVE EXISTING ROAD BARRICADE _ --� f �� '� :;`r;ai ( f \ / 1 I 3800 12. REMOVE AND HAUL OFF EXISTING CONCRETE SIDEWALK \ I I; / ,,,_ g TA LOT 400 1 I " TAX MAP ''r� \ ` TAX AP 2S 1 11DA / ` Y ' + 3 I 1 2S 1 12C8 13. REMOVE EXISTING RETAINING WALL TO ACCOMMODATE FOR PROPOSED w ` STREET IMPROVEMENTS TAX LOT „ �, _._ ARE : 9.10 ACRESf / I 1 1 Z 1 I 14400 /,.......___ / / 14. REMOVE EXISTING STORM STRUCTURE 0 TAX MAP I-�" -� 1 13 1 2S 1 11DA Vit' ; ` / / \i------ -�. ` ' ' I 15. STORM PIPE TO BE GROUTED AND ABANDONED IN PLACE - CONTRACTOR �... l / ` i j •- ,. __\92.---- ,,, ..3 i ODOT, PROJECT ENGINEER AND CITY PRIOR TO ri ' ", \ { TO COORDINATE WITH j. BLOCK WALL i V ( BEGINNING WORK _ \ 1 Ibowl cy, 1 _ �! } \ @ I 1 I TAX LOT0 NOTES: 1 ` \ j / a I TAX MAP CONTRACTOR TO COORDINATE THE REMOVAL OF ALL NECESSARY PRIVATE UTILITIES WITH '��'�! ITHE APPROPRIATEUTILITY PROVIDERS I TAX LOT BLOCK \ 2S 1 12CB 1 r I TY ,4300 ; :4 LU WALL / r -- ,� 3 2, REMOVE STRUCTURES PER APPLICABLE LOCAL., STATE, AND FEDERAL BUILDING CODE. Ca Z TAX MAP 'll{ 2S 1 11DA I l co _ 11 / 1 _-- I 3. CONTRACTOR TO ABANDON ANY EXISTING WELLS, SEPTIC TANKS, AND DRAIN FIELDS /1 w i" / ( t- --1 / -- -191 I 1 FOUND DURING CONSTRUCTION PER APPLICABLE LOCA[, STATE, AND FEDERAL I I, , / I IJ1 N I '; 1 ( REQUIREMENTS.I I r '"rJ 0, -; I CC illiI4lit co /,71 BLOCK �j `�' / i 3 TAX LOT Cs CONTRACTOR TO POTHOLE AND VERIFY ALE. UTILITY TIE IN ELEVATIONS !" WALL / 9 / i I PRIOR TO ORDERING MANHOLES, PPES AND ALL MATERIALS Z \. 6' i I 10000 / / ti F I TAX MAPMIMI '' �' , I 2S 1 12CC "f : . I 2 BLOCK W L \ ' ter\ 1 -....._._ I o i. \ O I ti 3 ' w } TAX LOT o I ��� � � � � .�-- �..� - -- � 14200 8 - \ J r. \ "� W. 189.92 Tax MAP ---,!_ � � - 2S 1 11DA . .�:: .. N a I0 E 198.45 / ` /' / ) COM I -lirtalaMigit ; � �, �: :� <..., ._ ,,..,:: t4d.:' .<5�.+:.yc.� r.�.�:g-asa,::. r-� „s.�j.��, -:,4 ,. -.Ir�. ,•.,.z...:_ .: -v... _. � ,.'�: _,-.n..:.r� �" 5 �''tv •�=.5.,�:.. - ,), --- -- -*,.,AV.1 -- WOOD_EETiCE �.., , _ �" ___ „___WCIOIZEENCE L--- T. --- _ .G-KOw% -- eigel---I- C W9@p-�, ` •?�-- ?F--- ----` i y�4pp-- s - _ -3_GAS- J -' {,FENCE FENCE S T I_ _ _ - DESIGNED BY: DS MILLMONT PARK 3 , „ SUBDIVISION OOD WALL I DRAWN BY: DS TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT I "I R 15400 TAX LOT I CHECKED BY: PAS TAX MAP TAX MAP TAX MAP TAX LOT 16100 1 TAX LOT 15100 15200. 15300. 15700 15800 15900 1600 TAX LOT ( I 3000 TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP 1 I _ SCALE: AS NOTED 2S 1 11DD 2S 1 11DD 2S 1 11DD 15500 2S 1 11DDTAX MAP TAX MAP 2S 1 11DD2S 1 11DD 2S 1 11DD 2S 1 11DD I � � DATE:01-06-2015 - 2S 1 11DD TAX MAP TAX LOT 2S 1 11DD or 2S 1 11DD 15600 I co T I 1 'a TAX MAP 1 ,41 - I TAX LOT \V- r 2S 1 11DD _ _ I _ - - - - - '�. I `. I 9900 . •�:.� - ~- I I I ®.�� 4 ;. . - ' . 2S C I TAX MAP � to - - - -- - _ - - - -- --r ---------_-- -______-- - ;,- SW HAMLET COURT I 1 12c �4cz, A. 74§,:(0) a . i ,_,. _ - - - - - --I TAX LOT I I I ( 441 s JQw o SW HAMLET STREET `\; ' 16200 1 =1 .1' : I ." R N• - - - - - - - - - - - - ---_ _ _ ��� / .'/ 1 TAX MAPI RENEW L DATE: 6/30/15 �� I - �„ \�: i'/ _ _ _ 1 2S 1 11DDI I REVISIONS o - - ' . .' ::7-- -- r7- _` SCALE 1" = 40 FEET II 1' i ! !ii -17IE I a f --- /�'� \�` !,'r` 5�,, + 1 40 0 18 24 32 40 JOB NUMBER cc,WM / ',/� - s� I I 3876 - " 1 Z \ , �\ { I SHEET 1I. I a' 0 c. P06 irZ CC Z � j U W Z N • � a � - 7 z a za 3 4 � z 5o Lati--- -- - - - -- -- - - - - -^" o ` - - - - - - - - t az 11 1 I TAX LOT Ci 10+00 1 11+00 12+00 13+00 I I 6+01 7+00 8+00 9+00 ( , i I 13600 Q w �, 0 _ _ -1--- I ---I -i -9— - I --I- illI r t _ TAX MAP z m ai a T `-13+59 13+12 { I 2S 1 12C6 ,w l o►,,.ir',' c"' W CC' 4 , 110;4 ~' ' z SW BELLFLOWER STREET • / - - - - - _ - r a Z t W i1 (X I TAX LOT --------- TAX LOT 3700 11 8 1 ¢ "P; a ti I W U. TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT - r TAX LOT TAX LOT TAX LOT I 3900 TAX MAP 2S 1 11DA 6900 6800 6700 6600 6500 I '. ') I 4100 4000 3800 11,4441 �TAX MAPao , TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP T+ -' I 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA I ; Z W 71;r �� - 71- z- - -- `— — — — _ - - - - - - - - - - - — , I I zI TAX LOT :5:65°=6-1 6+01 7+00 8+00 9+0010+00 11+00 12+00 13+00 ! cn — - - - } - I _ ! - - I _ - I - - _ _ '! ,:, - - - I I I I 13600 — — — / ? 1 ( I TAX MAP o a =i `-13+59 - 'NAT - WAT wnr 13+12 / ( M I I 2S 1 12CB Z SW BELLFLOWER STREET • _ -- F�" - �t-. ,o= - - - - - - - ( 1 1 Q �_TAX LOT TAX LOTF-- :A I 1 • c / TAX LOT TAX LOT ' TAX LOT `\ i � } '• I � TAX LOT TAX LOT TAX LOT TAX LOT _---�'' TAX LOT 3700 � I ( - o\ /� < �` z NSF � � Z W690 68x0 6 6500 I 1 I 4100 4000 3900 TAX MAP 2S 1 11DA I ,�, v, v -TAX MAP TAX MAP TAX MAP 7AX MAP TAX MAP I ITAX MAP TAX MAP TAX MAP380Q ( ( YN ¢ a3ZO+ I ( I 2S 1 11Da TAX MAP I I TAXLOT ¢ v, 3 W CC ,± 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA 2S 1 11DA , I 2S 1 11DA 2S 1 11DA 2S 1 11DA I I I ra .. � 'B' 13700 o CONNECT TO EXISTING ' i�;; '� RACT B ,� �- . :.;� g APPLEWOOD PARK � 1 1 TAX MAP o „ ,. SANITARY SEWER (TYP) ®•■4 - . 'i 2 SU I I1SO ,. I Na BD N ' t ( 2S 1 12CB Z TAX LOT a`� to CONNECT TO EXISTING '� I w 14800 ( � I WATER MAIN (TYP) ( �at o ICn r ' I , ...... _ 7 I TAX MAP I ►� .� I 14 46 I W 2S 1 11DA t �fI �� i CC Ix 1 O6 ? 1 $i i�< 10 11 12 13 I 0`�4 I Tax LOT Q ::( 5 $ �4 * 1 ►.► 1 I 1380a• I M1 4 SANITARY SEWR a� zt .�; � 1 � o TAX MAP W o x.49 ��� 9' . _ g I 2S 1 12CB+ — MANHOLE (TYP} � �� 15 I CO TAX LOT 1 04i o� �sii \� 4►� L iI 0! r 1�� - '1`' I I14700 _- ,•...— -,.. _- - - - ---� >•< iso, �- - - - - -- - - - - - - f TAX MAP w _�, g .���i=.�. rJ� I �� 1 CI - 2S 1 11DA ,_�,,� ��1 ai�� ,� ���°~ �.4- + N�e_f® i�r �I� 1241� elle t�'.,,�.� �+ sem`` t",{�oti�!'�rL i'°�ia«'�s Of'��C��� �` # Rale�� , a� r R� i r�►� 404 i I �`�,��►..14..... /emou ..� .....1�1!'R.,..e.,.. _ . e •._� _41 dPA .IMMI .4S,,ra_�::'�ll� :10z.;=: woo �� i I # I ����t, �� '.i SAN a. a• SAN • 5.� ARY M[V!a MI 11 ■■,���+',�'.!. � I �� ca d APPLEWaaD PARK 3 %`� - - - 3M � \ �� T. T I TAX LOT Ai , C, „--+' -- -F-rI - - E Mie ��)), 1 f3 �q� T. I -� — / ,'t �� ,T �� WA WATER MAIN wAT+�I� WAT wAT a a +� _,4,4,-,,,� �� 3940 N0. 3 SUBDIVISON ti,.i �� .' . �. _ �.=� s I -44 !•« _ ■��i11 �r I El's_ �j(�►� - C -s4 I ��! Tax MAP >-'0(19 .- �e• •4�°i�lif�!iv��_`f��1MitiII��57412;:4*AirsjapS . I- sR•40- I .4 I I TAX LOT I #, . . .�II�Rl � '�>I @I®I>E>sd�It � = 1 A�`e�a `y® ` �' 9 r� I 2S 1 12CB 14600 i'i.:� ,� 4 SW SCH11�D/ +�� �� a@ r I ' I TAX MAP / — — �-- �4 � ` ' -� t' ,. CURB INLET (TYP)-k .►i CC ■;� - LOOP I aefc d I I 2S 1 11DA .` 2 ,` i4`, 17 w o I -� ,'� , 48 49 illitallillIgo- ft /) ili a►�� T I I I T I 1 ; _ / ;kms: 1 I �� LLt TAX LOT t .r -..... 1 4►---;,4,--. ► ac I 37 38 39 40 -Q- -e�__�t�.� ,� e/�d��s+�,. ���Yde4ei��beiLf�Yet.�llf�i+O,�eA•�A�id ��P��. r I I c - C 1 Q _ {� I 145pQ �. -� .. L7Ca4 C2. Q TAX MAP 0►� 1 '0 4 SANITARY SEWER M r, I 3 I I LATERAL TYP 10 sni +00 �2+75 t 6 SW ASHFORD tam y 1 i I a� lICC ' 2S111DA I t ' -- I P! { ) ra - — — — '� — — 1...,: — 1 am= CC - w �► 47 50 1 � SW AS ?RD LAN —STREET — CC —WIt I i > /� I :” 1 i MAIN WAY I Q I I - I �-- 10+�0 W • ,� ., CONNECT TO POSTING �,�,.,. � ;�. ,I I — �.•,-�►������ralv�r�-a-+�d�.��. ' 1 ,- .....,� :• .... � ! ,.-: SANITARY SEWER TYP •�•`�d�P�< ® d►e7 �► . _. --=eAs-. _ ,< r_—..arM.J� . . �ih�. �► aE I 1,1'14 II I W IF. d ��1 �►Qn��� �e�� 1 d �i���1 ♦f1.d�. 1 - ••? • ki.01.107.41.141.19141.1.1+14-"Ti 1.1°,.00� I '� * a I l� /-.... �. ���E 4 1 t 4 STORM SEWER ►�� �� 1 >� / .. -� o I, ,..I I ►- t ■ $" S lTARY MAIN I1I1 LATERAL {TYP) $.1 , 1 / 00 , iv*_ 9+00 - _-—I-s 4� p SA" �o �� ' I I �: r I �t 8 \ ®� I I 1 p I - . - } ��:a 36 41 I I o 46 51 $ ! �� I >4* 0+0 - wAT — —NAT .• a 4 $ WATER MAIN 11 Op �� �� O �� p�' bio 1 RR V wAT M,aT + � TORM SEWER �' s _ It■:NI � 1 ®a o- I ■ �i 1 .,. . ; . . .illtalialQ��f►,41,41PaltuNtd44.Wd,,Ot a,r�trdr't$'d'olp g 1E (TYP) r W �!!!! 4-i �� iI 1 —� o .•. rl. Ir rr 4k4 �4ea ,_, ANHOI I _.�_ 1 +� I I TAX LOT" ' ,_ 41:2 qISW ASHFORD "'':%;. N ' 11 I I � I a � � i 444 I I 3800 I CONNECT TO EXISTING- '�-` *� . i' .. kr I ¢� ��� a I �� �� TAX MAP Cni STREET Ai '- ;- �. •a a �� I I e'� 2S 1 12CB WATER MAIN {TYP) 9I , ., I I ra ■ e� + -}- 35 42 's, -I0 45 52 !a I 19 �► '� i I i TAX LOT " 33 I111 ,1 �� I �, ICO �' I +,* I I 0 I 14400 11111ff �1 ..fl I �'■1��■'� I e� Y TAX MAP I 1 ♦f 1 z I 2S 1 11DA "I ,., 1 IF-- 9I I it' 1 '� ,.....:414;.44: � , D2 .4 I�,! �I Ilya■ ke I w ��+ co.JQ „i � ; I I �; is I I �.� i % I I e0 0 IMMilj 1 P4 � A 20 :04 I JIa� '+i ►a ' dI- - 132 �. 34 43 I ®`� o ' 'ii I 44 (53) •aII I ry I Tax LOT I , 1i` y / _ FIRE HYDRANT (TYP) 1'��u �Ir =I i 1400 ( TAX MAP NP I+��u$B SW SCHMIDT ii , WATER QUALITY / �■ �� I �I I TAX LOT •.r IN TYP LOOP °A�' • '���'�_ \ MANHOLE TYP $ i 4 /'/� 25 1 12CB CC rm. 14300 g ! +� I TAX MAP ` �o,� ,,f * ''� ;,» _�� �'t: r x g 2S 1 11DA w!/�� : ,: I : „ • ► ! 4`' "� 21 ,4► + 1 < M./I I I �,� WAT T W WAT W i��� �,,� — 31 'b�,I/ C) II + o - - r - o - I -- i— sai -sm �. 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INLET (TYP) TAX LOT TRACT 'A' $ I 14200 STORMWATER FACILITY 00 ti TAX MAP ;, f 441 2S 1 11 DA 0-, I DESIGNED BY: DS ,*��^ -COM \ DRAWN BY: DS c e e e 4 e e e e - • e - _ _ I . ..a.���tifl - • _3(.._- 0 -- s I _ = .....„t•,1 GAs CHECKED BY: PAS r n '- �� • AS NOTED EE scALE MILLMONT PARK � � i'I � - - DATE:01-06 -p.2. 015 SW LANGTREE - SUBDIVISION ., TREET TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT ( °I I I - �l TAX LOT TAX LOT 15100 15200 15300 15400 15800 15900 1600 TAX LOT ( I i I - �S�AG e 3000 TAX MAP TAX MAP TAX MAP TAX MAP TAX LOT 1 15700 16100 �, TAX MAP TAX MAP TAX MAP TAX MAP I : '•N 'ai .:V TAX MAP 2S 1 11DD 2S 1 11DD 2S 1 11DD 2S 1 110D 15500 2S 1 11DD 2S 1 11DD 2S 1 11DD 2S 1 11DD TAX MAP I G 25 1 11DD TAX MAP TAX LOT 2S 1 1100 o I I ?�j . . J 2S 1 11DD 15600 I + �' ( �' � 44/ TAX MAP •- <0 ,5 f ' Ne r-: 2S 1 11DD I TAX LOT g n 12 H,4`J r¢ - - - - - _ \\ I I TAX9900 MAPRENEW DATE: 6/30/15 _ r---- ---------� _- --_---- ---- --y __ _ �, ( I 2S 1 12CC REVISIONS — — — -- — SW HAMLET COURT I / i _ - - - - - --1 \ `\ TAX LOT I �I IT 1 I SCALE 1" = 40 FEET SW HAMLET STREET �� I 16200 < I _ _- - - - - - - - - - - - - _ ----_.-- _ ,,� / / i TAX MAP I ( JOB NUMBER 0O ''�. . . _ — — — i 2S 1 11DD t II I ( C 40 0 16 24 32 40 3876 SHEET 0 u,. . P11 l t I' 0 w _ .:; WAT �_ 11 WAT - WA7 // z cc 11 r1�/l�i �„1) 1 - I _ I } SW BELLFLOWER STREET °F°- _ _ I I w F- a Q -1- ,, Lu - �� 11104$ LEGENDhe -----m-666666 66--6666-- 6666 _ .' & . " I '1 TAX LOT -� TAX LOT 3700 N U r TAX LOT TAX LOT TAX LOT TAX LOT TAX LOT � .- fi TAX LOT TAX LOT 3900 TAX LOT lJ 1 4100 4000 TAX MAP 25 1 11DA 6900 TAX MAP 00 6700 6600 6500 TAX MAP I X71 TAX MAP TAX MAP TAX MAP 3800 I I C� w TAX MAP TAX MAP TAX MAP Lo o I 2S 1 11 DA TAX MAP I TAX LOT QUALIFYING PLANTED MATURE CANOPY COVER c, z a 2S 1 11DA 25 1 11DA 25 1 11DA 2S 1 11DA 2S 1 11DA I 1 2S 1 11DA 2S 1 11DA 2S 1 11DA I 13700 Q 9? ' ,�°� °wI - - - ° .ls, , ` • I rA `D1'1 , - - - 11 9 TAX MAP /./////7 r Z 0 `. '�° `'�°� �� L. �' 1035 ' , `, q I 25 1 12CBv ('� I . / ,� ? �. �_✓ \ 0 _ f .,r ; �, �- I ' ,� j� QUALIFYING EXISTING MATURE CANOPY COVER o a -14:1C: ' . s s ,. I 1036 + • �� ! ' ►� I s\ '�' I / /ems• `, I 1 %� //� 1i I I ► ' o o0 TAX LOT , + ��� `: I r` •.' / Qcr I .' , �� I I + �U I z N 14800 '\ 1 /I 1097 ,' 1037 + ,Ail ,, 1 1 1 1034 1027 14 I s 4♦ '1081 % APPROXIMATE OPEN SOIL VOLUME AREA "(1-8: E 211-1. TAX MAP , , - - . ' • I {REFER TO NOTE 5 THIS SHEET} `D v 2S 1 11DA - - _ OREGON WHITE ` ` ` ' loss '1 ' '►�� ;,'� 1033 1099 z I ;; ;`' Z = Q w H OAK TYP 1038 01°4 ►�r " - I - o ,o o �I z U) ( ) 6 7 + ,, + + � r 9 10 1 1 12 13 % TAX LOT - - PLANTED TREE MATURE CANOPY OUTLINE ,? z o (� Lu • i , , I 13800 _. 5 8 , / ■� ` / I ' tl.,,o )1082 3 cn �`' a o x z Q cc 11505 * 4 �' l ' ,� 1,fo ' ` ,� I ' TAX MAP - - - - - EXISTING TREE MATURE CANOPY OUTLINE '� z a PIS �� 1032 f 1039 , �G , I , ,�, I y. LI- s� I 2S 1 12C6 Q � � � � � w 1041 1040 • ' '17' ' •` 1031 1030 1029 1028 15 �"�' - \, ; I Z Z o TAX LOT - - - - - �/ ��� � y *41:4.1:44t...._41:111011111- �. - - - - , - - -` - - - ^ - I ' / ,1 , TOTAL NET DEVELOPED SITE AREA: 282,631 S.F. +/- __ t-- .��,�0- T ' . Ar--.- /111\ I 1� 1 I TOTAL QUALIFYING MATURE TREE CANOPY AREA: 122,941 S.F. 0 (" 0 TAX MAP / / .i��i�� �Oe-41.E i ` . / . / `� + / e .` I a 43% c l � :PIkV.itt ilk �®►�8 ► `44•,A.1����1' :b��MIME�i rst- li►milefili1�i�i�r,�"®�1�1�d �m- ,' to CANOPY COVER: .e - _-• 2S 1 11 DA �.�r' • F� r ♦ �.�+'��`� �� •�.q�►r���i� .,r-,�e�•'- i // i/ / 'wry.. �f% %' I�� yri��'� � p ! dI / I 780,l IMAIR : 0010//F/iI': e_ MINIMUM%CANOPY COVER: 40% Cn W•PMI �� I ,' - SAN - - - SAN _ I , ' - ,, SAN SAN 11066 SAN ' `7 \ 16 E ' ., - �!` ��i �•`'�:�'► IOU ,1084 I I TAX LOT ' o 3 �• � ,,.■ STM ■ ` �.:•.`1 I / 43% 40% v) / \, / �� d] ��� GMUM �, t,��4 ��./,_ / € 3900 IS GREATER THAN THE MINIMUM OF TOTAL QUALIFYING MATURE W ♦�v. .. CANOPY COVER FOR THE SITE,THEREFORE CITY REQUIREMENTS ARE MET. O cn WWAT WAT WAT WA /YVAT +�+ / / I I 1151 i �� r►l\� 1 Alb ,iliWAM illik AivTAML L_ �,. tse \•, sif ;, TAX MAP ❑ cn ' �e� :rr::::::,.kV.itt:::gttaiaf:-jimig:at'f4i:47.7:;t ®:!s��`'►'% J�'I�� 4:�:±►!i �� ���il���'' ///.%"J%�t%f'Y/jl %i�ISiJ"/`.I �iI�'J//1Ii %`//�/S. 'a':a ` �': - ` 2S 1 12CB+ , p� r o t i <d ilELNO i9AILAI FAL ,L::41111 a 'i> IVAL(i�P.h'a61�.11e , `o r N `ti ITAX LOT , �- 1 . � Jl�lll�L��!al!!�l�I�l�l®11®.�� ® �►, ,�,� + NOTE: SEE COVER SHEET FOR GENERAL PLAN LEGEND m14600 \ ' �/� ti �• / ._ - \ t ` - - �'� �, � `�' ��- fir_-/mac_ - _ �a / `�'i '`�. _ 1 # O ` , r ,'�� _ . , +she- ►� I ' 11 ' 11085TAX MAP , ,.� T �' , �..!i , ��`0� Q1042 1060 ` ! `N� v 1061 1 1063 1064 1065 1067 ♦< I2S 1 11DA ,- '� �. 062 ■�" I �s z T - i i �,' �, ;� 17 s�� I1. (f)~ 2 �� 48 SW SCHM DT LOOP 49 �� wi�� a � :�.� rill 1025 1026 J ��'/ 10942 YELLOWWOOD TYP �', N 431059t1� q ,�� 1 -` = / �"!►; /I �` , aI ►-� I �.- �► +s I jos►- *. ,ode I* CC' w TAX LOT It--�; � � 37 38 39 40 ',' s �' I • ;�►��;v:�-�►�z- -� -e'er;$�1; "' STREET AND SITE TREES Z ,I I, � %'/% ego P♦ e 1 �+♦ . ..,. Q. U TAXMAP "� 1 r+ r 11", 11 1044 1058 '1 OA E ,'� 6� r O' Cn Air ` ' �_ 5 SW ASHFORD SYMBOL QTIES. BOTANICAL NAME COMMON NAME CONDITION SIZE SPACING 2S 1 11 DA I ►`_ • ril 1100 I Fit . -� _ O _ WI CC O r Il�rl; `� �' 104,5 /' ~ `♦ �' `L , q` �`I 47 50 1, 11� i' WAT/Sli ' -_ \1- -� A `` WAT- I M yyy/// 1 0 80 CLADRASTIS KENTUKEA YELLOWWOOD B&B 2 CAL AS SHOWN Q • W 10(}0 1 ,1002` `1004 , 1006 � i e , I, f. ..io FPI ' ' , N F- ';` _ I - h - - ,.. - - ^ - - \ / .r „ 1057 , KIM .1,� 11 106$ I ,� ,r�If//.//I1/A�d. .:I/// /////te '�C18J r / 1 , 5 .�� . ØI ie5:917 i Pv 1 ��"' fir. �i � ' CC 11154 --�9 ° .�'/ '- /�Ai�p'` X11046 I •�1 my' W 4 � 1, o_.,*�.�4� ' �.�...t.�,.A'$►�.0 Q00�_• ,,, 4r 1 I _ j - wir,,, ,,, _� �,����� '' � � � 4 Vim• I - /� M v,I ;A �-_� - _ _� A �' " 8 QUERCUS GARRYANA OREGON WHITE OAK B&B 1 1/2 CAL. AS SHOWN 0 <<��'•;Z,�a:. WN ICKA..� �' I► w•� �� I 't 4 I J I r g 1/ 1023 LANE1024 \ s:% ' - / ���.. ♦ , . , ���� �� I / 1 ,��'//' !� l10908 Wz_ _ - r I18-I SAN �) __�.--'!AN O 5AN . _ 57M �O �� /` ��- 1x79 ❑ I / . ''' / A ` 0 = + - - - ;A36 41 1056 .- , I O 46 51 �, �ti! I '� I 0 13 ZELKOVA SERRATA ZELKOVA B&B 2" CAL AS SHOWN - - - WA7- -WAT . 1001 ` 1003 wA 1005 - - 1 ���, .- . O a . ► _ s' I , - h hI 001 I� 1069 ®A , ■ _� I ! , I ❑ WAT ' •j► w I �! ' 1047 I ' W ` ��1� �I1,' IfTAXLOTREFER TO SHEET P14 FOR EXISTING AND PROPOSEp PLANTED TREE CANOPY TABLES.-i % 4 �Ii��= ����a .l+�y��,� % i 111 ` I J3800 a i ' ` i• ' a vZELKOVA (TYP) w � m =Ot02 ��� I �� TAXMAPlig CC ,1I Q ►� ;� I '/ -- I 1 2s 1 12CB GENERAL NOTES: Q CD0101 ...,,,,,..,_r - -STREET- 007 �� - a I I � . t . '? 1078 I 04 `. ' I +I j./ ; , ; L�.I (C a �. 35 42 45 52 '4, - ,�� 19 �'er 1087 a TAX LOT ! 33 N/ �� I' ''' ' j .I ,VjI ' 1. ALL TREES AND PLANTINGS TO CONFORM TO THE CITY OF TIGARD DESIGN STANDARDS. PLANT IN ACCORDANCE WITH•�' 1055 , U) �..__. % 4� =14400 I 1 1045 ' YELLOWWOOD TYP 1v"70 • AleTAX MAP �'� „ � ,Z 1 � ' � ( ) - , 4 �� 1' 1o22 � � STANDARDS ADOPTED BY THE OREGON LANDSCAPE CONTRACTORS BOARD (OLCB). ALL STREET TREES SHALL HAVE w •y�P fr .�� �r , �.�4 ,, ..o , rs. a ,� 10 LONG X 18 pEE ROOT BARRIER INSTALLED ADJACENT TO BOTH THE CURB AND THE SIDEWALKS. CENTER ROOT I 251 11DA ...��' \ / ► / I ililiONIN ' BARRIERS ON TREE TRUNK. DOUBLE STAKE ALL STREET TREES. STAKES SHALL BE PARALLEL TO STREET. REFER 11:. •, 4. 1 �� J! I li i �, I 1I � ,1088 I TO CITY OF TIGARD STREET TREE STANDARDS. F >.' 1IIo; p . - ,,' �' 10.4 1 � I 53 ,;1111 20 I ®�% �,� I 2. PLANTING PLAN MAY BE CHANGED DUE TO AVAILABILITY, COST, ONSITE CONDITIONS, ETC. BY THE LANDSCAPE 32 /:' y 34 IDT 43 I m? o �� 44 - 6' llf� !� - I TAX LOT ARCHITECT PRIOR TO FINAL INSTALLATION, AS ALLOWED UNDER CITY STANDARDS. W SW SC M LOO j � I f I I - - _ , aI ,, y ; � ' /® 1077 1076 1075 1074 1073 1072 1071 / �"' ' 1021 , I 1400 1008 5; / 1049 1050 T11051 1052 1053 1054 J �e y - y - y - - - - ��t, �f.�i ( ► '1089 TAX MAP 3. REFER ALSO TO SUPPLEMENTAL ARBORIST REPORT. W '14, pA - _---_ ^ - - -,-�' ,. 4A.; /��. , '=� _ _ _ _ _ _ _ _ h _ _ ��i°� 1 a7� I 2S 1 12CB I TAX LOT _ / _ �� O�e� ♦ r .!d C, Al �� ' + 0 /�''O ��1 �• ♦i' . • �'o J I p ��• ' 4. INDIVIDUAL HOMEOWNERS RESPONSIBLE FOR IRRIGATING TREES FRONTING LOTS. CC J .�• I ►'�1f��!'�'��I®'1��'��i�11���1�'��,�� .ea ®�I►'�lirAMMIi IMFAM Tw►' �WWIA'�'�e!.%0 Is, 1 o TAX 3MAP ; �+ 1095 -At.: ��%//i7m',Si/1 3Y'I R' �,�► i s� .. r ♦' �S. ��//� I �"/F[ ,al .�f� i►�LrL� I►i i� / �''s�iv�//I; 11► 1r�.►��/i �is', �/rel►/ � �- - 25 1 11DA , '�! I+ 1 W.I.. ,41 � �� ��Ar'rM��� vf� �� WAT T ` •A 'WAT � �� WAT 1�-.- 4" :i r� 21 I , ►�, sI/ � 5. SOILS: REFER TO SECTION 12 AND APPENDIXES OF TIGARD S URBAN FORESTRY MANUAL REMOVAL, STORING AND � . / r* n ,5 ` • ` ' 5.4. " STrd STA ` T, ♦ , s. / _ / r n ii! ., ,, \ .�� _ �I _ _ - _ - � � ,•� I ' � I I AMENDEp 501LS FOR PLANTER AREAS; BLENDED SOIL PLACEMENT AND COMPACTION; COVERED SOIL MATERIALS; W31 mss -- -' - - , - �`-`, • , ►� ' + 'logo 3 - - ' `�.�F ? ' - �' .` •S� ' / I N ( COVERED SOIL MIXING PROCEDURES; AND COVERED SOIL PLACEMENT SHALL CONFORM TO CITY OF TIGARD a SA S:' 5AN S N N SAId �. e I I ; . �,ts , SVM , I !�l�,, , , ANIMA A ,:ilk + / ASI I��� n'•;�I���.tf► e,�►��A•� %q�� d!w . , STANDARDS. MINIMUM WIDTH OF CLOSED SOIL AREAS TO BE 3 FEET. , .wpwss r a1 . '' " ,v .;'/I,g%h`SPIA% !%ir."°'116SSI%i//I%SINXISAVIV%`r/Y/ 4/1"2021►077' 7►+.,.r1 1APillPWwi3/lilVAPAI/-'ilh.�'•'e, I• I �►'� ` ` . . „. - 0, d - 6. NUMBERED EXISTING TREES ON PLANS THAT ARE OFF-SITE ARE NOT INCLUDED IN THE TREE CANOPY CALCULATIONS cn a __ ,/1--/ �- , - - , - . - - , - - - , - - - - H.,� - - _„_ ,._.,_ __ Tm _ Y� SAN SAN �/ \4I+ I TAX LOT AND THEIR CANOPY AREA IS NOT SHOWN ON THIS PLAN. - 1 1010 ~1011 1012 1013 1014 1015 1016 /1017-1018 \.1019=1020 VolI ` �, 'rTI, I 10000 / ! i i4 TAX MAP �. I 2S 1 12CCCC Om 29 28 27 26 25 24 23 22 Ar- - '1'1092 ' ao 30 .. 1009 +�4IZ Z TAX LOT _ TRACT A r�o� , , , .i. < 14200 `s 1094 ,' STORMWATER FACILITY ; TAX MAP +� OITA` 1 I :4*4 '11093 l 0 25 1 11DA i 4�� 1,� pi ', VI \ is , 1 , I ., e-- I a *_-_1'_ ve ! e e _ s o _ �. LIMIv T066s -- 5E_ 0732• - 11-687..E _ .-,_ O ' - . -- -0._--__ 0 �� ,' GAS i' GASCC 10635 ' 7 / -- --_ - 10684 I� 10733 , TAX LOT 10636 TAX LOT TAX LOT ' ` - "TAX LOT o 1068810687 LOT TAX 10686 TAX LOT 10683 10682 0681 o TA�gOL�T TAX LOT TAX LOT Z o - SW LANGTREE a 3000 15100 15200 15300 15400 15700 TAX LOT TAX MAP 1600 MAP TAXMAP • N` �- STREET TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP TAX MAP 2S 1 11DD 2S 1 11DD 2S 1 11DD I �I 2S 1 11DD 2S 1 11DD 2S 1 11DD 2S 1 11DD 2S 1 11DD \ 2S 1 11DD 2S 1 11DD I , / I I LOT CANOPY COVERAGE LOT CANOPY COVERAGE LOT CANOPY COVERAGE LOT# LOT AREA(SF) REQUIRED CANOPY COVERAGE(SF) (15%) ACTUAL CANOPY COVERAGE(SF/%) LOT# LOT AREA(SF) :REQUIRED CANOPY COVERAGE(SF) (15%) ACTUAL CANOPY COVERAGE(SF/%) LOT# LOT AREA(SF) REQUIRED CANOPY COVERAGE(SF) (15%j ACTUAL CANOPY COVERAGE(SF") 1 5,014 752 3,848 SF/77% 26 4,746 712 962 SF/20% ° 51 4,500 675 962 SF/21/° 2 4,595 689 962 SF/21% 27 4,746 712 962 SF/20% 52 4,500 675 962 SF/21% SCALE 1" = 40 FEET DESIGNED BY: KAH DRAWN BY: KAH 3 4,515 677 2,454 SF/54% 28 4,757 714 962 SF/20% 53 4,908 736 2,886 SF/59% • 4 7,895 1,184 2,454 SF/31% 29 5,037 756 2,454 SF/49% TRACT'A' 21,738 3,261 9,737 SF/45% . MI CHECKED BY: BRB 5 4,974 746 2,454 SF/49% 30 9,129 1,369 3,284 SF/36% TRACT'B' 2,305 346 962 SF/42% 40 0 18 24 32 40 SCALE: AS NOTED 6 4,741 711 962 SF/20% 31 4,733 710 2,454 SF/52% DATE: 01-06-2015 7 4,750 713 962 5F/20% 32 _ 4,768 715 962 5F/20% r 8 5,252 788 3,848 SF/73% 33 5,109 766 3,848 SF/75% R% 9 5,152 773 3,848 SF/75% 34 4,908 736 2,886 SF/59% 10 4,750 713 1,924 SF/41% 35 4,500 675 962 SF/21% ` �� JG 11 4,750 713 962 SF/20% 36 4,500 675 962 5F/21% "' Q�12 4,750 713 962 SF/20% 37 4,683 702 3,848 SF/82% +°°)'‹Z B: 13 4,842 726 2,454 5F/51% 38 4,200 630 2,454 SF/58% O� or 14 4,542 681 1,963 5F/43% 39 4,200 630 962 SF/23% G 15 4,422 663 3,926 SF/89% 40 5,167 775 2,886 SF/56% - a 16 4,037 606 1,963 SF/49% 41 4,500 675 962 SF/21% - f-.---'71- Ci: - IREVISIONS - 17 5,052 758 3,887 SF/77% 42 4,500 675 962 SF/21% I, BRUCE R. BALDWIN, ATTEST THAT THIS TREE t -- 18 4,958 744 3,887 SF/78% 43 4,908 736 2,886 SF/59% CANOPY PLAN MEETS ALL OF THE REQUIREMENTS 1 s48SF/74% IN SECTION 10, PART 1, OF THE CITY OF TIGARD - IA JOB NUMBER � 19 4,590 689 2,925 5F/64% 44 5,183 777 3, 20 4,556 683 4888SF/ 107% 45 4,750 713 9625F/20% URBAN FORESTRY MANUAL. 3 76 21 4,073 611 1,963 SF/48% 46 4,750 713 962 SF/20% CERTIFIED 1 EI 22 4,746 712 962 SF/20% 47 4,765 715 962 5F/20% /61___----- r r�jSHEET 23 4,746 712 962 SF/20% 48 5,539 831 3,848 SF/69% 3"61-"/('`�" BRUCE R. BALDWIN 0 24 4,746 712 962 SF/20% 49 4,908 736 2,886 SF/59% BRUCE BALDWIN, CERTIFIED ARBORIST CERTFICATE KAMM PH-666M P13 Y 25 4,746 712 962 5F/20% 50 4,500 675 962 S1/21% PN-6666A °ARRAi1DN ME12/31/17 Q 132 Z W U PLANTED TREE CANOPY EXISTING TREE CANOPY J = 1W_- TREE# SPECIES TOTAL SOIL VOLUME(500 CF MIN) AVERAGE MATURE CANOPY(FT/SF) QUALIFYING SITE CANOPY TREE# _ SPECIES TOTAL SOIL VOLUME CANOPY(FT/SF) QUALIFYING SITE CANOPY 4 CO 1000 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 10639 SWEET CHERRY OVER 1,000 SF 23'SPREAD/415 SF 415 SF • Q 1001 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF EXISTING SITE CANOPY SUBTOTAL 415 SF X 2=830 SF - - 1002 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF ? D- W 1003 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 4 N 1004 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF w ' J p 1005 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF a d. d 1006 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF Q 0 J 1007 YELLOWWOOD 500 CF+ 35'SPREAD 962 SF 962 SF z O 7, cv CD • 1008 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF z m N. w cosi - �- 1009 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(1.25 NATIVE CREDIT) z = 0 re)ul 2 i W cm' M 1 N 1010 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF z N o ="� Q rn Z W 1011 YELLOWWOOD 500 CF+ 35 SPREAD/962 SF 962 SF 1012 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF ¢ c=i)I- a L.,_ 3t W u. (n rn - 'rtOX 1 Z 0 1013 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF �C Z 1014 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF Z p 1015 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF •- 1016 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF � � N 1017 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF ,(4„5 1018 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF W N 1019 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF > CCw 1020 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 0 1021 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 0 1022 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1023 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF �,� 1024 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 0 1025 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF V♦ g 1026 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1027 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 3 1028 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF Z 1029 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1030 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1031 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1032 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF O 1033 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF CC 1034 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1035 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1036 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF LU 1037 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1038 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF t 1039 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1040 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SFCI 1041 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF C" 1042 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF _ CC a 0 1043 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF �' '' 1044 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF � = I 1045 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1046 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF _ 1047 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1048 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1049 YELLOWWOOD500 CF+ 35'SPREAD/962 SF 962 SF .- 1050 YELLOWWOOD 500 CF+ 351SPREAD/962 SF 962 SF 1051 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF LU 1052 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF W 1053 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1054 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF CC 1055 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF I uj 1056 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1057 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 111 -II 1058 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1059 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF Cf) ilime< 1060 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1061 YELLOWWOOD 500 CF+ 351SPREAD/962 SF 962 SF 1062 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1063 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1064 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 14 1065 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF0 1066 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF Z 1067 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1068 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF ""t" 1069 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1070 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF mai (I) 1071 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF W 1072 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF CC 1073 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1074 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF a 1075 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1076 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1077 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1078 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1079 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF 1080 YELLOWWOOD 500 CF+ 35'SPREAD/962 SF 962 SF DESIGNED BY: KAH 1081 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF DRAWN BY: KAH _ 1082 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF CHECKED BY: BRB 1083 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF SCALE: AS NOTED 1084 ZELKOVA 500 CR- 50'SPREAD/1,963 SF 1,963 SF DATE:01-06-2015 1085 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF 1086 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF Q,,"‘ 1087 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF 04)" 0+' 1088 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF \� ,�� 1089 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF (t\•o,S� JC► d 1090 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF Q¢ .`Q E. 1091 ZELKOVA 500 CR- 50'SPREAD/1,963 SF 1,963 SF �� o 1092 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF �) 1093 ZELKOVA 500 CF+ 50'SPREAD/1,963 SF 1,963 SF a 1094 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(1.25 NATIVE CREDIT) _ +�REVISIONS W 1095 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(1.25 NATIVE CREDIT) I, BRUCE R. BALDWIN, ATTEST THAT THIS TREE , - 1096 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(1.25 NATIVE CREDIT) CANOPY PLAN MEETS ALL OF THE REQUIREMENTS 1 �`"" a 1097 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(1.25 NATIVE CREDIT) IN SECTION 10, PART 1, OF THE CITY OF TIGARD �` a 1098 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(1.25 NATIVE CREDIT) I _ JOB NUMBER co URBAN FORESTRY MANUAL. 3876 po 1099 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(L25 NATIVE CREDIT) C •rLD 1100 OREGON WHITE OAK 500 CF+ 50'SPREAD/1,963 SF 2,454 SF(1.25 NATIVE CREDIT) MOT SHEET PLANTED TREE CANOPY SUBTOTAL 122,111 SF a BRUCE R. BALDWIN BRUCE BALDWIN, CERTIFIED ARBORIST assn► X EXPIRATION DAM 12/31/,7 1 4 PN-6666A