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HomeMy WebLinkAbout02842 - Technical Information Report - Drainage '► � ��T 2� -Zg�l Z � �� 4205 148fh A�e.N.E.Suite 200 CO�� Bellevue Washington 98007 425 885J877 Fax 425.885J963 \ � DESlGN `�/ � � � � � � , � �l f� � � LG' , � � �d - ' �. ERNST PROPERTY, � '- RENTON for NORTHWARD STORM DRAINAGE STUDY AND STORM DRAINAGE I CALCULATIONS ' City of Renton#: LUA99-145, PP, ECF Project No.: 99064 ' Prepared by: Robert H. Stevens, P.E. Approved by: Robert H. Stevens, P.E. � Date: February 2000 , - , � � �i J�.� '�ti C � K� i J v � i �, i^J�'V�i nJ v - ., �!,� �✓C }'i i'V v 28�f2 � . , ERl\'ST PROPERTY RENTON STORM DRAINAGE STUDY AND STORM DRAINAGE CALCULATIONS TABLE OF CONTENTS Section L Introduction I II. Existing Site Drainage Conditions III. Developed Site Drainage Conditions IV. Conveyance System Analysis and Design V. Basin and Community Plan Areas VI. Erosion/Sedimentation Control Design VII. Appendix Storm Drainage Calculations �I WaterWorks printouts (SBUH) ERNST PROPERTY RENTON STORM DRAINAGE STUDY AND STORM DRAINAGE CALCULATIONS I. Introduction The Ernst Property is located on the south side of N.E. 10`� Street (S.E. 116`f' Street) and also fronts onto Hoquiam Avenue N.E. (142°d Avenue S.E.) in the City of Renton. The property is approximately 2.45 acres sloping to the southeast at an average slope of 3%. The surrounding land uses are residential housing and public education(Hazen High School is on the north side of N.E. 10�' Street). See Figure 1 for vicinity map. See Figure 2 for site map. The proposed improvements include the construction of 14 single family dwellings with related grading, utility, and road construction. The existing 60 foot wide right of way for N.E. 10`� Street will be improved with curb and gutter along the properiy frontage and asphalt thickened edge between from the existing roads 140'�Avenue and Hoquiam Avenue N.E. (142°d Avenue S.E.). IL Existing Site Drainage Conditions UPSTREAM DRAINAGE The site is at the top of a drainage divide so there is no upstream area that drains to the site. A small area of the frontage and the N.E. 10`�right of way west of the property drains to the west and ultimately to the Lower Cedar River Basin. The area that is being impacted in this west draining area is 0.26 acres. This area is currently an existing gravel access road and cleared right of way with shrubs. This area will be mostly paved by this development. However, since the 100-year flows will not be increased by more than 0.5 cfs, this area is exempt from detention per the 1990 King County Surface Water Design Manual (KCSWDM). The existing 100-year flows are 0.12 cfs. The developed 100-year flows are 0.18 cfs. See the Stormwater modeling calculations in the Appendix. ON-SITE DRAINAGE A single family residence currently exists on the site. A number of ancillary buildings are also situated around the residence. The majority of the site is forested with tall Douglas firs. Stormwater generally flows in a southeasterly direction over forest and grass at an average slope of 3%to the existing gravel drive in the southeast panhandle of the site. The flows ultimately reach the Hoquiam Ave. N.E. roadway. See Figure 3 for Existing Drainage Basin Map. The site is approximately 2.45 acres. Including the frontage, the entire basin draining to the east will consist of 2.72 acres. The entire area is situated on Alderwood Series soils, Hydologic Group C. See Figure 4 for Site Soils Map. A small percentage of the existing property is cleared r-- ���ith lawn. The existing impervious area includes the onsite buildings and the gravel road leading to the house. The remainder is scattered trees (modeled as forest). The input used for the Santa Barbara Urban Hydrograph modeling (SBUH) is presented below: EXISTING CONDITIONS COVER AREA CN Total area 2.72 acres Till forest 2.02 acres 81 Till rass 0.53 acres 86 Combined ervious area 2.55 acres 82 wei hted avera e Im ervious 0.17 acres 98 Time of Concentration 300' over grass at 3% - 260' over ass at 2% 39.91 min. The detention pond will be designed to match the 2 (0.23 cfs) and 10 year(0.51 cfs) existing flows and add a 30% factor of safety. See the storm drainage calculations in the Appendix. OFF-SITE DRAINAGE The stormwater flows down the Hoquiam Avenue curb along the new improvements associated with the plat of Scott Glen. A catchbasin approximately 100 feet south of the site captures flo«� and directs stormwater east under Hoquiam Avenue in a 12-inch pipe to a roadside ditch. The ditch flows to the north approximately 40 feet where a 24-inch culvert directs flow under a gravel drive. At this point the drainage swale proceeds towards the east. The swale continues approximately 450 feet to a point where it joins with Honey Creek. At this point Honey Creek is a seasonal stream which flows to the north and, ultimately, west where it joins with May Creek 4 miles downstream. The downstream flow path has no apparent signs of under-capacity, flooding or erosion. See Figure 5 for pownstream Map. III. Developed Site Drainage Conditions The storm events for the Renton area as determined from the KCSWDM Figures 3.S.1C through 3.5.1 H are: 2-year 24-hour: 2.05 inches; 10-year 24-hour: 2.95 inches; 100-year 24-hour: 3.95 inches. The total acreage of the site is 2.45 acres. Including the area of the frontage that will be developed the entire developed area is 2.98 acres. The west basin is 0.26 acres that is exempt from detention per the negligible rate increase (less than 0.5 cfs increase for the 100-year storm event). The total developed area draining to the east is 2.72 acres. A small portion of the westem area of N.E. 10`� Street and the area southeast of the pond will not be captured by the storm drainage system. This bypassed area(0.14 acres of impervious area in the road and 0.14 acres of pervious area southeast of the pond) will be compensated for in the storm detention system so that the total outflow from the site will not exceed the existing flows for the 2 and 10 year e��ents. The site is designed to have 141ots on the 2.72 developed acres yielding a density of 5.15 DU/acre. The developed conditions based on the density is therefore 48.8% impervious area (from KCSWDM Table 3.5.2B). The input used for the Santa Barbara Urban Hydrograph modeling (SBUH) is presented below: DEVELOPED CONDITIONS COVER AREA CN Detained area 2.44 acres Landsca ed area 1.25 acres 86 Im ervious 1.19 acres 98 Time of Concentration Assumed 10 min. The pond has been designed to be a two celled detention pond ���ith the cells divided by a gravel filter window. 2-YEAR EVENT 10-YEAR EVENT EXISTING FLOW 0.23 CFS 0.51 CFS DEVELOPED FLOW 0.69 CFS 1.12 CFS BYPASSED FLOW 0.08 CFS 0.13 CFS POND OUTFLOW 0.14 CFS 0.38 CFS DETAINED VOLUME 3696 CF 5574 CF without 30% increase TOTAL DESIGNED 7350 CF 7350 CF LIVE VOLUME AT OVERFLOW An emergency overflow spillway for the pond berm must be designed to pass the 100-year storm in case of control-structure failure. This must be designed to pass 1.63 cfs (the 100-year storm event). The spillway will be a broad-crested trapezoidal weir placed in the southeast end of the berm. The equation for the spillway is: Q,�= 3.21(L +2.4H)H'� or L= Q,�/(3.21H3;�) - 2.4H2 Using an overflow depth of 0.2 feet, the spillway must be 5.2 feet wide. The minimum design spillway of 6 feet will be used. Biofiltration Swale The biofiltration swale has been designed to be grassed (with a design depth of 4 inches and Manning's n value of 0.35). The design storm is the 2-year storm after it has been routed through the detention vault(the actual sized vault 20'x65'). The peak flow for the 2-year routed storm is 0.14 cfs. . i Using Manning's Equation to calculate the capacityof such a swale: �I Q = 1.49/n*A*Rv3*Svz �I where: Q = 0.14 cfs , n= Manning's n (0.35) A = �b+z*Y) � b =bottom width z= sideslopes (3:1) y=depth (4 inches) R= ��b�'Z*Y)*Y)��+2*Y�l+Zz�os� S = slope (2%) A 200-foot long swale at 2%would need to be one foot wide to handle this flow at the appropriate depth. This swale, flowing two feet on each side (4 inches deep with 3:1 sideslopes), would provide 600 square feet of surface area. An equivalent sized swale would be 100 feet long with a four-foot bottom width. The actual design flow velocity for the 100-year routed storm (1.38 cfs)must be less than 5 fps and can be calculated by the Manning's equation(using a Manning's n of 0.07): ' V = 1.49/n Rz�3 S��z , The 100-year design velocity would be 1.00 fps at a depth of 0.28 feet for a swale constructed at an actual slope of 1.5%. IV Conveyance System Analysis and Design The tightlined stormdrainage system was checked for capacity using the rational method for both the 25-year, 24-hour and the 100-year, 24-hour storms. Flows for each subbasin collected by each catch basin were calculated using a conveyance spreadsheet. See attached subbasin map and "Catchbasin Sub-basin Areas" spreadsheet on the following pages. A conveyance spreadsheet for both storms are attached on the following pages. All pipes within the storm drainage system have enough capacity for the 100-year event. � , -�II . lil V Basin aod Commuoity Plan Areas The site is in the Newcastle Community Planning Area. The site is located in both the May Creek basin and the Lower Cedar River basin. ' VI Erosion/Sedimentaion Control Design Erosion control of this site during construction will be accomplished by utilizing temporary silt fence, interceptor swales along with a sediment trap. Silt fence will be installed in the west basin. Silt fence, interceptor swales along with a sediment trap will be installed in the east basin. Calculation of the required surface area of the pond: Desi�n of Sediment Trap Area Collected= 2.44 AC Q, = 0.69cfs Required Surface Area=2080 SF/cfs * Q, =2080 * 0.69 = 1435 SF The detention pond will provide 2840 SF at the overflow elevation of 471.5. 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' ��� ��� ►���i��wl ���'' ��■�I �����'n���`'� �" �'1 �•� 1{I����R�,(�.�•.. !� � .��!? _ .", `� � ,�_ � _ � /�ilif�i����'1 "��p� ��l�w�� `1�� ...�� .,�i,r•!r�AI�_ � • .��� �* � � .���� ���' :� ��k ����_.�, w_ -� 1 •��.�I�iIt��E�� ��, - � � _ � � � � � . � . � ��� � � .-!�, �� ��� t ��' ��1,�� �� � � ���� . �I Ir ���� �• � - !/ • �R� 1 � I� � , ��j� - ��,t� ��; �� `�� �,�.-.�ww� ,�w ��� ��. . ��►, �. � i� ���� t� � �. �� � � �►� , _���� � �� � �� . �r .� �w � t.�� � � ' ����.r;__•� 'I������� �Z '���► �E,�r� � �I' r 1�� i 1- �� ����I� � ���`� ' �� .� �+�A����� � �� '��� � ' �� i ���►��� ? ��� �r .� �� � ,11 ��w� . � . � .f,'~'�. , ` ��;,,,� _ �� b 1 ! �. / ��iw w i�`Ij � . �-- � � . 1� � , � ' °w�IR�,��� „�c.��►��i� �� �' r �- ,r� ;- r'�:'r _ � , r�►. _�`' / �� _, � �� � � �/��,� �, �►.�,�'� r�nF� , ��,�r' .-�' �,�,�w� ,� , ���; � IM � � � . � �� 'r �" r �►�',I ! _. �. `�!/��,��� � ' � � . �a� � • - ..�sl�t'r/��:�F� .. � � . . , , . . . . . . , ���l������il�i� -'� . . . � � . , '•���1�1��` � . 1 . . « �-,�•'*���ir . , ;�� — — — -- , � - — — — ♦ �"` 6��� t �.. � •1 � 2/7/00 4 : 36 : 59 pm Dodds Engineers, Incorporated page 1 Ernst Property DEI #99064 WEST BASIN (OFFSITE) BASIN SUMMARY BASIN ID: ODV100 NAME : OFFSITE DEVELOPED 100-YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .26 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 95 inches AREA. . : 0 . 10 Acres 0 . 16 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTRACTION COEFF: 0 . 20 TcReach - Sheet L: 225 . 00 ns : 0 . 1300 p2yr: 2 . 05 s : 0 . 0350 PEAK RATE: 0 . 18 cfs VOL: 0 . 07 Ac-ft TIME: 480 min BASIN ID: OEX100 NAME: OFFSITE EXISTING 100-YR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 .26 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 95 inches AREA. . : 0 . 23 Acres 0 . 03 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 85 . 00 89 . 00 TC. . . . : 16 . 70 min 16 . 70 min ABSTRACTION COEFF : 0 .20 TcReach - Sheet L: 225 . 00 ns : 0 . 1300 p2yr: 2 . 05 s : 0 . 0350 PEAK RATE : 0 . 12 cfs VOL: 0 . 05 Ac-ft TIME : 480 min , w , � ._.. . ., I �I V I � I I I� O ------------ I I � �I . . � � � jl I �Io - - _ __ _ � � n I � ; I � � • �� • 0 I V ' � � �'I ' �r t ° �� � � ,'i / ' � � ; � � � ; ; � �, , �i ' � �� � � _ � ' �' � / , � � I ',, '� � � � ., � � �, � � � � � � ,, , ,, � � � � � � , �� � � , �b `'1 �, , , � � � � \ — - �' ' �`' � ''� 1� Ii � ' � + � � �r � � `, 1 , , , � , / ( I . ' I � ; ` %' ; ;� , � „ , , '�,,1 � , � � 1 � t 1 I 11 1 ^�1��/ � � \ ,\ ` 1/ / � ., 1�� \\ �� 1 � 1�.%;�I��/ , 1� \ I . `'�, � '�� 1 � %�� II _ I �' // 1 ��. li I 1 / � II r I I ' / yJ\ 1 1 I It I I � : I i ' �., ' r � ,. � I I i �', ti I �� � I i � �, - � , � I i 1 / � � 1 � I % I I ' I II ` ' �/� � � I 1 i I' /`I �• I i� ! I �{1 I I I � � � �� 1 I I � � ; � � ,�� � � ; �� � �I I I , � � I ; '�� li '�. � � � i I � � � � � � � � ,, , � , , ; �� , , � , I �� i � � �� � I ' , � � , �:�,� / ��\ � . I � / / � � �1 �I � � � / / 1,-, i , I � / � / I � �I !I ' � /� � � /� ��; I ii i I �� � � � �� j 1� � � / � '. / / / � I�; I / � / � � � !� / / i �' ' � / i / / / I� I � � r;.-�� /� � � �� � - { , / / �; � `� ;� ` � � / / % � POND PLAN � ; � ,� \ �, � Ernst Property . � � DEI Project # 99064 �`� POND VOLUME CALCULATIONS DEI # 99064 ERNST PROPERT LEVATIO INCREMENTAL TOTAL LIVE VOLUME VOLUME VOLUME SI SF CF CF CF 468.0 2.0 800 �: e�=.s� 0 0 '`468:5 0.5-F�ET=DEAD�STO u3,160 "_� �`790 ." 4�. 470.0 5.9 2360 �y` }�_�'` 2,370 1,823 m471`5 :�' �;, 6,G40 :7,350 5,654 472.0 10.7 4280 ��:��. . ...: j ��-.�'` 9,U10 6,931 "' �` 4.800 �f � 0 ��..��: ����; 473.0 13.3 5320 13,810 10,623 � 2/3/00 1 :48 : 8 pm Dodds Engineers, Incorporated page 1 ERNST PROPERTY DEI #99064 , --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: BYP002 NAME: BYPASS 2-YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 28 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 05 inches AREA. . : 0 . 14 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 08 cfs VOL: 0 . 03 Ac-ft TIME: 480 min BASIN ID: BYPO10 NAME: BYPASS 10-YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 28 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 95 inches AREA. . : 0 . 14 Acres 0 . 14 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTRACTION COEFF: 0 .20 PEAK R.ATE: 0 . 13 cfs VOL: 0 . 05 Ac-ft TIME: 480 min BASIN ID: DEV002 NAME: DEV SITE 2-YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 .44 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 05 inches AREA. . : 1 . 25 Acres 1 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 69 cfs VOL: 0 . 27 Ac-ft TIME : 480 min BASIN ID: DEVO10 NAME: DEV SITE 10-YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 44 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 95 inches AREA. . : 1 . 25 Acres 1 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTR.ACTION COEFF: 0 .20 PEAK RATE: 1 . 12 cfs VOL: 0 . 44 Ac-ft TIME: 480 min 2/3/00 1 : 48 : 8 pm Dodds Engineers, Incorporated page 2 ERNST PROPERTY DEI #99064 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: DEV100 NAME: DEV SITE 100-YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 .44 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 3 . 95 inches AREA. . : 1 .25 Acres 1 . 19 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 86 . 00 98 . 00 TC. . . . : 10 . 00 min 10 . 00 min ABSTR.ACTION COEFF: 0 . 20 PEAK RATE: 1 . 63 cfs VOL: 0 . 63 Ac-ft TIME : 480 min BASIN ID: EX002 NAME: EXISTING SITE 2-YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 72 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 05 inches AREA. . : 2 . 55 Acres 0 . 17 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 82 . 00 98 . 00 TC. . . . : 39 . 91 min 39 . 91 min ABSTRACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 .2400 p2yr: 2 . 05 s : 0 . 0300 TcReach - Shallow L: 260 . 00 ks : 9 . 00 s : 0 . 0200 PEAK RATE: 0 . 23 cfs VOL: 0 . 17 Ac-ft TIME: 490 min BRSIN ID: EXO10 I�IAME: EXISTING SITE 10-YEAR SBUH METHODOLOGY TOTAL AREA. . . . . . . : 2 . 72 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE . . . . : TYPElA PERV IMP PRECIPITATION. . . . : 2 . 95 inches AREA. . : 2 . 55 Acres 0 . 17 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 82 . 00 98 . 00 TC. . . . : 39 . 91 min 39 . 91 min ABSTR.ACTION COEFF: 0 .20 TcReach - Sheet L: 300 . 00 ns : 0 . 2400 p2yr: 2 . 05 s : 0 . 0300 TcReach - Shallow L: 260 . 00 ks : 9 . 00 s : 0 . 0200 PEAK RATE : 0 . 51 cfs VOL: 0 . 32 Ac-ft TIME: 490 min 2/3/00 1 :48 : 8 pm Dodds Engineers, Incorporated page 3 ERNST PROPERTY DEI #99064 --------------------------------------------------------------------- --------------------------------------------------------------------- HYDROGR.APH SUMMARY PEAK TIME VOLUME HYD RUNOFF OF OF Contrib NUM R.ATE PEAK HYDRO Area cfs min. cf\AcFt Acres --------------------------------------------- --------------------------------------------- 1 0 . 143 800 11904 cf 2 .44 2 0 . 375 570 19092 cf 2 . 44 3 1 . 380 500 27397 cf 2 .44 2/3/00 1 :48 : 16 pm Dodds Engineers, Incorporated page 4 ERNST PROPERTY DEI #99064 --------------------------------------------------------------------- --------------------------------------------------------------------- STAGE STOR.AGE TABLE CUSTOM STORAGE ID No. POND Description: POND WITH 30% FACTOR OF SAFETY STAGE c----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> STAGE <----STORAGE----> (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---cf--- --Ac-Ft- (ft) ---Cf--- --Ac-Ft- 468.50 0.0000 0.0000 469.70 1458 0.0335 470.90 4122 0.0946 472.10 7300 0.1676 468.60 121.53 0.0028 469.80 1560 0.0363 471.00 4377 0.1005 472.20 7669 0.1761 468.70 243.0'7 0.0056 469.90 1701 0.0391 471.10 4632 0.1063 472.30 8039 O.1B45 468.80 364.60 0.0084 470.00 1823 0.0419 471.20 4688 0.1122 472.40 6408 0.1930 468.90 486.13 0.0112 470.10 2078 0.0477 471.30 5143 0.1181 472.50 8777 0.2015 469.00 607.67 0.0140 470.20 2334 0.0536 471.40 5399 0.1239 472.60 9146 0.2100 469.10 729.20 0.0167 470.30 2589 0.0594 471.50 5654 0.1296 472.70 9515 0.2184 469.20 850.73 0.0195 470.40 2845 0.0653 471.60 5909 0.1357 472.80 9885 0.2269 469.30 972.27 0.0223 4'l0.50 3100 0.0712 471.70 6165 0.1415 472.90 10254 0.2354 469.40 1094 0.0251 470.60 3355 0.0770 471.80 6420 0.1474 473.00 10623 0.2439 469.50 1215 0.0279 470.70 3611 0.0829 471.90 6676 0.1533 969.60 1337 0.0307 470.80 3866 0.0888 472.00 6931 0.1591 2/3/00 1 :48 : 16 pm Dodds Engineers, Incorporated page 5 ERNST PROPERTY DEI #99064 DISCHARGE STRUCTURE LIST COMBINATION DISCHARGE ID No. COMBI Description: Structure : RISER Structure : Structure : ORIFI Structure : Structure : NOTCH WEIR ID No. NOTCH Description: NOTCH WEIR Weir Length: 0 . 3330 ft . Weir height (p) : 6 . 5000 ft . Elevation : 471 .20 ft . Weir Increm: 0 . 10 MULTIPLE ORIFICE ID No. ORIFI Description: ORIFICE STRUCTURE Outlet Elev: 468 . 50 Elev: 468 . 50 ft Orifice Diameter: 1 . 8750 in. RISER DISCHARGE ID No. RISER Description: Riser Diameter (in) : 12 . 00 elev: 471 . 40 ft Weir Coefficient . . . : 9 . 739 height : 473 . 00 ft Orif Coefficient . . . : 3 . 782 increm: 0 . 10 ft . 2/3/00 1 :48 : 19 pm Dodds Engineers, Incorporated page 6 ERNST PROPERTY DEI #99064 --------------------------------------------------------------------- --------------------------------------------------------------------- LEVEL POOL TABLE SUMMARY MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE <--------DESCRIPTION---------> (cfs) (cfs} --id- --id- c-STAGE> id (cfs) VOL (cf) 2-YEAR ....................... 0.15 0.69 POND COhIDZ 470.73 1 0.14 3695.64 cf 10-YEAR ...................... 0.38 1.12 POND COhIDI 471.47 2 0.38 5573.68 cf 100-YEAR .... ................. 0.00 1.63 POND COMBI 471.65 3 1.38 6028.38 cf li I � CB 5 rna�s�rr�v�aiu d/4, 14J8"RAO. C7R. GRT. �£RDCAL CURB(OFFSIIfJ � _ - TYP£/, ROLL£0 CURB 6RATE 70 ROLL£D CURB(ONSlI�J INLET 6A ; � ;� _.: _, ,' ATRAMP(TYPJ STA St1B, T0.5�LT. �� v\`,�� ' � ��/ , . � . ' ,-' . - ; �. . : z "' ' , �..`- , -- _ _ <s'r : �'. �� �- �--- ; . .. :.:._ -�:, _ ..,.. � .. _ .. � �,_ r � , � _..-- . -._ ..� - - - � ' _ ' �-"- ... -. ... _ ... . . . _ . ; � -� ----- ---_. � .-.-----� . � :..; ! _ .. _ �. _.� - - -- ��----� -� ' -�--� � - -::� ' � e .._ �-.., _. � _ -_ ._.' __._� _. .._. _ —_-� _ --.- - _. _.. ' _ _ .. .. . _ . n.. 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';' �' � �'�3:7 ASPHALT TAPfR .. . _. _.. . � I .1_ _____._---_ .. -_-. -- " �'\ �� � . _ � �B �1S%�sr�ut r awna _ . � FROM 1+BB 12�RT. � . '� ' , � s STA S�16'RL ro . ; _- - ro 1+00, 16'RT. ' CURB RAMP AT (7YP J ; j su c..iz.�z•er. � r i < W/12.1 S/G1E FLA PER � 1 '';h � '� O■�� � �Q � I COR. S7D PLAN S I �o , p � I p ^ � j 11��� 12 /�p A 13 � I@ i J TYPE l i I � � � i C.p `t 14 �ry 12 '' S T A 5+1 8, 7 5.2 5"R T. i � u � .+ ,,," `G� O�4 � rYPE ROLLED.CUR RA ■ ,�� � � , ; i _._---- RIM 4 7 9 0 v. ' ; : ! ' 1 I 12" lE 473.07 �,• � � ' � '�''�` � � ' � , i1 ' i . a&"� " � .. ;;�� 2 _ � � � - ---- � • � ,�' \ . .__ i 1 . -.. . _....----_.. . � . , � i , , � r ___ %�'S1 . . � _. _._ _ �. i i �� �U" / ' ,o- ;_ - . , � �, '� CB .3 , _" % �� ' - - / � 'a ' rYPE i ROELED CURB GRA TE � ,� _ �� � { %��0 � ' �; p.�� . 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Rurosnainx �'ir'-iNm[ dO�WI# 5t10�Aa:ialv� �:�oNR�f :: 'F'u�Fs.ry:iu.)+rr 21V3A OOl �W210,LS NJIS�(1 SN:�A3,LS'21 �A8 43NVd�21d b9U66 �2l�8Wf1N 80f A.LN�dONd,LSNN� ��WVN 90 � S3HJN1 S6'£ �'I'1VdNIV�1NH-6Z A.LNflO:)7N1)1 �NOI.LVJO'1 .: rTSI�C�y�fy Y,�i��Ct I C'�.'�'1\T'(�* �A ►T(1'1 iATV!'\�Cr 1��J 7�.�11 V\I 7ik�3 �Jl�t � t� 11�1�11:J�:./ 1�y.(Iw 7 ! ► � , , ,. ,.,. ;,,_,. . , �. ..�.�.� .:�:�:�:� � �.�.� .�.��� �.�:� � � :.:��. �...�....�� ..�..�.� �i.;�.i.�BACKlYATF.R:CAI:I:UtiATfdNS.� -.,,., . .:.:, . .:.. . ..,... . . ..�..... . .... .....,....�.�.. ..... ....... . . . .�. ...... ....•. • . . .. .InB NAME: ERVST PROPERTY PREPARED BY: R.STEVF.NS I .IOR NIIMRF.R: 99064 DESIGN STORM: 100 YF.AR ENTRANCE ENTRANCF: t:Xl"I' OU7'LET INLET APPROACII BEND JUNCTION PIPE PIPF. MANNING'S OUTLET INLET PIPE FLOW VELOCITV TAILWATER FRICTION HGL IIEAD HEAD fON'I'NOL CONI'RUI. VELOCI7Y HEAD HEAD HEADWATER '� FROM TO FWW LF:NC7'H DIA. n F.I.F.VATION ELEVATION AREA VELOCITY HEAD ELEVAIION I.O55 ELEVATIUN LOSS LOSS ELEVATION ELF.VATION Hf:AD I.OSS LO55 ELEVATIOIV CB CB CFS FEET IN VALUE FEET FEE SQ FT FT/SEC FEE FEE (FEE FEE FEF.T FF.F.T FEE'I' FEEI FEE FEE FEE FEE RIIN F.1. 2 PQND 2.9 106 12 0.01: 4ti8.00 47214 079 372 022 471 b5 0 60 47324 0 04 022 473.50 0.00 0.05 OAO 0 00 473 44 476 2 3 2 I,5 96 12 OAl2 472.24 472.92 099 1.86 0.05 47J.44 0.14 473.92 0.01 0.05 473.98 0.00 0.02 0.00 0.00 473.9G 477 R3 4 3 I.0 32 12 OAl2 472.92 47307 0.79 123 0.02 473.9ti OA2 474.07 O.W OA2 474.10 0.00 0.02 0.00 O.IX) 4740N 4779 i 5 4 0.9 84 12 0.012 473.07 473.56 OJ9 1.09 OA: 474,08 OA4 474.56 000 OA2 474.58 0.00 0,00 0.00 0.00 474.58 47R56 I 6 5 0.3 102 12 0012 473.56 474,07 OJ9 0.44 0.00 474.58 0.01 475.07 O.W 0.00 475.07 0.00 0.00 0.00 0.00 475.07 477.58 '�. 02/17/2000 DODDS ENGWEEPS,WC PAGE 7 L- - ----_ -