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HomeMy WebLinkAboutDrainage Reports - 11/11/2003PRO.'y OF FORT CO O UTlImucs Fi MDate po DRAINAGE AND EROSION CONTROL REPORT FOR ST. ELIZABETH ANN SETON NEW PARISH CENTER MAJOR AMENDMENT Prepared for St. Elizabeth Ann Salon Catholic Church Fort Collins, Colorado 80525 ASSOCIATES DRAINAGE AND EROSION CONTROL REPORT FOR ST. ELIZABETH ANN SETON NEW PARISH CENTER MAJOR AMENDMENT Prepared for St. Elizabeth Ann Seton Catholic Church Fort Collins, Colorado 80525 lwms ASSOCIATES P.O. Box 270460 Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 32-0589.00 ST12ETxT.DOC December 2002 I r I [J 1 /MIRES ASSOCIATES June 30, 2003 Mr. Basil Hamden City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, Colorado 80524 Re: St. Elizabeth Seton New Parish Center Major Amendment PDP Dear Basil, This letter is in support of the Drainage and Erosion Control Report for St. Elizabeth Ann Seton New Parish Center Major Amendment, prepared for St. Elizabeth Ann Seton Catholic Church in Fort Collins, Colorado, December 2002. Upon final approval of the drawing mylars the Stormwater Utility Department raised the question on the rational of running the storm drain servicing the east side of the Church under the building slab to the west. The following should be considered upon final approval: • The four Nyloplast inlets located on the east side of the building provide a triple redundant system in the event of clogging. • The storm sewer would be constructed of 12-inch diameter watertight PVC sewer pipe and installed in a manner that is similar to an under -slab sanitary sewer, as per the mechanical and structural drawings. • The existing storm sewer, that runs north to an open channel, is at capacity with no possibility to tie in the new system. • The costs associated with routing a new storm sewer completely around the building to the detention pond, is approximately twice the cost of routing a new storm sewer under the building. We appreciate your time and consideration in reviewing this submittal. Please call if you have any further questions. Sincerely, Owen Ayres & Associates, Inc. Chris Longo, P.E. Civil Engineer ' CL:sp Enclosure Owen Ayres & Associates, Inc. Engineers/Scientists/Surveyors 3665 JFK Parkway, Building 2, Suite 200, P.O. Box 270460, Fort Collins, CO 80527 HAMD6LT.DOC (970) 223-5556, Denver Metro (303) 572-1806, FAX (970) 223-5578 32-0589.00 Printed on recycled paper TABLE OF CONTENTS Introduction.......................................................................................................................... 1 Existing Drainage Conditions................................................................................................ 1 Proposed Drainage Conditions............................................................................................ 5 Storm Drainage Facilities.................................................................................................... 5 ErosionControl Plan..........................................................................................................11 APPENDIX..........................................................................................................................-- LIST OF FIGURES Figure1. Vicinity Map.........................................................................................................2 Figure 2. Existing conditions SWMM schematic.................................................................3 Figure 3. Existing basin boundaries...................................................................................4 Figure 4. Proposed conditions SWMM schematic..............................................................6 Figure 5. Proposed basin boundaries.................................................................................7 LIST OF TABLES Table 1. Subbasin Constants.............................................................................................8 Table 2. Basin Parameters.................................................................................................8 Table 3. Conveyance Elements and Peak Discharges.......................................................9 Table 4. Table 100-Year SWMM Results (1998, Existing, Proposed)...............................10 Table 5. Erosion Control Security Requirements..............................................................12 Ayres Associates I ' INTRODUCTION ' This report summarizes the storm drainage investigations performed for the proposed building expansion to the St. Elizabeth Seton Catholic Church PUD in Fort Collins, Colorado. The expansion will replace an existing detached building on the north side of the church with a multi -level building addition. Since the proposed expansion will create an additional impervious area of approximately 0.5 acres, the hydrologic model needed to be modified. The previous study was an addendum to the original hydrologic analysis titled ' Drainage and Erosion Control Report for St. Elizabeth Seton Catholic Church, prepared by Ayres Associates in November of 1998. ' The current study is prepared in the context of the 1998 report, but incorporates proposed impacts of the new church expansion and the City of Fort Collins new rainfall data. The current analysis was completed to determine the magnitude and location of storm runoff, ' affects to the existing on -site detention pond, and to determine downstream affects of the proposed construction. This study and drainage plan was prepared in accordance with the requirements of the City of Fort Collins Storm Drainage Design Criteria Manual. ' The St. Elizabeth Seton Catholic Church PUD is located at the northeast corner of Lemay Avenue and South Ridge Green Boulevard as shown in Figure 1. It consists of approximately 11.7 acres occupying a portion of the southwest quarter of Section 6, ' Township 6 North, Range 68 West, of the 6th Principal Meridian and lies within the Fossil Creek drainage basin. ' EXISTING DRAINAGE CONDITIONS St. Elizabeth Seton Catholic Church is located at the northeast corner of Lemay Avenue and ' South Ridge Green Boulevard. South Ridge Golf Course lies to the east and Oakridge PUD to the north. Other than the church building, patio, and existing parking lot, the property is currently covered with mowed grasses. Existing runoff calculations were performed to ' determine the 2- and 100-year runoffs for the site using the Storm Water Management Model (SWMM, UDFCD 1985). A schematic showing the linkages of the basins and conveyance elements for the existing condition is shown in Figure 2. The overall basin is ' shown in Figure 3. ' There is a large detention pond (element 200) in the southwest corner of the property, immediately adjacent to Lemay Avenue and South Ridge Green Boulevard. There are two inlets on Seton Street that collect storm runoff from Lemay Avenue, Seton Street, and ' portions of the Oakridge PUD (elements 116, 107, and 101). They convey flow via storm drain and swale (element 120) to the detention pond. The north parking lot (basin 60) storm runoff drains west to a 10-foot Type R inlet. The inlet drains through an 18-inch ADS pipe (element 160), day -lighting on church property (element 161). The pipe flow is then routed to the ditch along Lemay Avenue (element 120), which leads to the detention pond (element 200). The southeast parking lot (basin 30) drains to the South Ridge Green Boulevard north gutter (element 140), which runs into an existing inlet at the Lemay intersection. The ' property west of the parking lots drains by overland flow to the existing detention pond (element 200). Eventually, all runoff is conveyed to Fossil Creek. Ayres Associates No Text 1 1 1 1 1 t 1 INTERSECTION OF S. LEMAY AVE AND SETON STREET a m 161 / Z 2•' m; II C j � its =•p��0 15 ' o> M UjQ 0 O H � 2 50 73 Ui <F 20 ICU W 25 LEGFN BASIN © CONVEYANCE ELEMENT y FLOW DIRECTION ' 'fie DIVERSION POINT ' • CONCENTRATION POINT 20 DETENTION POND ELIZABETH SETON CHURCH SITE , SOUTHRIDGE GREENS BLVD. , '----------------------------------------------------- ' 24-INCH DIA.RCP EXISITING CONDITIONS SWMM SCHEMATIC Figure 2. Existing conditions SWMM schematic. I Ayres Associates 1 1 1 1 1 1 1 1 1 1 10 ST. ELIZABETH SETON CATHOLIC CHURCH EXISTING CONDITIONS SETO �� ` "k � ,l,�r ;r..� +\ . v,.\\`�\, y `tom • ..\\\�� � :,; :�` ' - - i /" � r. l\';\ "'•aim' (,';,�, '' `.` � \ :..°+;•• '.` :`�;` .�,;. `� ;�•, ``\ ,.'\ .` �{- ,�ih ` .,\ � `.`\ . .\ \` \` : • ` / ` ``\ ` _ f " I ' ,\ `tip / / / I - -__ •,\ `,1 ;�`. ;'. �'• `;`� 1 ; _ / '...?o, I ; / , , N.T.S. 1`!1 ` �:}. ��,��� `.�` •. ., l;%%,\ '�` ;_;�,;=:1 ,; '"' . �/� -- '�;,,,,;,;;= ; ��: ,' ��, LEGEND Basin 105 Conveyance Element Atendon Pond ....... Basin Boundary Existing Contour Flow Direction , ,'�.iRW.Jy..•.i�w�-.u.�.G`��i�l�i,..... \i�....�`. ...� i :•'..y�..i..Yt. _ _ •4•ISLu.. �__-, `��•`` ` ( I •�-�, _ Figure 3. Existing SWMM Basins I 1 1 Ir� 1 1 [] 1 The 1998 report documented a 100-year discharge of 12.4 cfs from the detention pond for the proposed condition (which is considered as the existing condition for the current analysis). For the existing condition analysis the only modification to the previous modeling was the inclusion of the updated rainfall hyetograph. The results of the model indicated a maximum release rate from the detention pond is 13.6 cfs during the 100-year storm. The pond has a 100-year volume of 1.52 acre-foot, a water surface elevation of 4935.71, a maximum depth of 4.96 feet, and 1.64 feet of freeboard. Table 4 provides that 998 results, and the current existing and proposed condition results. PROPOSED DRAINAGE CONDITIONS A detailed site, grading, and drainage plan (enclosed in pocket) shows the building expansion layout and storm drainage facilities that will be used for the St. Elizabeth Seton site. The map uses a 1-foot contour interval. A schematic of the proposed conditions SW MM network is shown in Figure 4. The overall basin is shown in Figure 5. The developed site and surrounding area consists of 10 basins that contribute drainage to separate outlets from the property at the same locations used for the 1998 analysis. Design points were identified at all locations where storm runoff will leave the property. SWMM, which was used for determining the existing condition runoff, was used to determine the proposed condition 100-year peak discharge and detention pond volume. Subbasin constants are shown in Table 1, basin parameters in Table 2, and conveyance elements and runoff in Table 3. The proposed building expansion is positioned such that it isolates a 11,909-square-foot area of existing basin 25, located on the east side of the church between the church and the parking lot. Basin 70 was added to the existing condition model to represent the isolated area. This basin does not include roof top area for the new expansion. The new roof drains will outlet to the west side of the building addition. Basin 70 drains through a 12-inch diameter pipe (element 170) routed under the building and day -lighting above the detention pond at South Lemay Avenue and South Ridge Green Blvd. (element 200). The existing detention pond (element 200) outlets to a 15-inch diameter reinforced concrete pipe that drains to an inlet at the northeast corner of Lemay Avenue and Southridge Green Blvd. The outlet structure for the detention pond will be modified to incorporate a water quality outlet designed to detain Water Quality Capture Volume (QWCV) and release it over a period of 40 hours. STORM DRAINAGE FACILITIES All of the runoff in the parking lot (basin 60) will sheet flow to an inlet along the southwest gutter. The inlet is a 10-foot Type R inlet with capacity to collect the 100-year storm runoff with 0.55 foot of ponding. Runoff will not overtop the parking lot curb, leaving 0.04 feet of freeboard. Runoff flows from the inlet into an 18-inch ADS-N12 storm drain. The pipe was originally sized with capacity beyond the 100-year storm runoff. The extra capacity is sufficient to accommodate the higher flows. The storm drain remains unmodified, and daylights into a swale running to the west. Ayres Associates INTERSECTION OF S. LEMAY AVE AND SETON STREET Fl ENS 25 BASIN ® CONVEYANCE ELEMENT y FLOW DIRECTION ' p/0 DIVERSION POINT • CONCENTRATION POINT 20 DETENTION POND ELIZABETH.SETON CHURCH SITE SOUTHRIDGE GREENS BLVD. ® I244NCH J DIA.RCP PROPOSED CONDITIONS SWMM SCHEMATIC ' Figure 4. Proposed conditions SW MIvI schematic. 6 Ayres Associates 0 -fir-•� = e ST. ELIZABETH SETON -15•.•'•., CATHOLIC CHURCH '.••.1•. PROPOSED CONDITIONS \ tti _ ..•..t__ \ `�r.,a� • •i• .••...o.:.Aury.•�. :o..•..:..... •.r.�r.ii �u.i`•\� '~ _-%i/�� •i j •\ter / ;. Yf-•�� - !uu.M.uuY'S iiiunuY•uuul� Y.�.►u.Fee .i..•• �. Q�c'G,�, ••. ---'ne. ` ` ✓ �.. • .q... �M..h..� ®�........u,.....r.•`1 ` `�; :�__`-\ ••1•• i l`, \•f_ �R{d��!..._U�.U�R�Y./��\.....NYY}Y/Y_._Y••a�0_��0•ti% 1.1•• • •�• \\ of net ��♦to - ."� \ \ 1♦ _ _ ___ - ' ,V.\~ �'r'FF rr ,,� `�`,♦♦ �` `,\` ♦i.'' 'i(. 'i2�.. `, ice', I �' r. ,\ ;,1`\\}%"tom. "L•'';'.'7_�\• •\.'�;:.^ •a \� t, �•i ;•; 'i� _-- / ;\�. / / --`___ 1 \;`���= •'� �Ilf��\ "Y`'� .' ;`'\ -`� •':� \� '% 'r ''�__• `ice j \`• ` - ' :'i`, - `. •. w^• .;� r`�!♦ `,1 \ �, '-, '-�-, /' -' ' �`:,� `>t. N.T.S. r`,\�r'ya,`•' .i i4;, `` -. � `�• �. •� •rt 'i ��'!❖'Y! _' � \ ••` "'/;�(� ; ���'��•' ,/ / /, 1 1, 1\� . sir 1••- :- - \ - �\ ,:r�� , ' ,., : ` -r .i'� \� - ` � 1�i.- •'�.: .a ;�lr?'__-� . •�� -` 2 %; l :�`�_ •. ,..,.: .Y - ; �,?;;,;,;,; _; •:;, ; / '�1 LEGEND a , �,''','I, ''\; i• f �'r �. �„'iif}l�-, ; `\'+ O Basin \,;,;es•+.. ,r; - `.,•� �;\�•,•' ., �� .: `�� `;;\`_-"`__- �_; ement -----�-5------ Conveyance El »' �N. 20 Detention Pond .��1 �, `�iJ -•f-.� �I i�l'r •`��\` moo•`\ •`�• `\ .Q.... �,1\'.\� /�'-___-- \`;ti ♦ ♦ems-."�\`.:: --'"a. \ `\'\` �♦ Basin Boundary f hy.✓' �,� l�\ :� `\Owsar '•.�.,• \',\� \\\\ ti`----_�---": �'��IJ`j�,I \ \ \, . Existing Contour p o , \00- �`,`\` t • �' `� Proposed Contour S ':.:' •�{�'�,p J�.w� =- -- -- ----- - - - i i '� a; �;r%;ii;,- -- Flow Direction �-^r� i,w:/: i%' —!` \\Iyy`-_-_______-• �'.' .:r.ir0�•\ \\�` \ \•. �`'•a-`_=,/' f - �. � ` • :'i .' /., : w : i •r �..Tiiiuunliiii ,`�-� i► \\ yell L_:Ji: k-�' r Zit Proposed Building •ne _ ___•'Vu6.4.i14nu.i.�Yuw..rYlli.�.or'_ _ "!(`ll\\`"`•:- - i �--�---- _ _ - __•_A.._.Y.,.w:-__�_-_�_ Addition \7 i - _ __ one . ..arjn:.T.iOUTH,"~..��r.`.l..�W�`. .�.i .:.�-i.. :.i.u:: .iu:. $ �a , •�`_-� ' ' J•• •- rat �1 \` �� •%f SOUTH; . ! / .RIDGE / / /' / GFiEEt�r / /B• LEVARD iri.Yi.mn..Yi/k.�•f�K, r!' $006 -\ _L.— t-�.� • 1 11. •....U.....Y..I...Y..NYI.YM.1N....111 ( i •.YM. 1� ^'si. no _ S ____ •6Ya .•.NY�.p.UYi.nYYa.YiYl.uY�uiY...`Y..K;YL....Y�.MI�MMi•���W=`= _'-�\ -•1\�__ t I Figure 5. Proposed SWMM Basins I 1 1 I Table 1. Subbasin Constants. Parameter Value Mannin 's n for impervious surfaces 0.016 Mannin 's n for pervious surfaces 0.25 Surface retention storage for impervious surfaces 0.1 in. Surface retention storage for pervious surfaces 0.3 in. Maximum infiltration rate 0.51 in/hr Minimum infiltration rate 0.50 in/hr Decay rate 0.0018 Storm duration 1 hour Time step1 minute Table 2. Basin Parameters. Subbasin Connected To: Width ft Area ac Impervious PercentNO.O63 5 100 129 0.37 86.2 10 105 801 3.49 40.0 15 115 997 1.83 40.0 20 125 327 0.79 82.7 0.069 25 200 639 5.13 17.9 0.083 30 130 1,013 3.39 41.2 0.053 35 135 167 1.34 84.7 0.042 45 140 757 1.36 35.4 0.060 50 147 54 0.14 3.9 0.175 60 160 475 1.33 61.0 0.070 70 170 124 0.27 15.3 0.143 1 8 Ayres Associates I 1 I 1 r u 17 0 m Ol Ol O C1 0 O tU d n m m O OJ d N m m m Y %,ao m N Od N d m)nN N Om N d N NNZ 0 m N n. r c U N H � ILA}� n Cl T nN W O <O N d'Pq I0 N c0 NN m O U m m d Cj M 0 0 t7 O N N m l n f d d N N 2 O N N- N m N N m m N n m N O d O -0-- V O W d m 0 O N O 000 Y m Y U�- N O ONNN <nN N(V n ifI N n O O N O d N0 L U 0,`m 000_ V. d in din ono W. m o— n n m w 0. U V Ol t A O N d m O o N N O n t 0 d O f N t A N O �- N N O) t D 0 (0 0 m O m f m w O N O O l D 0 t 0 0 0 O O N f 0 f 0 N O 0 IM C C N N N ' d N d N N O O O O O O d = N 0 60600 0 0 0 0 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 O O O O O O O O O O O O O O o O 0 O 0 O � U Mn d Ca NON O N O N d' d m ¢_ N N N N N N N' N• N• N a g v y c m _ eN„ C m E d uJ m.-. c�' mmmmm in in �odmmm oommmmco �00000m m o. oy 000000 rommmm 0000000 tONNNn �ommm�o 0000000000000 Comm.-.-� 6606666 0 0 0 0 0 0 0 0 0 o c o 0 C >. m C O O N N m m d m m m 0 m c0 0 O O N 2 t2 400 GGN oo mro O uc'imm o U c6 `o g 0 : S i 0 0 N O w 0 N 'O tU 0 o`60' No 0 - 0Ol 00 N� m 3° 0 0 0 0 0 0 m m m m N 3 m m m 3 3 0 > > o 0 0 0 r ~ o 0 0 00of o ao o t c> 3 3 3 m 3 CO— 3 m m 0 m 0 m m m c o c 0 c> 0 m m m m m o a m c c c ` 3 c c c E c c 3 3 3 c m m m m m m m m W m m m m m L L L >>> L m L L 'a 'a _ 0 0 0 000'a aoo 000 0 a aoa m m o n m non inn 000 ono � n n rn o0 F O O O N N N N^ N'^ d d d d t0 Na C O U c m o in n m o n o �n �n o 0 0 in n o 0 mO O 0 0 � .- N N m m d d ^ d f O t 0 n N W Ayres Associates I [1 1 I [1 Table 4. Table 100-Year SWMM Results (1998, Existing, Proposed). Current Anal sis 1998 Drain a a Results SWMM Element 100-Year Prop. 2-Year Prop. 100-Year Exist. 2-Year Exist. 100-Year 2-Year 100 4.4 1.0 3.7 0.9 3.0 0.9 101 4.4 1.0 3.7 0.9 3.0 0.9 105 29.4 4.1 28.3 3.9 15.2 3.7 107 30.5 4.4 29.2 4.1 15.9 3.9 110 14.0 4.3 14.0 4.1 14.1 3.8 115 15.5 2.1 14.9 2.0 8.4 1.8 116 15.5 2.1 14.9 2.0 8.4 1.8 117 23.6 5.6 23.6 6.0 22.2 5.3 120 40.8 7.0 35.3 7.5 26.8 6.4 125 25.0 2.5 25.2 2.4 8.6 2.1 130 30.1 4.4 27.9 3.9 15.9 3.8 135 12.6 2.6 12.4 2.7 7.4 2.5 140 37.7 5.0 37.6 5.0 22.1 4.1 141 36.7 4.6 37.2 4.9 22.7 4.3 145 24.3 2.4 24.8 2.4 8.5 2.1 147 69.5 7.0 74.1 12.5 40.4 11.5 149 69.5 7.0 74.1 12.5 40.4 11.5 160 12.2 2.8 12.2 2.3 9.1 2.5 161 15.6 2.3 12.2 2.3 7.7 2.0 170 2.3 0.1 n/a n/a n/a n/a 200 12.0 2.9 13.6 5.9 12.4 5.8 10 Ayres Associates ' For a 2-hour, 100-year storm, the detention pond will have a maximum release rate of 12.0 cfs and will detain 1.79 acre-feet of water. The 100-year water surface elevation (WSEL) ' will be 4936.41, corresponding to a maximum depth at the outlet of 5.66 feet with 1.0 foot of freeboard. Under proposed conditions, the detention pond WSEL is 0.70 feet higher than the existing condition, however the release rate will be 0.4 cfs less than the current existing ' conditions. For a 2-hour, 2-year storm, the detention pond will have a maximum release rate of 1.8 cfs and will detain 0.23 acre-feet of water. The 2-year WSEL will be 4933.29, corresponding to a maximum depth at the outlet of 2.54 feet with 3.91 feet of freeboard. The existing detention pond and outlet structure is designed to detain the QWCV and ' release it over a period of 40 hours. The QWCV is 0.25 acre-feet of water. This was determined using the methods outlined in the Urban Drainage Design Manual, Volume 3. The outlet structure water quality drain hole geometry and release rates were determined by using the orifice equation and a steady water surface elevation, releasing the QWCV over a minimum period of 40 hours. Calculations are shown in the Appendix. Since the outlet storm sewer conditions were not verifiable, a sensitivity analysis was ' performed using free flowing and tailwater conditions. The pipe hydraulics for the 15-inch diameter RCP was computed using both a normal depth flow calculation, using a pipe slope of 4 percent, and full flowing pipe with 18 inches of tailwater. The peak discharge at a ponding elevation 4937.0 was calculated to be 13.53 cfs and 12.81 cfs, respectively. ' Consequently, both discharges are less than the current existing discharge. The assumed tailwater condition is more conservative with respect to available ponding volume. For the SWMM analysis a rating curve was developed using the full flowing pipe with 18 inches of tailwater. That portion to the proposed storm sewer located on church property will be considered a private system. The extents of the private system will be maintained by the property owner to assure the proposed facilities function as they were designed. ' EROSION CONTROL PLAN Erosion from the site can be classified into erosion caused by wind and rainfall. Since construction may occur during the winter months, an effective wind erosion plan must be ' established. Table 5 outlines the cost necessary to implement the erosion control security requirements as described below. On moderately erodible soil, significant erosion could occur unless steps are taken to protect the soil. Those portions of the site not covered with ' pavement, concrete, or buildings and not seeded within two weeks of final grading will have 2 tons/acre of straw mulch applied for water erosion control, which will also serve to prevent wind erosion. All mulches will be properly anchored. ' The effects of rainfall erosion will be significantly reduced by the use of several erosion control techniques that prevent sediment from leaving the site. In addition to mulch, silt fence will be placed along the building expansion or fill area to prevent sediment from washing into the detention pond. Also, during final grading, before seeding, the soil will be roughened and furrowed perpendicular to the prevailing winds (northwest to southeast). All areas not covered by foundations and not seeded within two weeks of final grading will have ' 2 tons/acre of straw mulch either crimped 4 or more inches into the soil or sprayed with a tackifier. The silt fence will remain in place until vegetation has reestablished. Erosion control should be checked by the contractor and/or owner after each storm event to ' determine whether repairs or alterations are needed. 1 11 Ayres Associates I [1 1 1 L Table 5. Erosion Control Security Requirements. Construction Cost Estimate for Erosion Control Item Description Units Quantity Unit Cost Total Comments Erosion Control Measures 1 Silt Fence FT 670 1.75 1,172.50 Total 1,172.50 1.5 x Total 1,758.75 Total Security Required Construction Cost Estimate for Gross Area Reve etation Item Description Units Quantity Unit Cost $ Total $ Comments Gross Area Reve etation 1 Revegetation of Disturbed Area AC 1.50 690.00 1,035.00 Total 1,035.00 1.5 x Total 1,552.50 Total Security Required 12 Ayres Associates t 2 L tr -APPENDIX - r, f t \ l f s r r s � ii i) S :�� � ''� � oaf •..l ., 2 Pipe Hydraulics and Inlet Capacity 1 t 1 t 3 • • .. a �4 .'-. , ., t r 1 e ` t C tt f ' �•.L '�•� �.�A'. r{�f tt J 1) , y u � ` t 1 1 b r F . ••! Inlet Capacity Charts These charts are based on equations from the FAA ' airport drainage AC150/5320-Sc. 1970, Page 35. Certain assumptions have been made. and no two installations will necessarily perform the same ' way. Safety factors should change with site conditions such that a safety factor of 1.25 should be used for an inlet in pavement. but a safety ' factor of 2.0 should be used in turf areas. ' For Nyloplast Standard Grates 8", 10", 1211, 15", 18" and 24" 5.5 24" Grate 4.5 ' 3.5 18' Grate U, 15" Grate LL ' U D 25 U y 12' Grate n U 1 1. 10" Grate ' 0.5 8" Grate 0.5 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 Head, Feet For Nyloplast Pedestrian Grates 12", 15", 18" and 24" 3 24". Grate 18" Grate yi .....7 yJ 15" Grate 2.5 Hr� f It ] 2 12" Grata I 0.5 I 1 0 ... I B ...._ J.0 0.1 0.2 0.4 0.5 O.fi 0.7 u.6 u.9 1.0 Head. Feet Page 19 St. Elizabeth Ann Seton - Run New Drainage West Under Building Project: 2002 Expansion Client: EAS Date: 71=002 Stardn Teihvater Condleom Tailwater Elevation: a948.% RI Starting Critical Depth,J 0.71 Tailwater Velocity, 0.00 1ps I Tailwater Elevatorrl 4946.00 Upstream Structure MHsl 1 Pi*PipaDia. I 1 Pipe Area 0.79 Wetted Perimeter Pull 3.14 Hydraulic Radlus (1u10 0.25 Discharge (cls) 2.4 Length (it) 125.00 Pipe INV _Downst. 'End 69a6.00 Pipe INV Upstream Entl 4946.63 Slope (R/ft) 0.0050 Mannings n 0.012 Full Flow? Check No Velocity Full 3.06 Normal Veloc'sn l ( s) 3.92 Depth (R) 0.73 Critical D(it) ft) 0.66 Flow Condition sub-crit Velocity Heao (R) 0.24 Friction Slope (ft/It) 0.0038 Pipe Loss R) 0.00 EGL Structure Out 4947.24 HGL Structure Out 4947.00 K (From Work B) 0.36 SWcture Loss 2a KN^2/2 0.09 EGL Structure In 4947.33 HGLi St In In 4947.09 Upstream TOC Elevation 4948.63 Grountl Elevetior 4961.00 Surchaye Height ft) 0.00 Imemal Pressure Heatl ft) 0.00 Internal Pressure (si) 0.00 2 2 0.79 3.14 0.25 2.4 38.00 4947.63 4948.75 0.0295 0.012 No 3.06 7.76 0.42 0.66 su er-crit 0.94 0.0038 0.00 4948.76 4947.82 0.02 0.02 4948-T7 4947.82 4947.84 4949.75 4962.50 0.00 0.00 0.06 3 3 0.79 3.14 0.25 2.4 34.00 4948.75 a949.15 0.0118 0.012 Na 3.06 5.18 0.57 0.66 su r-crft 0.42 0.0D38 0.00 4949.59 4949.17 0.03 0.01 4949.80 d949.17 4949.18 4950.15 4966.00 0.00 0.00 0.00 4 40 1.0 PVC 0.79 3.74 0.25 2.4 12.00 4949.15 6956.00 0.5708 0.012 No 3.06 12.07 0.30 0.66 su er-crit 2.26 0.0038 0.00 4951.98 4949.72 0.49 1,10 4953.08 4949.72 4950.82 4958.50 4964.80 0.00 0.00 0.00 5 50 1,0 PVC 0.79 3.14 0.25 2A 71.00 4957.50 4958.92 0.0200 0.012 No 3.06 6.73 0.46 0.68 su ercrit 0.70 0.0038 0.00 4958.66 4957.% 0.19 0.13 4958.80 4957.% 4958.09 4959.92 4966.00 0.00 0.00 0.00 8 80 1.0 PVC 0.79 3.14 0.25 2.4 84.00 4958.92 6960.12 0.0187 0.012 No 3.08 6.73 0.48 0.68 su ercm 0.70 0.0038 0.00 4960.08 4959.38 0.36 0.28 a96p.34 4959.38 4959.64 4961.32 4964.00 0.00 0.00 0.()0 7 70 1.0 PVC 0.79 3.14 0.25 2.4 43,00 4960.32 4961AS 0.0200 0.012 No 3.06 6.73 0.46 0.88 supercM 0.70 0.0038 0.00 4961.48 4960.78 0.06 0.04 4%1.53 4960.78 4960.82 0.00 4985.00 0.00 0.00 0.00 Hepresemative Equations: For'Full' pipe, EGL=previous pipe HGL+velocity head +Pipe losses, HGL=EGL-velocity head For open channel conditions, EGL=HGL + velocity head, HGL=pipe invert+ rormal depth Copyright Ayres Associates 7/292002 1 1 .1 1 1 1 1 1 1 .1 1 1 1 1 1I E; ii n'L/') i�� J�-' ��1 �11 i' � ' f' � � ;i u� �■ 1 1 �_� Zvi I S St. Elizabeth Ann Seton - Run New Drainage West Under Building Project: 2002 Expansion Client: EAS Date: 7/22/2002 Structure PipeLosses Structure Losses ID H-o Friction Bends Contract. Expansion Junction Misc. I Total (ft) d-aho d-aho/Do K-o C-DNC- C-Q C-p Benching C-B K 1 0 0.48 0.04 0 0 0 0 0.52 0.57 0.57 1.02 1.00 1.00 1.00 flat 1.00 0.36 2 0 0.15 0.00 0 0 0 0 0.15 0.18 0.18 0.10 1.00 1.00 1.00 flat 1.00 0.02 3 0 0.13 0.00 0 0 0 0 0.13 0.46 0.46 0.10 1.00 1.00 1.00 flat 1.00 0.03 4 0 0.05 0.66 0 0 0 0 0.71 0.46 0.46 1.55 1.00 1.00 1.00 flat 1.00 0.49 5 0 0.27 0.05 0 0 0 0 0.33 0.46 0.46 0.60 1.00 1.00 1.00 flat 1.00 0.19 6 0 0.25 0.10 0 0 0 0 0.35 0.46 0.46 1.16 1.00 1.00 1.00 flat 1.00 0.36 7 0 0.17 0.00 0 0 0 0 0.17 0.46 0.46 0.20 1.00 0.31 1.00 1.00 flat 1.001 0.06 Structure ID Bend Loss Initial Head Loss Coeff. Angle of Curvature Angle (rad) Velocity Head (ft) Bend Loss h-b (ft) Manhole Dia. (ft) K-o 1 45 0.79 0.24 0.04 1 1.02 2 0 0.00 0.94 0.00 1 0.10 3 0 0.00 0.42 0.00 1 0.10 4 89 1.55 2.26 0.66 2 1.55 5 1 22.51 0.39 0.70 0.05 1 0.60 6 45 0.79 0.70 0.10 2 1.16 7 0 0.001 0.701 0.001 2 1 0.20 rvote: wo aegree Dena at structure o represents z-zz.o aegree Denas. Copyright Ayres Associates 0 7/25/2002 t t Ir v Water,':Quality Inlet Calculations 4 r t i \ 1 t � f •'l 1 . P r" S f I 1 Water Quality Outlet Calculations Based on Urban Storm Drainage Criteria Client: St. Elizabeth Ann Salon Church Project: 2002 Expansion SWMM File: 100YRP.SWM SWMM Basin Area (Acres) Impervious Area (Acres) Percent Impervious 5 0.373 0.322 86.2 10 3.490 1.396 40.0 15 1.830 0.732 40.0 25 5.130 0.918 17.9 35 1.340 1.135 8 1.7 60 1.330 0.811 61.0 70 0.270 0.043 16.0 Total Area = 13.76 5.36 Percent, Impervious= 38.9 ' From Figure 5-1 Required Storage= 0.18 Water Quality Capture Volume (WQCV) ' WQCV = (Required Storage/12)`Area Required Storage in inches Area in Acres WQCV = 0.206 Acre-ft WQCV x 1.2 = 0.252 Acre-ft Ayres Associates 7/24/2002 E AS Church Water Quality Outlet Calculations I Elizabeth Ann Seton - Water Ouality Outlet ' Orifice Rating Curve 1 1 1 1 [J 1 L 1 Orifice Orifice Diameter Area d in Ao ft^2 0.75 0.003 Height Effective Water Flow Above Depth Elevation Coefficient Discharge Pipe invert ht ft (ft) K Q cfs) 1.5 0.90 5032.90 0.650 0.015 1' 1.40 5032.90 0.650 0.019 0.5 1.90 5032.90 0.650 0.022 Note: ` 2 Orifice Holes in Middle Row - 4 Holes Total 0= 0.075 cfs 40-Hour Drain Volume = 0.248 ac-ft Ayres Associates 7124/2002 EAS 32-0589.00 Water Quality Orifice Calcs DRAINAGE CRITERIA MANUAL (V. 3) STORMWATER QUALITY MANAGEMENT (n m 0 0 H 5 Extenc W-HOL ed De r Draij entlor i time Basi (Dry) 4 3 2 D entic n Pon s (Wet) 1 12-Hour Drain Ime D YI I 0 10 20 30 40 50 60 70 80 90 100 Percent Impervious Area in Tributary Watershed Source: Urbanos, Guo, Tucker 11989) Note: Watershed inches of runoff shall apply to the entire watershed tributary to the BMP Facility. FIGURE 5-1. WATER QUALITY CAPTURE VOLUME (WQCV) 9-1-1992 UDFCD STORMWATER QUALITY MANAGEMENT DRAINAGE CRITERIA MANUAL (V. 3) ' 4. Determine the water quality capture volume (WQCV) in acre-feet as follows: 1 ( l - WQCV = I Required Storage I (Area) ' in which, ' Required Storage = Required storage from Figure 5-1 in watershed inches Area = The tributary drainage area upstream of the water quality enhancement facility in acres 1 9-1-92 ' Urban Drainage and Flood Control District 1 [1 1 11 Elizabeth Ann Seton Chatholic Church Flow Calculations for Water Quality Inlet - High Flows Through Grate Inlet Box Weir Calculations Inlet EL 4932.9 Weir Coef. 3 Water Surface Elevation, ft Effective Head ft Length of Crest*, ft Flow into Inlet, cfs 4932.9 0.00 3.50 0.00 4933.0 0.10 3.50 0.33 4933.5 0.60 3.50 4.88 4933.7 0.80 3.50 7.51 4934.0 1.10 3.50 12.11 'Assumes Weir Flow Over Low Side Only 12-Inch Diameter Orifice - Calculations Full Flowing Pipe Normal Depth in Pipe W/S Q W/S Q 4933.50 7.04 4933.50 8.73 4933.70 7.49 4933.70 9.06 4934.00 8.10 4934.00 9.55 4935.00 9.92 4935.00 11.04 4936.00 11.46 4936.00 12.34 4937.001 12.81 4937.00 13.53 4937.201 13.07 4937.20 13.76 Water Surface feet Volume acre-ft Full Flowing Pipe Flow Rate (cfs) Normal Depth in Pipe Flow Rate (cfs) 4930.50 0.00 0.00 0.00 4931.00 0.00 0.00 0.00 4932.00 0.00 0.00 0.00 4932.90 0.09 0.00 0.00 4933.00 0.12 0.33 0.33 4933.50 4933.70 0.31 4.88 4.88 0.38 7.49 7.51 4934.00 0.49 8.10 9.55 4935.00 0.96 9.92 11.04 4936.00 1.52 11.46 12.34 4937.00 2.18 12.81 13.53 4937.20 2.32 13.07 13.76 ' Ayres Associates EAS Inlet Calculations 7/24/2002 N 3" TYPICAL CLOSED 3' / MESH GRATE OUALITY DRAIN AREA HOLES THROUGH STEEL PLATE FRONT VIEW N.T.S. 6" , 3'-6" g^ EL = 4934.20 1 LuNGITUDINAL SPACING 3/8" 6" D D• v ° I D •� v o v —� O, D ORIFICEPLATE . D 0.75" DIA. WATER 3" (TYP.) QUALITY DRAIN . HOLESTHROUGH ° Z_6" STEEL PLATE D D. D 6^� .D v ' v•.D • D - 1/4"THICK GALVANIZED TRASH STEEL PLATE. FILTER PROVIDE A MIN. OF 3" OF OVERLAP ON CONCRETE SECTION B-B STRUCTURE, ALL SIDES N.T.S. w C RACK SWIVEL 4'-0" - HINGE INLET GRATE SEE DETAIL THIS SHEET EL = 4932.90 vu ° D ORIFICE PLATE USE NON -SHRINK WITH 13" DIA. CIRCULAR 0 p GROUT TO SEAL ° OPENING, 114"THICK • AND FINISH PIPE GALVANIZED STEEL OUTLET MATCHINVERTS 0" �•• .GALVANIZED GALVANIZED �o BOLTS (TYP.) t BOLTS SEE a EXISTING DETAIL (TYP.) o v 15" DIA. RCP) o TRASH FILTER n D • D G` GALVANIZE TRASH FILTER. BOLT TO INLET STRUCTURE FRONT VIEW WITH SCREEN N.T.S. 1 10^ 8"MIN. p s.L D D • D v D •� s D D SECTION C-C N.T.S. MATCH EXISTING INVERT ELEVATION 3/8" R. 1 va" 4 1/2" QE 3" xt/4" FLAT SLOT DETAIL 3„ 3 N.T.S. .; " OF S� �D /�-y 3/18"THICK 5/8" x 8" BOLT 11/16" x 1" SLOTTED f HOLE 24110 "3"INLET WALL 3" x 114" FLAT BOLT & GRATE ALTERNATE SLOT AND INSTALLATION DETAIL HOLD DOWN PLATE DETAIL N.T.S. N.T.S. CAST -IN -PLACE CONCRETE WATER QUALITY INLET DETAIL 3'-7 1/4" 3" x 3/8" BAR GENERAL NOTES: 1. STRUCTURAL STEEL FOR GRATES AND GRATE BOLT INSTALLATION HARDWARE SHALL BE GALVANIZED AND SHALL BE IN ACCORDANCE WITH 712.06. 2. REINFORCING BARS SHALL BE DEFORMED AND SHALL HAVE A 2" MINIMUM CLEARANCE. 4" SECTION A -A 3" X 3/8" BEARING BAR 318" DIA. TYPICAL HEX. ROUND OR TWISTED CROSS BARS AT 5" CTRS. WELDED TO 3" x 3/8" BEARING BARS SPACED AT 2 3/8" CTRS. T-11 1/2" �2 11T x 1/4" FLAT 3" x 114" FLAT WFLATS AIL IN 3 1/2" x 1/4" AME AS IN D INLET GRATE �A 41/4" } TYPICAL CLOSE MESH GRATE N.T.S. 1 1 1 1 1 1 1 t 1 t 1 Orifice Rating Curve Elizabeth Ann Seton Water Quality Outlet Structure Pipe Orifice Onfice Contraction Jet Orifice Pipe Coefficient Discnarge I Elevation Dit. Diameter Diameter Height Above Coefficient Diameter Area Area of Velocity Coefficient Inlet tOOutlet D (in) d (in) d(D Pond (ff) Cc Of (in) Ao (ft^2) At (ft^: Cv Cd 15 13 0.87 0.00 0.72 11.03 0.92 1.23 0.99 0.71 0 Depth of Effective Water Flow Kinematic Depth in Water Depth Elevation Coefficient Discharge Viscosity Outlet (ff) ht (ff) (ff) Re/K K 0 (cfs) 112 (it) V (h^2rs) Full Pipe 0.00 2.50 2.50 4933.00 356300 0.779 5.76 1.50 0.0000122 1.5 3.00 3.00 4933.50 436376 0.777 7.04 1.50 0.0000122 1.5 3.20 3.20 4933.70 464558 0.777 7.49 1.50 0.0000122 1.5 3.50 3.50 4934.00 503884 0.775 8.10 1.50 0.0000122 1.5 4.50 4.50 4935.00 617129 0.775 9.92 1.50 0.0000122 1.5 5.50 5.50 4936.00 712599 0.775 11.46 1.50 0.0000122 1.5 6.50 6.50 4937.00 796710 0.775 12.81 1.50 0.0000122 1.5 6.70 1 6.70 1 4937.20 1 812488 1 0.775 1 13.07 1 1 1 1.50 10.0000122 1 1.5 Interpolation 5047 1.78 5541 1.86 11464 2.78 d/D Cc 0.01 0.62 0.1 0.62 0.2 0.62 0.3 0.62 0.4 0.64 0.5 0.66 0.6 0.68 0.7 0.70 0.8 0.72 0.9 0.72 Based on a Full Flowing 15' RCP wi 18' of Tailwater table column 9 Re/K 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 20000 0.610 0.615 0.622 0.637 0.660 0.675 0.742 0.835 45000 0.610 0.610 0.620 0.630 0.650 0.670 0.730 0.815 60000 0.605 0.605 0.615 0.630 0.645 0.662 0.725 0.800 90000 0.605 0.605 0.610 0.630 0.645 0.600 0.718 0.792 100000 0.600 0.605 0.610 0.630 0.645 0.600 0.715 0.790 150000 0.600 0.600 0.610 0.630 0.645 0.600 0.713 0.7881 200000 0.600 0.600 0.610 0.630 0.640 0.600 0.710 0.785 250000 0.600 0.600 0.610 0.620 0.640 0.600 0.707 0.782' 300000 0.600 0.600 0.610 0.620 0.630 0.550 0.705 0.7791 400000 0.600 0.600 0.610 0.620 0.630 0.550 0.703 0.777 500000 0.600 0.600 0.610 0.620 0.630 0.550 0.700 0.775 NOTE: ht - h2 yields the head difference through the orifice. Q=KxA„% 2gx(hl-h2) Ayres Associates EAS parka Plate Calcs Depl Wate ..Outlet Pipe lira and Plato 1 1 1 1 1 t 1 Orifice Rating Curve Elizabeth Ann Seton Water Quality Outlet Structure Pipe Onfice Orifice Contraction Jet Orifice Pipe Coefficient Discharge Elevation Dif. Diameter Diameter Height Above Coefficient Diameter Area Area of Velocity Coefficient Inlet to Outlet D (in) d (in) WD Pond (II) Cc Di (in) Ao (fM2) At Mh 2) Cv Cd 15 13 0.87 0.00 0.72 11.03 0.92 1.23 0.99 0.71 0 Depth of Effective Water Flow Kinematic Depth in Water Depth Elevation Coefficient Discharge Viscosity Outlet Normal (h) hl (ft) (h) Re/K K O (cfs) h2 (h) v (fM2/s) Depth Calc. 0.00 2.50 2.50 4933.00 485928 0.777 7.83 0.64 0.0000122 0.64 3.00 3.00 4933.50 542699 0.775 8.73 0.68 0.0000122 0.68 3.20 3.20 4933.70 563359 0.775 9.06 0.70 0.0000122 0.70 3.50 3.50 4934.00 594070 0.775 9.55 0.72 0.0000122 0.72 4.50 4.50 4935.00 594070 0.775 9.55 1.72 0.0000122 1.72 4.50 4.50 4935.00 686281 0.775 11.04 0.79 0.0000122 0.79 5.50 5.50 4936.00 767493 0.775 12.34 0.86 0.0000122 0.96 6.50 6.50 4937.00 841652 0.775 13.53 0.92 0.0000122 0.92 6.70 6.70 4937.20 855661 0.775 13.76 0.93 0.0000122 0.93 Interpolation 5047 1.78 5541 1.86 11464 2.78 d/D Cc 0.01 0.62 0.1 0.62 0.2 0.62 0.3 0.62 0.4 0.64 0.5 0.66 0.6 0.68 0.7 0.70 0.8 0.72 0.9 0.72 Normal Depth Based on a 15" RCP Assumed Slope= 4.0% table Column 9 Re/K 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 20000 0.610 0.615 0.622 0.637 0.660 0.675 0.742 0.835 45000 0.610 0.610 0.620 0.630 0.650 0.670 0.730 0.815 60000 0.605 0.605 0.615 0.630 0.645 0.662 0.725 0.800 90000 0.605 0.605 0.610 0.630 0.645 0.600 0.718 0.792 100000 0.600 0.605 0.610 0.630 0.645 0.600 0.715 0.790 150000 0.600 0.600 0.610 0.630 0.645 0.600 0.713 0.788 200000 0.600 0.600 0.610 0.630 0.640 0.600 0.710 0.785 250000 0.600 0.600 0.610 0.620 0.640 0.600 0.707 0.782 300000 0.600 0.600 0.610 0.620 0.630 0.550 0.705 0.779 400000 0.600 0.600 0.610 0.620 0.630 0.550 0.703 0.777 500000 0.600 0.600 0.610 0.620 0.630 0.550 0.700 0.775 NOTE: ht - h2 yields the head difference through the orifice. Q=Kx A.x 2gx(hl-h2) Depl Wate .Outlet Pipe ,,..lice and Plate AYnre Associate; EAS 00im Plate Calm } v 1 Y II t • r J� f ` i� V 4 3Y V x" • r i tip•. i r '. ..- r Erosion, Control Calculations '. t �' 4. 2 •1 f I _. Y�. t i I 11 1 PROJECT: Elizabeth Ann Seton New Parish Center STANDARD FORM A Major Amendment COMPLETED BY: Chris Longo DATE: Sept. 23, 2002 DEVELOPED ERODIBILITY Asb Lsb Ssb Lb Sb PS BASIN ZONE ac (ft) % ft (°/,) (% 25 Moderate 5.130 340 8.3 84.4 ' Ayres Associates Erosion Control Calcs. 9/25/2002 I [1 PROJECT: Elizabeth Ann Seton New Parish Center STANDARD FORM B Major Amendment COMPLETED BY: Chris Longo DATE: Sept. 23, 2002 EROSION CONTROL C-FACTOR P-FACTOR METHOD VALUE VALUE COMMENT Sidewalks and Existing Buildings 0.01 1.00 Straw Mulch 0.06 1.00 2 tons / acre Silt Fence 1.00 0.50 MAJOR PS SUB AREA CALCULATIONS BASIN % BASIN (ac) 25 84.4 5.130 Total Area = 5.13 ac Disturbed Area = 1.50 ac Grass Area = 3.30 Existing Sidewalks and Buildings = 0.33 ac Straw mulch = 1.50 ac 500 feet of silt fence along southwest side of construction disturbance Net C-Factor =((.045)(3.30)+(0.06)(1.50)+(0.01)(0.33))/5.13 = 0.047 Net P-Factor = ((0.5)(1.50)+(1.0)(3.30))/5.13= 0.79 EFF = (1-(.047)(.79))(100)= 96.3% (>84.4%) ' Ayres Associates Erosion Control Calcs. 9/25/2002 ! r F fv] ` S SWMM Input Information and Calculations s _ 4 r i; �• a 4 � A • " 1 ] 1 � i b t 1 r 1 4 1 t i 1 � I � t 1 i 1 r� • � N l I F [1 [_1 Percent Impervious Calculations Proposed Conditions Basin Total Area (sf) Asphalt/Concrete Area (sf) Roof Area (sf) Sidewalk/Patio Area (sf) Grass Area (sf) Net 9blmp 5 16251 14001 0 0 2250 86.2 10 152197 40.0 15 79723 - 40.0 20 34296 28376 0 0 5920 82.7 25 223542 10 28486 15050 179292 17.9 301 147620 58307 8701 1864 86579 41.2 35 58576 37855 10376 2538 7807 84.7 45 59026 18134 0 2892 38000 35.4 50 6131 0 0 248 5883 3.9 60 57938 35319 0 0 22619 61.0 70 11909 0 01 1902 10007 15.3 Existing Conditions Basin Total Area (sf) Asphalt/Concrete Area (sf) Roof Area (sf) Sidewalk/Patio Area (sf) Grass Area (sf) Net %Imp 5 16251 14001 0 0 2250 86.2 10 152197 - 40.0 15 79723 - - 40.0 20 34296 28376 0 0 5920 82.7 25 235451 0 11268 5340 224183 6.5 301 1476201 583071 01 1664 87449 40.7 35 58576 378551 103761 2538 7807 84.7 45 59026 18134 0 2892 38000 35.4 50 6131 0 0 248 5883 3.9 60 57938 353191 01 0 22619 61.0 ' Note: Basins 10 & 15 have Residential Estate type land uses. Asphalt area is 100% ' impervious, roof area is 90% impervious, sidewalk/patio area is 96% impervious, and grass area is 0% impervious. ' Ayres Associates EAS Percent Impervious Cales 7/24/2002 I [1 O O N C N N Z W O F C O Q d J O J c Q .0.. W C o CU J O U L m a m N W C O `o U N W OOOnCOMOD7rM MAN �JU V'COD D�iO Up w O O O O O O co r r M �� aD0000�vrnNnmcN� �-%OQ0000000�-NN W � �� O O r (n M M O N J� O O (A M O CD CO O T W J m0000MCwCD Q O 0 0 0 0 0 0 0 0 0 Q W W N Q 0 0 0 r co (D r r r LLQ � 0 0 0 0 N V r CO CO f- f- UOOOMM � Q 0 0 0 0 0 0 0 0 0 0 0 (A 2 F- s N n c 0 � f o • P 2-Year SWMM Existing.Conditions � T N • M � �1.' ' .1 :,. • is � T - i l ; ) .11 t , a I I 1 1 1 .1 P O Vt m I(f .Ill 1I1 N • 11 • m ei UI N N m m m m m m m m m m O O O O• O O O O O N O N N .-1 N .-I O O O rl O I -I O coo O O O O c O Oo O .00 O O 00 O O cc O O O O � m O V N P O b O b O b O .-I m m m b b O IO O O Vl O .-I b O IO O b l0 •Y N N N .-1 N .i .4 e1 P H N P N .i N .-I N N .y O O O O O O O O ' N Ill Vl � N N I(1 V1 Y1 m O O O V1 1(1 Ill b h m Y1 V1 N U1 N O N O ry o t•1 P N O Ill O N O P N O N O N O O Ill • .� N N N .-1 N .1 .i N P e'1 N O M N '-I N I N N •i N 1'. ('. m p I . . . . . . '1 p O O . •'i O O O O O O O Vf O0 0 O O O O O I(t I N Vf rl 'i '1 .-1 .-1 .-I e1 .-I •-I .-I N O .-1 b m m N O O O N O .y vl vt m m vl vl Vl In in of Vf l P OI m N O O m m m H n .i m Y1 N Ill t� O W.1100 OI 00 O o O o O O o O O o 0 0 o O 0 O o 0 0 0. m C N O m b b b b b b b b b b 10 1(1 O '•i .-I '1 '4 N N '1 .i vi '1 '1 '1 '1 P N N O 1Il m m . (y Ill h m O O OI m m N 00 O O O N N m m P P P P m m m .-1 m m m 6 Vl Vl G] O •i ti b Itt IO b m b b m P P IC IO N O ..-I . . . . . ..-1 N N N O O n Vl h h P Ol O Vl N 01 o m W N lO O O N l0 O P Vl I7 N 1(1 O N O Ill O 'V •i Vl Ill O N O O e1 O P e Vt O 1II O Vl . N O N% O N O I(1 O VI '1 M N N "' C •'1 o Wom+ � Pmwm mm m� m g ..I m O� o o IFi1 'O O P N m N N f� t` m m r r e m e P e m O m O m O 1(1 N •i P ri N O P P V1 m C IO '1 •-1 N O OI N t� N b Vl V) h O O O O h P 0^ O• -1 .- m T m b O N h P O O O e P P O 000 0.9 . i O O O p U O O O •i O O O .0 N m F OI m O m O I(1 Ill Vl O O V1 O h O .-1 (` ID r Ill N h O O N O h O N mO 3 C m N.- O O •' i N O m I' 1 e 10 O O e y O N N v l N O P O P P P P % p ^' .H .{ rY N N N .'i 'i .� N ry .1 .-1 .i N .y .i '1 N M N '1 •1 r-I N % N m % p O p m -� O ❑ 4 K N O m O P m m .-I In O Ill O Yl O N vl O O 'i .H N N m m P I(1 lD O V1 Vt O O .-I '1 O I� O IC O O O O .-I O O t` O Yl V1 O O .i ed N N m O O m r O O •-I O m m m P P C< N .-1 P [al N N . .1 . 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Y 4 i 1. 1.. a l i 1 l - 2 Year SWMM Proposed Conditions is 1 a Y ) ) 1 i. / ' p N N _O n O O A a I p O m p p r'1 m m m m W m m m m 0 m N t(1 Yl O O O N I(1 Vl "I O O O O N U1 N N J O N .-i „'I n N .•� ti .i .1 rl N '-I O O O .-I O r1 O O O O O O 0 0 0 0 0 0 0 o a o 0 0 0 O m N N N b O b O lG O r'1 n n b b O b O O Vl n Ill b O b O b N N .i N '1 N .y P •"� N p N N N .-1 N -V O O O O O Vl Il1 4I1 N I(1 N Ill Y1 If1 IA N N N N N .•1 '1 rl ry .'� N r'1 O O O m N Vl Vl Vl Vl Vl Yl ✓1 N N Yl N N O N O N O m p O O N O IO N n O. N O N O O • e'I fl No ."I N •"I N N .y O OI o m m m m m m m m m m n I .y � o o 0 � o 0 o J o o o In o 0 0 0 0 0 0 0 O p .4 P Vl m N ti N b O O O .'i Yf N Yt i(f Yf Vl vt vt vl Y1 Y1 O O 1� N N N N N N N N N N N m m n n n n VI V1 b p1 m m .-I O O m m m •O bbmmmm ."InbN9rO bbnO 01 O O O O O O O O O O O O O 0O O O O O O gO m N a ••I O o0000000moo O m m m % W Vl h m O O 0 m m N O Vf O n O O f\ N n n P P< p m 0 m •i m m m m O m b m P b^ h P YI N N N I(1 Vl p p p h N v'1 N O O T ml E N 3 O N O O O O O O ti O 9 9 N O O O O 1 OMN ImO OP Nm NP pm Imll m Ve41 (OlOtO N O p n Ill O Il1 O I(1 rO PO b.-I O O N O N O N N N O N -i O N O V1 O Vl ry O W. mmmmpb."In f� p m .m m p mN ,y O >_t O O m •"I Vl n N N N O F' W V 'O O p OI m OI .a h h Ol m h F p N p p P p m O m O m O Y1 fA O IO .'1 r-I N O Ol N m •'� IO N N (� N O O O O p m � O Ilf .'1 m N m IO O ei h p r'� O O O p P p O O O O O O O O O O N N m 'O O m O n O I(1 1l1 N O O 1l1 O h O O �4 h 1p 1� Vl N O C` O O N ^ O '1 h _F N m N r'I O O N N O m m p P IO I� O O r-I O N N rl N O P O p p p p � 3 m ' O ei e'1 .-1 ri N rl .-1 .'1 .-1 r-I .i .-1 'i N ."I .-1 •i .i ."I N ei N .i .-1 'i .-1 va m O N O m O O O Yl I(1 V1 O Vf Y1 O O O O Ill N .-I O h O IO O O O IIl .000 O O .i O O O O n S v i N a W 0 0 0 O o O O" O N m F ¢ .. 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O 000 O O O O o N m Z tll O VI O V: O N> O N O > N i r .>i W ❑ ❑ q m w'0 z 0 0 m Z U W E Z E U N r ID r V1 vl r O o Vl O r O N a 'O H W O O rl O N N N N O a C a a a N S m 0 Z uF a m p G � N a a a a W 6 W W W F m o In In N r to o o m vl o 0 0 � WN c�z 1 N P• O O O O O O U m 'y C a � m O N O O O O O O O O O O O O O O O C O V� O Vt O O O O O O O N O NON O N O O ' O rl p 'i O ti O ti N M 0 0 0 0 0 0 0 0 0 0 o c o o D O O O O ti ti ti ti O C O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O C O D O O O o O O O O O O O O O O O D O O O O O O O O O O O O O O O O I(1 O C O N O P O N N N N a O O 1f1 O 1!1 O I(1 O P O m "J N N N fl1 O O O O O O O O O O O O O O O N a a m mmmO�mbpO�o (p n oobbn0N.yti ti o c D o 0 0 0 0 0 o a F t!1 O O IO O O O O off N O O O O O O O O O O O O O O O m I(1 I(1 P P h r O O N m n n P P b b r n r b fl '1 1+1 O N O m O Vl O N O O O O O O O O O O D O O O O O O Ifl '1 O -i C 1 O rl N .i •-1 rl e4 O O O O O O O O O O O O O O O QQ O O N O O O O O O O O O O O O O O O O C a a C W r W W W W Zy > W> W> W> W Z W o •- O o o O o o D o 0 0 0 0 0 0 0 OaOmOaOo. Sam H H H H ti G+ a W G U a o y W o C a M o 0 0 0 0 0 0 0 o O o 0 0 0 0 m ..i N N U o C a o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vl N N N N N i n % F H W � a 3 O D W m o F P ti �• W C O i S F b ti P C W E mN F 10 W'0 Q F m C U a o 0 o O o r r O o 0 o in o 0 o O^ U O 4a1 EE] O� Iai1 N N N� C• m m 0 Z �+ (0 T N W Ui '1 •y N �y N N N N M 'i N N N a U .-1 N W N N C 4 F ti N H b r C m N Z .Pi .ri O F E� U N a a N j O m O �-1 ear 1 1 1 1 .i 4] M V1 I(1 In V1 1(1 O I(1 I(1 V1 I(1 O Vl N N V1 O I(1 N V1 O O H � E C 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w— W m O U o p o N W W W W F E F F U u — n Q N a V "I N N e N e Nee N In N N O N rl ) � 5rri _� Y I f ♦ :7 V • Tel_ ., - i� 100 Year SWMM Proposed Conditions a u A s e t t I 't j 7 r •r v4 n A .a N O ' N N O n� O m m a r N T V1 N Vl V1 Vt I(1 ' '1 vi V1 I(1 Vl 0 0 0 m 0 0 0 0 0 0 m O O O O O O O O O N 0 0 0 0 0 0 0 0 0 0 0 00 O V1 N e'1 N IO O �O O IO O ('1 I'1 N VJ IO O lO O O Vl !'1 V1 VJ O ID O ID N ry N N N N .i fi r1 [T .i N P N rl N N O O O O O O O O 9.0..o ti O O 9 O 0 000.0000000 ''''' . V) V1 M m V) 0 V1 0 V1 1(1 V1 ' • O O O m N Vl Vl N VIV) V1 N 0 0U1 YI N O N O N O �'1 P N O 0 O N O rt 0 N O N O O N O N O Cl I r 0 0 0 0 0000 00 oln0 oo Oo 00 0 e. '. r4 r.'. .-I r. P r C N t'1 V1 rl N �O O HO N M 0 O O ' • C mm of ut in��inO�ut utN O� O P C N N N N N N N N N N N m �'1 t•1 rf rl t1 I(1 1(1 �D P O� 01 f�l N 0 0 0 0 f1 .N Vl r O O m N N O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 00000 o O C N O. 'i m O m ' 41 P O m O 0 I'1 . E N VI C t+l O O � (1 1'1 N O N O rl O O N N r) t'1 P P P P 0 0 m N 0 0 0 0 Vl 3 O 01 0 l0 O n b 0 VI P IO r r P Vl tll N N VI N P C P r N N N O O � m e'1 N O O ti O O O O O O N O N .-I .-I V1 I(1 �O 0 rvt IO Vl to P P lO �O a\ N 3 m r N o o r m N r P m o n m o o O N 0 0 0 N r e-I P Vl N N Vl Vl O Vl O Vf O rl •'i Vl N O Vl O O .i P Vl O Vl O 111 O C N O m P P 0 N P 0 11 O N O O ' N O Vl O Vl .-I .-I •-i N O Y1 N O N O N O V: `-' ..1 rl P N rl O� rl r 1'1 C1 P V) N (•1 r •-I L m C� r P m 0 fl rl 11 N P 11 N O woo N. 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O C C w 0 [z01 F Gal Gi cN'1 C m m a Z F C C < W m N O -i Q d tL 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o In t� N O O y S O O Q N N O VI M I ❑ t� ❑ 41 M V1 I(1 Vl 1() Vf O I(1 V1 N VI O I(1 � Ul I(1 Vf V1 N O h Yl o ❑ E E m m m m m a m m m m c m m m m m m m .. m m •t � 0 0 0 0 0 0 0 o O o 0 0 0 0 0 0 0 0 .r o 0 o O N O O P O fil Ill N O C "a Q W e•1 N P O O N LL O O U m❑ O O O w a O 0 0 O m o U F F F E W a O fUu fUit eUi 3 M— 0 o T F OF PI(1�eoNlC-I15-I�oOmo�cPmm..om� ❑ W N�❑ b m I(1 ❑ C b O Vl N h Ifl a N m m .. m❑ •'i O C f V V V` O ❑ V1 O O O .1 rl O n .-1 O O O O O ^I .y O N ❑ a .. m F w O O U O mu a Vl T T N O Ill ll .� IO 10 O t� m V m m t` O VI Vl Y N E a W /(�•� •"I Z 'O Vl w U <' 1l1 V' P N O N O O Ill m Ill h N N O C b N P P Z N 4 N O C a m Q 0 o Nt� O N 1' 4141 O-. oou........aNarmNamoov O iil T a w e � •o U ❑ E o m • � r . n > G 1 T, l � _ I, 1 1998 Drainage Report for St: 'Ann.Seton:Catho•lic Church Elizabeth tl • e • n. ! � v- 0 r I J November 2, 1998 Mr. Basil Hamdan City of Fort Collins Stormwater Utility 235 Mathews Street Fort Collins, Colorado 80524 Re: Amended Plat for St. Elizabeth Seton Catholic Church - Parking Lot Expansion Dear Basil, Enclosed please find our "Drainage and Erosion Control Report for St. Elizabeth Seton Catholic Church." It has been revised to reflect Stormwater Utility's comments dated July 13, and September 22, 1998. This report was prepared in accordance with the City of Fort Collins Storm Drainage Design Criteria as revised in January 1997. We appreciate your time and consideration in reviewing this submittal. Please call if you have any questions. ' Sincerely, I� Owen Ayres & Associates, Inc. Chris Carlson, P.E. Civil Engineer CC:sp Enclosure vYJEn :-vre- 3 sscoai=s. I ,,. Engineers/Scientists/Surveyors 97"1 3 l ;c7 ST-SEA t 0 UR 34-0645.00 P, r:.ed ell ISC:GI2C :` 9e 1 DRAINAGE AND EROSION CONTROL REPORT ' FOR ST. ELIZABETH SETON CATHOLIC CHURCH Prepared for St. Elizabeth Seton Catholic Church 5450 South Lemay 1 Fort Collins, Colorado 80525 AMMS ASSOCIATES P.O. Box 270460 ' Fort Collins, Colorado 80527 (970) 223-5556, FAX (970) 223-5578 Ayres Project No. 34-0645.00 ST•SEA11.TXT November 1998 TABLE OF CONTENTS INTRODUCTION................................................................... EXISTING DRAINAGE CONDITIONS ................................... PROPOSED DRAINAGE CONDITIONS ............................... STORM DRAINAGE FACILITIES .......................................... EROSION CONTROL.PLAN................................................: LIST OF FIGURES ..................................... 1 ...................................... 1 ..................................... , ..................................... 6 .......................:............. 9 Figure1. Vicinity Map.......................................................................................................... 2 Figure 2. Existing conditions SWMM schematic.................................................................. 3 Figure 3. Existing conditions basins.................................................................................... 4 Figure 4. Proposed conditions SWMM schematic............................................................... 5 LIST OF TABLES Table 1. Subbasin Constants.............................................................................................. 7 Table 2. Basin Parameters.................................................................................................. 7 Table 3. Conveyance Elements and Peak Discharges........................................................ 8 i Ayres Associates ' INTRODUCTION ' This report summarizes the storm drainage investigations performed for the proposed Minor Amendment to the St. Elizabeth Seton Catholic Church PUD in Fort Collins, Colorado. The amendment includes construction of a new parking lot having 74 spaces and adding 34 ' spaces to the existing lot. A hydrologic analysis of the proposed development was completed to determine the, magnitude and location of storm runoff, effects to an onsite existing detention pond, and to determine downstream effects of the proposed construction. This study and drainage plan was prepared to meet City of Fort Collins Storm Drainage Design Criteria for the development. ' The St. Elizabeth Seton Catholic Church PUD is located at the northeast corner of Lemay Avenue and South Ridge Green Boulevard as shown in Figure 1. It consists of approximately 11.7 acres occupying a portion of the southwest quarter of Section 6, ' Township 6 North, Range 68 West, of the 6th Principal Meridian and lies within the Fossil Creek drainage basin. ' EXISTING DRAINAGE CONDITIONS St. Elizabeth Seton Catholic Church is located at the northeast comer of Lemay Avenue and South Ridge Green Boulevard. South Ridge Golf Course lies to the east and Oakridge PUD ' to the north. Other than the church building and existing parking lot, the property is currently covered with mowed grasses. There is a large detention pond in the southwest corner of the property, immediately adjacent to Lemay Avenue and South Ridge Green ' Boulevard. There are two inlets on Seton Street that collect storm runoff from Lemay Avenue, Seton Street, and portions of the Oakridge PUD then convey it via storm drain and swale to the detention pond. The majority of the St. Elizabeth Seton property drains by ' overland flow to the pond. A portion of the property drains to the South Ridge Green Boulevard north gutter, which runs into an existing inlet at the Lemay intersection. Eventually, all runoff is conveyed to Fossil Creek. ' Existing runoff calculations were performed to determine the 2- and 100-year runoffs for the site using the Storm Water Management Model (SWMM, UDFCD 1985). A schematic showing the linkages of the basins and conveyance elements for the existing conditions is shown in Figure 2. The overall basin is shown in Figure 3. The maximum release rate from the detention pond is 12.27 cfs during the 100-year storm. The pond has a 100-year volume of 0.907 acre-foot (ac-ft), a water surface elevation of 4934.55, a maximum depth of 4.05 foot, and 2.65 foot of freeboard. SWMM output is shown in the Appendix. PROPOSED DRAINAGE CONDITIONS ' A detailed site, grading, and drainage plan (enclosed in pocket) shows the new parking lot layout and storm drainage facilities that will be used for the St. Elizabeth Seton site. The map uses a 1-foot contour interval. A schematic of the proposed conditions SWMM network is shown in Figure 4. 1 1 Ayres Associates [] I I Figure 1. Vicinity Map. 2 Ayres Associates w 15 m m .. IL o ZZ w e -SO c c HQ $ o W d � m C ��., C O = uw > N m (D J m U u- U Z�H fix_ I LO I N C07 'C' 1 M I Q -- O FZb N 1 LO I \R � LO , 3 --- uoisiaAIC3 L o N Figure 2. Existing conditions SWMM schematic. 3 Ayres Associates I I 0 i i L _��110—=��� •` —) :,\ ,mil . � 1 r.� 1 r r - .�+,•1` -•\, \` `\� `` `` `\♦y 1 l ,j 1 �'' l I ♦♦�\ t - `t, t``! ¢ I r7 ,` //'r/''I `t + `� 1' r"1 �` �\ .` ���` ♦r;+i'rr..% .;.-_ ;,.a.,] li rlr � •__ � i, to _r+ 1`.\` \.�`` . .,� 11 r1��tr 1/J t. i '�! h "R`\" •/•\ ��r'wr•. nP'♦ - �� 1 rl `� `•—t `' - '` �� f +,'`1� ' I / `� �_ �, .� .ant—'� � _i ,♦� , t,J(`, C71 ``'`. `\'.� ` ♦s +`If�1\\F:�`` `� imp'. ,�'` l` `„- — `�•�.i�a„__'___'�!_ ���, as♦, ,,: \, ` a Jj y `♦: r /� ♦a ♦ , '::,1 i^ �`��•y; `; \ , t \;1\'�2.\\:•`♦`:t, �\�- , ���r `mil•,.`.\ '���� -_-1 i�`-\ � _ ��,,r^,'`, '� �'`'`�,��. u ',`, `\,��\1\'`�',` t` `".�\ ``"`\\\.\,f •`• 35 r \�1 t,.\`4\•�'f / �• 1'�r+r+1` 50 ��—�—=----- -, •�— — — `!- SOUTH ' 146 % i(EDGE ! GREEN GiOUIEViNO---•��., �_�• . 1 ST. ELIZABETH SETON CATHOLIC CHURCH EXISTING CONDITIONS N N.T.S. LEGEND 10 Basin Conveyance Element A2O Detention Pond —•—•—•—•—• Basin Boundary Existing Contour -- Flow Direction 1 Figure 3. Existing conditions basins. I 1 1 1 1 m z OU m W o .� 0 a 000 0 z U >. tE m o c a W Z c m 0 3 E 8 c .c°— c m Cj o (nn N� W J m o m U 0 LL O o U m 0 O a OU w d Figure 4. Proposed conditions SWMM schematic. 5 Ayres Associates The developed site and surrounding area consists of 9 basins that contribute drainage to ' separate outlets from the property. Design points were identified at all locations where storm runoff will leave the property. SWMM, which was used for determining the existing condition runoff, was used to determine the proposed condition 100-year peak discharge and detention pond volume. Subbasin constants are shown in Table ' 1, basin parameters in Table 2, and conveyance elements and runoff in Table 3. As with existing conditions, basins five, ten, and 15 contribute runoff to two inlets on Seton Street. During high flows and ponding at the inlets, some runoff spills into Lemay ' Avenue. Runoff collected by the inlets flows through an 18-inch diameter ADS pipe that daylights on the church property. The new parking lot is contained within basin 60. Its runoff will sheet flow to a new Type R inlet. Runoff will then be conveyed via storm drain and swale across the property to the detention pond. Basins 30, 35, and 45 maintain their existing flow patterns. Basin 35 drains to the detention pond; basins 30 and 45 drain to South Ridge Green Boulevard. ' STORM DRAINAGE FACILITIES ' All of the runoff in the new parking lot, basin 60, will sheet flow to an inlet along the southwest gutter. The inlet will be a 10-foot Type R inlet that has capacity for the 100-year storm runoff with less than 0.5 foot of ponding. Runoff will not overtop the parking lot curb ' or inundate the nearby buildings. Runoff will flow from the inlet into an 18-inch ADS-N12 storm drain. The pipe was sized with additional capacity beyond the 100-year ' storm runoff to accommodate potential future flows. The storm drain daylights into a swale running to the west. The swale will have 4:1 side slopes, a channel slope of 1.0 percent, a maximum depth of 1.21 foot, and have capacity for the 100-year storm runoff plus an additional 33 percent. Due to additional runoff flowing in the swale parallel to Lemay Avenue and running to the detention pond, a HEC-RAS model was run to determine maximum ' channel velocities. Velocities are sufficiently low that erosion protection is not required. ' For a 1-hour, 100-year storm, the detention pond will have a maximum release rate of 12.43 cfs and will detain 0.951 acre-foot (ac-ft) of water. The 100-year water surface elevation (WSEL) will be 4934.64, corresponding to a maximum depth at the outlet of 4.14 foot and 2.56 foot of freeboard. Under proposed conditions, the detention pond WSEL is 0.09 foot higher than under existing conditions. The increase will have a negligible effect on the ' property and downstream facilities. ' For a 1-hour, 2-year storm, the detention pond will have a maximum release rate of 5.76 cfs and will detain 0.082 acre-foot (ac-ft) of water. The 2-year WSEL will be 4932.12, corresponding to a maximum depth at the outlet of 1.62 foot and 5.08 foot of freeboard. ' The runoff on South Ridge Green Boulevard increases slightly, but the results are negligible and street capacity is not exceeded. During the 2-year storm, the flow depth at the gutter flowline increases from 0.35 foot to 0.36 foot the and spread increases from 9.33 foot to 9.59 foot. During the 100-year storm, the flow depth at the gutter flowline increases from ' 0.61 foot to 0.62 foot. Ayres Associates C� I lJ h 1 1 1 1 1 1 1 1 Table 1. Subbasin Constants Parameter Value Mannintfs n for impervious surfaces 0.016 Mannin s n forpervious surfaces 0.25 Surface retention storage for impervious surfaces 0.1 in. Surface retention storage for pervious surfaces 0.3 in. Ma)dmum infiltration rate 0.51 in/hr, Minimum infiltration rate 0.50 in/hr Decay rate 0.0018 Storm duration 1 hours Time step 1 minute Table 2. Basin Parameters Subbasin I Connected To: I Width Area Percent Slooe feet (acre) Impervious ft/ft 5 100 1291 0.37 86.2 0.063 10 105 8011 3.49 40.0 0.100 15 115 9971 1.83 40.0 0.030 20 125 327 0.79 82.7 0.069 25 200 673 5.41 6.3 0.083 30 130 10131 3.401 39.4 0.053 35 1351 1671 1.341 84.7 0.042 45 1401 7571 1.361 35.4 0.060 50 1471 541 0.141 3.9 0.175 60 1601 4751 1.331 61.0 0.070 7 Ayres Associates I i [1 mCD N lD O N ^ O CO to C� N O N ^ r. m} m N Cn Co N Cn W Q N Co Co n Ni N N O O n O U N N N N Q Of CO O m N Co Co O Co�� O N^ Q Q O^ CD O O T O C) CO Co m CtsO Q) U O O O C7 C7 Cn (D N N CO C7 7ICLLV Q N Q N O r N m C O N O N CD N Co 0 0 0 O 0 0 O O Co O O O Co CD Co p N_ O C Z 0 0 C 0 0 0 0' ' p p 0 00 0 0 00 ' Coco C\I0 cacao O 0 0 O 0 0 0 0 C 0 0 0 0 O O O O O O O O C O O O O o L% N O N O T p N , N , QCV NO , NONO N , Ln Lo N , N , Q Om2=.-N.-N CD m � UJ= N LD 0 0' 0 0 0 0' Lo Q m N, N, N Y E a� o �Cc(0C Co �)Cn Co Co Co rn (DQo)rn(, O n "^ oommc�rn oCDOoa0 C 0 (n � 000000 O o 0 0 0 0 0 0 0' O O O O ro O oCnCO O O O O O o OO Ca O o o O 6666666 O o 0 0 0 0 0 0 o c o 0 m------------------- C N L NC W •= a C0t1 CkjN Cn CM N Cn CCl) Co CO (O , Q Q a' Q Q Q^ Q Co m CD N , Co 0 O 0 CA Cm CO m to M Cn CO Q Q^^ 0 ^ 0 C) J C`) CD Co co Q Q O O Q Q CO Co U -------------- C cc L O m L�tn a OCnO Cn �in O Cn OO to OCn O C)OMOOO o O mO Cn O Cn O Cn rp,-C O OCn OCn�p.--O�OrLn � U of---------------- m a Fm 0 0 0 0 0 0 mm — d `m (o O ^ 3 c c F> O_ > O > O N _ ,_- o O -o > > 0 0 0 o 0 0 0 0 O_ 3 > ; ; .m S a d m O O c c 'm —m 3 c c c a c c 3 3 m L L 0000 N (0 t9 CII mC (O Cu N m m N C U U U 000a a�cL� �or- a. a a= 0 H d U O O CD ^ O Co N Cn N ^ 0 N 0 O Cn Q 0 O N Q 0 ^ ^ CA 0 d C N r N � Q c c Q Q p N C O U C O O 0 0 0 0 ^ r 0 N LO N Cn C) cc 0 Co O .- LC r- W N Q Q Q Q Co CD H Ayres Associates SEC e. TON we 5) A i ,t• � . I is wl o� 41ij, SETON - PE - STF / Lor LNE -a FwSEMEM UNE OPpSED Ye TNNING WALL NET PROPOSED PACIFIC O IS !1 I i I I 15 �[\ LOT MINE \ EASEMENT LINE Exlsr EE l j -LOT UNE OELENTION Pl NO ` NIGHT OF -WAY 200 l� , LINE ON YY AN WATER WUC DIIrIEr STRUCTURE •'• 35 � - ' C EXISTING 5!I O I S" UA RLP - _ _ . 1 'F 45 ACCESS -- EASEMEN� IUINHD\ LOTLINE E•• F WAY _. ]. _._ 1 I - I PROPOSED GAMGE SOUT--�•-- H ��•�--"��� RIDGE _. ._._ _._._._ 1 1c� NOTE SEENOTESSNEE SHEET 2) FOR EROSION CONTROL NOTES SEE DMlN ERC ORT FOR EROSION CONTROL TIMELINE AND COSTS LEGEND E%ISTINGCONTOUR PROPOSEDCONTWR ---------- BASIN BOUNDARY �3D _ CONVEYANCE ELEMENT 35 SVMM BASIN NUMBER 200 DETENTIONPOIND FLOWDIRECTION I N BO 0 m II INc� INTERSECTION OF S. IEMAYAVE I-EISjEN AND OSTEN STREET p5 BASIN ED �T CONVEYANCE ELEMENT 10 1R0 FLOWOIRECTION 'ni DIVERSION POINT 0 CONCENTRATION POINT 0�4 R5 Lpryy DETENTION POND )D 15 G EUiAB NSETox CHURCH CNORCN SITE ®ji am i� � so dAg 45 -OUTHIS E GREENSBLVD ®� p qCP PROPOSED CONDITIONS SWMM SCHEMATIC Goner Element Data G~ GUNar onMgion NDP NP n am. ) n"TSde U ni IM11 $10" (NM1I Slopes r i to VonXumpar L R verEanv3urcharye nXI JN Mannn0ROSE 150 0 0 1x OAIB 0.6 ihann 130 O.OJ90 0.030 tOD 522 0 0]300 522 O.D3300 x0 0020 1059 OW3D 0 tz 001E 05O e 3 0 100101 +m / 3 D o oAa10 0 0 0.001 ro 1a D1vemOn oa a auner numpar Rs - totM G NO arvena0 o.0 30 15 ao 30 100 o In eM1 7.5 ro) us / a Ivanlp o.D a D.ao+o -b a Dom m no O'Ivan'I0 0.0 0 apuis num 14 tt0- 0 0:n. 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