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36067 SDP 2008-902 Madison SquareON _, �u3 �i PRELIMINARY DRAINAGE STUDY MADISON SQUARE City of La Quinta, California March 11, 2008 Prepared for: Sobel Development Company, Inc. 420 South Beverly Drive, Suite 200 Beverly Hills, CA 90212 ph. 310- 277 -4697 fax Revision History Report Prepared By. W 40810 County Center Drive, Suite 100 Temecula, California 92591 -4679 a 951.676.8042 telephone 951.676.7240 fax - CONSULTING Engineer of W ,ptV Contact Person: Michael S. tton, P.E. Lynn Johns n RBF JN 20- 100893 v l PRELIMINARY DRAINAGE STUDY MADISON SQUARE City of La Quinta, California March 11, 2008 Prepared for: Sobel Development Company, Inc. 420 South Beverly Drive, Suite 200 Beverly Hills, CA 90212 ph. 310- 277 -4697 fax ® wnn CONSULTING Revision History Report Prepared By: 40810 County Center Drive, Suite 100 Temecula, California 92591 -4679 951.676.8042 telephone" 951.676.7240 fax Engineer of Work/ Contact Person: Michael S. Sutton, P.E. Lynn Johnson RBF JN 20- 100893 SECTION 1 INTRODUCTION 1.1 BACKGROUND II' The project is a commercial development consisting of developing approximately 8.5 acres of vacant land. The site is located in the City of La Quinta at the northeast corner of Highway 111 and Dunes Palms Road (see Figure 1). The property is a retangular shaped parcel and the existing land cover consists of desert brush. The overall site ' topography is gently to moderately sloping towards the Whitewater River. Stormwater runoff from the project site presently drains in a north to northeasterly direction and discharges directly into the Whitewater River. There are no onsite improvements. 1.2 OBJECTIVE ' The purpose of this preliminary study is to provide the hydraulic and hydrologic calculations to support the improvement plans. The study specifically accomplishes the following: ' Determine the post - development 10 -year and 100 -year discharges according to the latest grading plans. ' Locate catch basins at all low points, and where the street capacity exceeds the top of curb for the 10 -year storm and right -of -way elevations for the 100 -year storm. • Provide catch basin sizing calculations. SECTION 2 HYDROLOGY 2.1 APPROACH AND METHODOLOGY ' The hydrologic analysis described in this report was performed in accordance with the criteria and procedures outlined in the Riverside County Flood Control and Water Conservation District Hydrology Manual dated April 1978, referred to hereafter as "Hydrology Manual ". ' Hydrologic calculations were performed to determine the surface water runoff associated with the 10 -year and 100 -year storms from the project watershed. The rational method analysis was used to determine these discharges. ' 2.2 RAINFALL INTENSITY The 10- minute / 60- minute intensity values (inches /hour) for the 10 -year and 100 -year storm events, were obtained from Plate D -.4.1 (2 of 6) for Cathedral City, are 2.77/0.98 and 4.52/1.60, respectively. A copy of Plate D -4.1 (2 of 6) is included in Appendix A. 2.3 HYDROLOGIC SOIL TYPE Hydrologic soil types were taken from the National Resources Conservation Service (NRCS) Soil Survey for Riverside County, Coachella Valley Area, California. Figure 2 shows a portion of the survey with the project boundary overlaid. As shown on Figure 2, the site is located in a mixture of soil types "A" and "B ". For conservative purposes, soil Type "B" was used in the hydrologic analysis. A more detail break down of the soil types will be performed during the final engineering drainage study. 2.4 DEVELOPMENT TYPE The proposed development is.based on commercial land use. The Hydrology Manual recommended value of 90 percent impervious was used. 2.5 DRAINAGE AREA AND FLOW PATTERNS The drainage area and flow patterns for the proposed development were determined using the Preliminary Grading Plans. See Figure 4. aN, 2.6 OFFSITE DRAINAGE f J. Under current conditions, there are no offsite flows impacting the site. See Figure 3. The project site is located adjacent to the Whitewater River and drains directly to it. The site is currently bounded on the west by Dunes Palms Road and on the south b ighwa 111. These streets will convey any offsite surface flows away from the site. 2.6 HYDROLOGY RESULTS A hydrologic analysis was prepared for the project wa hed r o osed Preliminary Grading Plan improvements. The rest m -year and 100 -year flow �� discharging from the site into the Whitewater Ri er are 26.5 cfs and 43.2 cfs, respectively. The supporting rational method cal a included in Appendix B. / SECTION 3 HYDRAULICS The proposed underground storm drains will contain the 100 -year flows and its hy raulic grade lines will be at a minimum, one -foot below the gutter flow line. Based on the ��,s �fQ``�'� '•y'`� Preliminary Grading Plans, there will be only one outfall draining to the Whitewater� River. See Figure 4. \cy Catch basins were sized in accordance with the Federal Highway Administrations (FHWA) HEC -22 Urban Drainage Design Manual" per the City of La Quinta Engineering Bulletin #06 -16. "FLOWMASTER" computer program by Bentley Systems Inc. was used to perform these calculations. Co 2.6 HYDROLOGY RESULTS A hydrologic analysis was prepared for the project watershed reflecting the proposed Preliminary Grading Plan improvements. The resulting 10 -year and 100 -year flows discharging from the site into the Whitewater River are 26.5 cfs and 43.2 cfs, . respectively. The supporting rational method calculations are included in Appendix B. SECTION 3 HYDRAULICS The proposed underground storm drains will contain the 100 -year flows and its hydraulic grade lines will be at a minimum, one -foot below the gutter flow line. Based on the Preliminary Grading Plans, there will be only one outfall draining to the Whitewater River. See Figure 4. Catch basins were sized in accordance with the Federal Highway Administrations (FHWA) HEC -22 "Urban Drainage Design Manual' per the City of La Quinta Engineering Bulletin #06 -16. "FLOWMASTER" computer program by Bentley Systems Inc. was used to perform these calculations. 2.3 HYDROLOGIC SOIL TYPE ' Hydrologic soil types were taken from the National Resources Conservation Service (NRCS) Soil Survey for Riverside County, Coachella Valley Area, California. Figure 2 shows a portion of the survey with the project boundary. overlaid. As shown on Figure 2, the site is located in.a mixture of soil types "A" and "B ". For conservative purposes, soil Type "B" was used in the hydrologic analysis. A more detail break down of the soil types will be performed during the final engineering drainage study. 2.4 DEVELOPMENT TYPE 1 The proposed development is based on commercial land use. The Hydrology Manual Y 9Y recommended value of 90 percent impervious was used. 2.5 DRAINAGE AREA AND FLOW PATTERNS The drainage area and flow patterns for the proposed development were determined using the Preliminary Grading Plans. See Figure 4. 2.6 OFFSITE DRAINAGE Under current conditions, there are no offsite flows impacting the site. See Figure 3. The ' project site is located adjacent to the Whitewater River and drains directly to it. The site is currently bounded on the west by Dunes Palms Road and on the south by Highway 111. These streets will convey any offsite surface flows away from the site. 2.6 HYDROLOGY RESULTS A hydrologic analysis was prepared for the project watershed reflecting the proposed Preliminary Grading Plan improvements. The resulting 10 -year and 100 -year flows discharging from the site into the Whitewater River are 26.5 cfs and 43.2 cfs, . respectively. The supporting rational method calculations are included in Appendix B. SECTION 3 HYDRAULICS The proposed underground storm drains will contain the 100 -year flows and its hydraulic grade lines will be at a minimum, one -foot below the gutter flow line. Based on the Preliminary Grading Plans, there will be only one outfall draining to the Whitewater River. See Figure 4. Catch basins were sized in accordance with the Federal Highway Administrations (FHWA) HEC -22 "Urban Drainage Design Manual' per the City of La Quinta Engineering Bulletin #06 -16. "FLOWMASTER" computer program by Bentley Systems Inc. was used to perform these calculations. a tl� 1 \ mow` • .. a R rKA -- f-3 d $ City Bounda ry � ;t:a«•• �n 't `�, � �•��.m �` :mot. � . .. � :� psi•' '� -`•fit ti nom^ adY! as a .w��.Q boa ° t � �> .. w ' +t` ..�,. sx t„ . , $• Br�a'��33as wa•Nk: 1V� s <d sm's t y _ 'fj^ �yf,� ,tea �•�0 a • p • � «.. \ • ,.. Fi e'°'S+t'^'+ .rda �� } q 7 i ! d+ � �. � s ra.P�4a f g� w�� •' � '�'�' 'kd t ,� afa>a'.wv s-.a me•► ►� �Ci__;!•'�P "`�a "<e'6.7 � �' � � i��A .w, � �, �^t . a s P �<t` •8 a •ri � e ",:.: 1}�.. Ft .'':,xKC..,, pit ... rh ' ); •.. x.` •Q n'`,i. �• F �,! ','a "'4v ;1A +1� .... /f +<ttff� :w'a " � `� '' ,+e.,�, - o : +r: � � 41 � 'rxY �'..4 r s.. ►a b rtt' j � + � �'i .�'a Ae's�t•adts; m., � _ 1. � ,'+ v— <'s.^Fi� �x �Rtg`�a 71* � t �'.Ct��ar�� 'tG. '.....�., —."a. #aitft.. ,• v.�+a+ s. r "7 ae?a a e �, #i�._ggr �f;.O :s + «. r;,lt ° ��,@'• jjgd;�+�mF'ab yx�m'u'-n'+�•"i f�N. ea 1fmWndv 't Ts r PROJECT ! +A >~ t►".i Rig- t �. .�iNh',,'.. 4`ID*,{ �..� cSa`�$s, s..,. •v Y'h. A! t e?iS ,f�, r}� xt �{.^�.. s,.a• r �` t a ��'#n�'`f4'i ", tv� iSr 9' v,3 cJ ��=� `a' �aRa Ei �StJ"'• +"si� � t! S� � L+ /W, 2 �!. _ 10. •oN Y1,�. » iY{T.13 . fir. &R a �� a ! I A' 4 a. 7 !,}gip T+?'.!tl!� Ai rf< :' t .♦ �".� Ja- $� s...x �.d _!• a . ijj ,+. t • Y a a.*n .0 axnmww >3.r k N ,t� «: N X62 a �. ' • . �" .,.� a stL� erg. HFg wad it ,,..^^^^�,,�� '�y .•.y fa ew L- tT. w a.. .:s.H>< d `'� 6= t � s i ..3 ,t •L,,,�S1fC N.. ar t•j". x� ESL SUS � 'B Kw .�» •��F'd$�¢ -a• A"6i �� ' f` t•• °Q+�, � ^° �� I � °4 f. _�"��` ^^�t :? °�.�'�es�. �•�Atdyti{ *tom -i_ . ;'f .• `'t »ai Will 6'�'�s ads v�4wmq�s'xb•43 ip,im a• d` t,Atsali .f ,�.,wwaees.a�c.p. }€r as a }, <. a a�a•u" '° ! a': (" 'f• m , - gdRSgB'ky +:E Z`ifEr•lioi•'.' #}o`ptr, ... r^`"'• ; p a�w; { j'`ia' i,At'1 A r t�sa•i.•w�.ii . _.' .... � � . � -,� � '" 4,�T ^�A i11 �- :p•r,a.m•. d 4°�Il��p�yyss 1 a � 4 R1. D•.t. . '' �,} � t «x. *� ��a... .K� •i�wa �. .. �3e Ra+.sA�sniisn x i•- x!011,, a.< " .� �, `' .. j .>..e q•el .. of asd'j.}a �?'VtlFq � �6i� I :. lAh143 RAs•»:a,.tb'.a t ss �qrv. M� i l ► i »i.t:.- .sa•• ��b Ari ►d d+}�(3,a A1iw,S��d° �# A �i 111 t fi. > �f3 t°? i' fk i}: wi'"�iit ♦eb da xrn �a xse "> i• ",r:- 9 't., .:.+•at b..,.y�4�.fY Y Ie:' . �? rW ilss r� +'4�frA� :d, . Wl VA . ! �f r t •. yy»�s s• aa. up;aealb$f�,��.,i ay +•t � F11v .. V OR :r QF . 9 i ° gg y dffi to .� a= +� ip M ps%1• '+ /sswa F «, ,.; ,,..Y. Ix Ass F. ;e 1a a`f'L�rnaty . ^� +�n' t g,'�.'r""iww& ,g jj SOBEL DEVELOPMENT sra {,a' '.�� Mir ,� +Ck _ ry�CnaAw<» ♦r� }s iCYe 6ae h '�.'is . R +d.4 a MPANYINC FIGURE 1 RBF. °° ■ ■ Madison Square wrmwis.•naxenra M.M. sate IM Hydrologic Soil CONSULTING mwzwAoko '' = Group Map low, W-1, M r I to ",. i w SOBEL DEVELOPMENT COMPANY INC. FIGURE 3 Madison Square Offsite Area Map x > ""MW % %MMTRMTPON RB OHNE BUTS 10C ONSULTING ,e.uu.cwF ° " ",n 9s a,ao: 9fi 3)fi 9CN� IP:. 9516ifi.):AO wax•RBFCwn i w SOBEL DEVELOPMENT COMPANY INC. FIGURE 3 Madison Square Offsite Area Map 3.1 CATCH BASIN SIZING The design discharges tributary to each proposed catch basin w results of the rational method hydrology calculations. The prop been designed to intercept the 100 -year flows with the maximu to one foot or less. A 50- percent clogging factor was used to det size. The supporting catch basin sizing calculations are included Table 1.0 Catch Basin Si7P_C N -a:* �1") XIV .L . Q�r G re obtained from the G4,,7 :d catch basins have ponding depth limited �1�7 r e h basin Appendix Hydrology Node Type Street Slope 100 -Year Discharge cfs 100 -Year Discharge Inter ce ted Size - length x width 11 Curb Sump 1.2 100% 3.5' 12 Grate Sump 7.0 100% 2' x.2' 16 Curb Sum 9.2 100% 7.0' 21 rate Sump 12.7 100% 3'x 3' 36 rate sump 6.6 100% 2'x 2' 37 rate Sump 4.8 1 100% 2'x 2' �✓r,•• �,:`M gJc.�cC ��e- yl Sic- �HVJ�t i�c� -'L2. SECTION 4 ONCLUSION Methodology use i this study is in compliance with the Riverside County Flood Control and Water Conservation i ia. L/ Catch basins were sized to pick up the 100 -year discharge with maximum ponding depth limited to one foot or less. There are no anticipated negative downstream or upstream impacts. Final drainage study will need to include the storm drain hydraulics.. 3.1 CATCH BASIN SIZING The design discharges tributary to each proposed catch basin were obtained from the results of the rational method hydrology calculations. The proposed catch basins have been designed to intercept the 100 -year flows with the maximum ponding depth limited to one foot or less. A 50- percent clogging factor was used to determine the catch basin size. The supporting catch basin sizing calculations are included in Appendix C. Table 1.0 Catch Basin Si7PC Hydrology Node Type Street Slope 100 -Year Discharge cfs 100 -Year Discharge Intercepted Size- length x width 11 Curb Sump 1.2 100% 3.5' 12 Grate Sump 7.0 100% .2' x 2' 16 Curb Sump 9.2 100% 7.0' 21 Grate Sump 12.7 100% 3' x 3'. 36 Grate Sump 6.6 100% 2'x 2' 37 Grate I '.Sump 4.8 100% 2' x 2'- . SECTION 4 CONCLUSION Methodology-used in this study is in compliance with the Riverside County Flood Control and Water Conservation District criteria. Catch basins were sized to pick up the 100 -year discharge with maximum ponding depth limited to one foot or less. There are no anticipated negative downstream or upstream impacts Final drainage study will need to include the storm drain hydraulics., y Q APPENDIX A I LIMITAT ION.$,A; TC` zoo I.- Maximum loo: 1000 1 -190 —900 —80 RO' :K -'7 0 .700: .100. 60� 'C 'o 260 1600 E CL � 60 I LIMITAT ION.$,A; 20,_ zoo I.- Maximum tondih =4666' IZ —150 —400 :K o 30 .100. 260 Undevelop ,t'X MOLU. 350, loo 25. !60 -80 5 68 Und tope-d . (9) L=550"*,H,:=,5.01,,K..=:Commercial 7- 3'001 .20. gio` 260 12 FS I LIMITAT ION.$,A; 20,_ zoo I.- Maximum tondih =4666' IZ —150 9. :K V. .100. I LIMITAT ION.$,A; 20,_ I.- Maximum tondih =4666' 2. Maximum. area= Acras 25 — :K V. .100. 260 Undevelop ,t'X MOLU. loo Good Co. !60 -80 5 68 Und tope-d (9) L=550"*,H,:=,5.01,,K..=:Commercial 3. 8., .20. -P. c Covet or. .Single - Famjjy_ .(1/4 Ac4) 'o. jY .6..— 8 o. L. 0 15.. — 16 -.1 . 7 E 20,_ c 25 — :K L-H—Tc-K—Tc 30. Undevelop ,t'X MOLU. !E Good Co. 2 Und tope-d (9) L=550"*,H,:=,5.01,,K..=:Commercial -P. c Covet or. .Single - Famjjy_ .(1/4 Ac4) 'o. jY .6..— 8 o. L. 0 15.. — 16 -.1 . 7 E 20,_ c 25 — KEY L-H—Tc-K—Tc 30. ,t'X MOLU. !E (1) Kt!Si6.016'FdMll,y{1/4.Ac.). Development ,I.Td:.=I�2'.6.,*min. (9) L=550"*,H,:=,5.01,,K..=:Commercial ;\ . o Lppc QNrRQL APN 600 - 390 -021 I Q/ w � V (� �y ��S` / �� rah !f '`; 'I � + • i APN 600- 010 -009 4c f� jyl 1� _ - • jel SAS / ` �` Ld h° `^ I I I !' I / 1 \�( / 1� •= =r i pq.. _ ` O Cv Je BOU'/vpA -_ XIV �`� c � � j,/ r- �.....:- _._, •,T r `7 I \,! i� )` �' ! I 1 jri I_FF -'62.0 '! F / `� P, D=62 j t PAD =6, 1 -- iP °�`! - _ k K ' ;� �; ,r i � ltf i (I� ° \ �s \ \ ; \ S .RI f�°"� % °;. , \ � \ k, ` \ \ ` \ j\ / .. "\�`lL' - - i r i ' b- �`0_:- 3 %(r\.i. 6� ' •'b II / j _ .. _ : _ _ — -•' _ 4 ------ - - - - -- 0.p AD_ S .. --f-PAD-6 � _ 5 ORPQR � ` Ff =6C ENTER 80 E - - - t� �3 �` V �/ ^ � � �` . , fiYi� r'•' \ ri ti � v ° '" �� \ .Jl � ¢ � - - - - - II -- � - I, I �/ � \ I �1 I ' i! II I I It ' \ , I i / I I \ I t`,� 0 1 I I , I 'iI I ; � � %t�,3) i I I ' � ; �I �I i � t / , 2i ! ' I � I r . I ! I �/ II JI \ , � ! I ( ? ! `,q .-" � I I / I I r I ' t ! rt ? . I i ( I i I I . - � > . � I 3 ' � ' � / ! 3 P/ 4\e t 7 . _ - = \ ; - __ } A �- �.` `� � � — �� \ 0 • � \ _ \ \.l _i , f � j I `' l , >1t _ \ \- 3 \ . - � - ' � 'n `.%S � ` _ a . � , ! �rI 'L ( ' ' ` t= �, a '. Q—. _� _ � ' \ � � I /1 ��\ � "_,` �1\ �i _ /° 2�� . '° ' --' ,� miT B ` j I - J l --/ _ _ - �- �`` /j _ _ ' �I �I - J- ; r`t _ \ 1-•i\ \ fl—�\s -p \ \ -'r` _ -t E t X_ I � I\ l S. T1Z ; YI, � _ N G� G _At' .-- -_ S / t • i L ' . - - ' - (- - l - i ---TDRIVE A, /NN ' ,' ILDING 3 APN 60 - 23 —i PN 60- - �i 0- - -- - -�I 0 3. ( I - � - -% 0 - - ' 01 6 X0 SQ. FT. 2 J .f , W � � ` • � \ 20 � 1 0 j z.1 \< - -- -------- 3.14 %I Le -7 V I Cj— ' J LEGEND 12 2 BUILDING 4 ,7 ,r , ,z ,10 Node Number A. C-9 ■ Catch Basin ,o,OZZsQ T. 2.7 Q 3 0 A D -6 UILDING F w Path l 3,265 �Sub - rea Boundary ry ' 0 ;9 % Water ed Boundary -P D 65 Vww BUILDNG 5 �� Storm Dr 5,352�FT LCY APN 600- 3 N Sub -Area D PA 62.0 FSG is Itzt -T Area (ac) ( ,' TING PbWER POLE (TYP,) EXIS ¢ EVELOPM E t VN � f - ' T N COMPANY INC. 80 0 80 Feet � RB &GV L ' ' ,•—'. — �L.c,----- �_ —_ —_. DEMN CONSTRU N Madison Square Developed Conditions z CONSULTING . +. .¢cvn Hydrology Ma 7D < n "< �v r 'D r m v N O 0, a) CATHEDRAL CITY v..w�avn rmr -mur b. MINUTES 6 DURATION FREQUENCY 10 100 4.21 YEAR YEAR 5 4.14 6.76 6 3.73 6.08 7 3.41 5.56 8 3.15 5.15 9 2.95 4.81 10 2. T7 ♦.52 13 2.62 4.28 12 2.49 4.07 13 2.38 3.88 14 2.28 302 15 2.19 3.58 16 2.11 3.44 17 2.04 3.32 18 1.97 3.22 19 1.91 3.12 20 1.85 3.03 22 1.75 2.86 24 1.6T 2.72 26 1.59 2.60 28 1.52 2.49 30 1.46 2.39 32 1.41 2.30 34 1.36 2.22 36 102 2.15 38 1.28 2.09 40 1.24 2.02 45 1.16 1.89 50 1.09 1.78 55 1.03_, 1.68 60 .98 1.60 65 .94 1.53 70 .90 1.46 75 .86 1.41 80 .83 . 1.35 85 .80 1.33 SLOPE = .580 RAINFALL INTENSITY - INCHES PER HOUR CHERRY VALLEY FREQUENCY MINUTES 6 DURATION FREQUENCY MINUTES 100 4.21 YEAR 10 100 4.39 YEAR YEAR 5 3.65 5.49 6 .3.30 4.97 7 3.03 4.56 8 2.82 4.24 9 2.64 3.97 10 2.49 3.75 11 2.36 3.56 12 2.25 3.39 13 2.16 3.25 14 2.07 3.12 15 1.99 3.00 16 1.92 2.90 17 1.86 2.80 18 1.80 2.71 19 1.75 2.64 20 1.70 2.56 22 1.61 2.43 24 1.54 2.32 26 1.47 2.22 28 1.41 2.13 30 1.36 2.05 32 1.31 1.98 34 3.21 1.91 36 1.23 3.85 38 1.20 1.80 40 1.16 1.75 45 1.09 1.64 50 1.03 1.55 55 .99 1.47 60 .93 1.40 65 .89 1.34 70 .85 1.29 Ts .82 1.24 80 .79 1.20 85 .77 1.16 SLOPE = .550 CORONA DURATION FREQUENCY MINUTES 10 300 YEAR YEAR 5 3.10 4.78 6 2.84 4.38 7 2.64 4.07 e 2.47 3.81 9 2.34 3.60 10 2.22 3.43 11 2.12 3:27 12 2.04 3.14 13 1.96 3.02 14 1.89 2.92 15 1.83 2.82 16 1.77 2.73 IT 1.T2 2.66 18 1.68 2.58 19 1.63 2.52 20 1.59 2.46 22 1.52 2.35 24 1.46 2.25 26 1.40 2.17 28 1.36 2.09 30 1.31 2.02 32 1.27 3.96 34 1.23 1.90 36 1.20 1.85 38 1.17 1.81 40 1.14 1.76 45 1.08 1.66 50 1.03 1.58 55 .98 1.51 60 .94 1.45 65 .90 1.40 70 .87 1.35 75 .84 1.30 80 .82 1.26 85 .80 1.23 SLOPE s .480 DESERT HOT SPRINGS DURATION FREQUENCY MINUTES 6 2.96 4.53 10 100 4.21 YEAR YEAR 5 4.39 6.76 6 3.95 6.08 7 3.62 5.56 8 3.35 5.15 9 3.13 4.81 10 2.94 4.52 11 2.78 4.28 12 2.65 4.07 13 2.53 3.88 14 2.42 3.72 15 2.32 3.58 16 2.24 3.44 IT 2.16 3.32 18 2.09 3.22 19 2.03 3.12 20 1.97 3.03 22 1.86 2.86' 24 1.77 2.72 26 1.69 2.60 28 3.62 2.49 30 1.55 2.39 32 1.50 2.30 34 1.45 2.22 36 1.40 2.15 38 1.36 2.09 40 1.32 2.02 45 1.23 1.89 50 1.16 1.78 55 1.09 1.68 60 1.04 1•.60 65 .99 1.53 70 .95 1.46 75 .91 " 1.41 so .88 1.35 85 .85 1.31 SLOPE _ .580 ELSINORE - MILDOMAR DURATION FREQUENCY MINUTES 10 100 YEAR YEAR 5 3.23 4.94 6 2.96 4.53 T 2.75 4.21 8 2.58 3.95 9 2.44 3.73 10 2.32 3.54 11 2.21 3.39 12 2.12 3.25 13 2.04 3.13 14 1.97 3.02 15 1.91 2.92 16 1.85 2.83 17 1.80 2.75 18 1.75 2.67 19 1.70 2.60 20 1.66 2.54 22 1.59 2.43 24 3.52 2.33 26 1.46 2.24 28 1.41 2.16 30 1.37 2.09 32 1.33 2.03 34 1.29 1.97 36 1.25 1.92 38 1.22 1.87 40 1.19 1.82 45 1.13 1.72 50 1.07 1.64 55 1.02 1.56 60 .98 . 1.50, 65 I..._. .94 1.44 70 .91 3.39 75 .88 1.35 80 .85 1.31 85 .83 1.27 SLOPE = .480 8 XIaN3ddb 0893- 100.OUT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 06/01/2005 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 * * * * * * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** Madison square 100 -Year Storm Developed condition FILE NAME: 0893.DAT TIME /DATE OF STUDY: 18:16 03/11/2008 -------------------------------- ---------------------------------------------- USER'SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES.. ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES:• MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) • (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW=DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /s) *SIZE'PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE( 100.00 TO NODE 100.00 IS CODE = 7 ---------------------- - - - - -- -- - `------ - - - - -- »» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH /HOUR) = 5.56 Page 1. 0893- 100.OUT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL ' (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 06/01/2005 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 ****�* * * * * * * * * * * * * * * * * * * * ** DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Madison square * 100 -Year Storm • Developed Condition FILE NAME: 0893.DAT TIME /DATE OF STUDY: 18:16 03/11/2008 -------------------------------=-------------------------------------- - - - - -- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ■ ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 10- YEAR .STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 100.00 1 -HOUR INTENSITY(INCH /HOUR) = 1.600 SLOPE OF INTENSITY DURATION CURVE = 0.5796 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL ' AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO= _(FT) (FT)_= SIDE -/- SIDE / -WAY- _(FT)_ _(FT) _(FT)_ (FT)_ = =(n) == 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 --- ---- ---------------- »» >USER SPECIFIED HYDROLOGY INFORMATION AT NODE ««< - -------------------------------------------- --------------- USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH /HOUR) = 5.56 Page 1 1 0893- 100.OUT TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 3.70 FLOW PROCESS FROM NODE 100.00 TO NODE 11.50 IS CODE = 31 ---------------------------------------------------------------------- - - - - -= » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »> USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< --- - - - - -- ------------------------------------------ --------------------- ELEVATION DATA: UPSTREAM(FEET) = 55.96 DOWNSTREAM(FEET) = 55.64 ' FLOW LENGTH(FEET) 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.97 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 3.70 PIPE TRAVEL TIME(MIN.) = 0.27 TC(MIN.) = 7.27 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.50 = 64.00 FEET. FLOW PROCESS FROM NODE 11.50 TO NODE 11.50 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< tTOTAL NUMBER OF STREAMS =- - 2_______________ _______________________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.27 ' RAINFALL INTENSITY(INCH /HR) = 5.44 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 3.70 - -FLOW 'PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 106.00 UPSTREAM ELEVATION(FEET) = 63.13 DOWNSTREAM ELEVATION(FEET) = 62.08 ELEVATION DIFFERENCE(FEET) = 1.05 ' TC = 0.303 *[( 106.00 * *3) /( 1.05)] * *.2 = 4.926 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8879 ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.20 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 1.20 - -FLOW PROCESS FROM NODE 11.00 TO NODE A�11.50 IS CODE = 31 �� A ---------------------------------------------------------------- -- - - -= » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) < < < < < -- - - - - -� ELEVATION DATA: UPSTREAM(FEET) = 58.08 DOWNSTREAM(FEET) = 55.64 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 9.0 INCH PIPE IS 4.2 INCHES - PIPE -FLOW VELOCITY(FEET /SEC.) = 5.97 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES 1 PIPE- FLOW(CFS) = 1.20 PIPE TRAVEL TIME(MIN.) = 0.23 TC(MIN.) = 5.23 ' LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 187.00 FEET. Page 2 0893- 100.OUT FLOW PROCESS FROM NODE 11.50 TO NODE 11.50 IS CODE= 1 --------------------------------- ------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - -»»> AND - COMPUTE - VARIOUS - CONFLUENCED- STREAM - VALUES < < < < < --------------- - TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.23 RAINFALL INTENSITY(INCH /HR) = 6.58 TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.20 ' CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 3.70 7.27 5.438 1.70 2 1.20 5.23 6.584 0.20 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 3.86 5.23 6.584 2 4.69 7.27 5.438 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS)'= 4.69 TC(MIN.) = 7.27 TOTAL AREA(ACRES) = 1.90 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 187.00 FEET. FLOW PROCESS FROM NODE 11.50 TO NODE 12.00 IS CODE = 31 ---------------7 -------------------------------------------------------- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « « < - _____________________________________________ _______________________________ ELEVATION DATA: UPSTREAM(FEET) = 55.64 DOWNSTREAM(FEET) 54.80 FLOW LENGTH(FEET) = 183.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.13 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 4.69 PIPE TRAVEL TIME(MIN.) = 0.74 TC(MIN.) = 8.01 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 370.00 FEET. FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 --------- ---------------------------------------- - -------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------------- -------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR"INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 8.01 Page 3 i Ll n ' 0893- 100.OUT RAINFALL INTENSITY(INCH /HR) 5.14 TOTAL STREAM AREA(ACRES) 1.90 ' PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.69 FLOW PROCESS FROM NODE 19.00 TO NODE 12.00 IS CODE = 21 ------------------ »>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------------- - - ---- ' ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 ' UPSTREAM ELEVATION(FEET) = 62.33 DOWNSTREAM ELEVATION(FEET) = 58.80 ELEVATION DIFFERENCE(FEET) = 3.53 TC = 0.303 *[( 275.00 * *3) /( 3.53)] * *.2 6.849 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.629 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8859 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 6.98 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 6.98 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE . 12.00 TO NODE 12.00 IS CODE = 1 -----------------------------------------------------------------=---------- ' » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< --------------------------------------------- -------------------- TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.85 RAINFALL INTENSITY(INCH /HR) = 5.63 ' TOTAL STREAM AREA(ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.98 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA ' NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.69 8.01 5.141 1.90 2 6.98 6.85 5.629 1.40 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.99 6.85 5.629 2 11.07 8.01' 5.141 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:. PEAK FLOW RATE(CFS) = 10.99 TC(MIN.) = 6.85 TOTAL AREA(ACRES) = 3.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 370.00 FEET. Page 4. 0893- 100.OUT FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 ---------------------------------------------------------------------------=- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » »>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ----------------------------------------------- ---------------------------- ELEVATION DATA: UPSTREAM(FEET) = 54:80 DOWNSTREAM(FEET) = 54.33 FLOW LENGTH(FEET) = 94.00 MANNING 'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.27 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.99 PIPE TRAVEL TIME(MIN.) = 0.30 TC(MIN.) = 7.15 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 464.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ------------------------------------------------------------------=-=-=----- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.15 RAINFALL INTENSITY(INCH /HR) = 5.49 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 10.99 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ---- - ------------------------------------------------------------------ ------ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = 67.27 DOWNSTREAM ELEVATION(FEET) = 60.23 ELEVATION DIFFERENCE(FEET) = 7.04 TC = 0.303 *[( 290.00 * *3) /( 7.04)] * *.2 = 6.159 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.986 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8866 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 12.74 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 12.74 FLOW PROCESS FROM NODE 21.00 TO NODE 13.00 IS CODE 31- ---------------------------------------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ---------------------------------------- ------------------------ ELEVATION DATA: UPSTREAM(FEET) = 56.23 DOWNSTREAM(FEET) _- 54.33 FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.8 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 13.49 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 12.74 PIPE TRAVEL TIME(MIN.) = 0.04 TC(MIN.) = 6.20 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.00 = 323.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ----------------------------------------------------------- =---------------- Page 5 ' 0893- 100.OUT » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ' -- » » >AND-COMPUTE - VARIOUS- ------ ENCED- STREAM - VALUES « « < ---- - - - - - - -- ----- - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.20 RAINFALL INTENSITY(INCH /HR) = 5.96 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 12.74 ** CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) ' 1 10.99 7.15 5.492 3.30 2 12.74 6.20 5.963 2.40 WARNING * * ^ ^^ IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 22.27 6.20 5.963 ' 2 22.72 7.15 5.492 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 22.27 TC(MIN.) = 6.20 TOTAL AREA(ACRES) = 5.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 464.00 FEET. FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 ---------------- 7 ----------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< -------------------------------------- ------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 54.33 DOWNSTREAM(FEET) = 53.25 FLOW LENGTH(FEET) = 214.00 MANNING'S N = 0 -.013 DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.4 INCHES PIPE- FLOW'VELOCITY(FEET /SEC.) = 6.26 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 22.27 - PIPE TRAVEL TIME(MIN..) = 0.57 TC(MIN.) = 6.77 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 678.00 FEET. FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 10 --------------------------------- »» >MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< ------------------ FLOW PROCESS FROM NODE 14.00 TO.NODE 14.00 IS CODE = 13 ----------------------------------------------------- ------------- ---------=- » »>CLEAR THE MAIN - STREAM MEMORY« «< Page 6 0893- 100.OUT FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 21 -------------------------------------------------------------------=-------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< -------------------------------------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = 65.20 DOWNSTREAM ELEVATION(FEET) = 61.16 ELEVATION DIFFERENCE(FEET) = 4.04 TC = 0.303 *[( 220.00 * *3) /( 4.04)] * *.2 = 5.831 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.179 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 6.58 TOTAL AREA(ACRES) = .1.20 TOTAL RUNOFF(CFS) = 6.58 FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 57.16 DOWNSTREAM(FEET) = 54.09 FLOW LENGTH(FEET) = 128.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.35 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.58 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 6.09 LONGEST FLOWPATH FROM NODE 35.00 TO NODE 37.00 = 348.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------- 7 -------------------- --------------------------------- » » >DESIGNATE.INDEPENDENT STREAM FOR'CONFLUENCE ««< ----------------------------------------- ----------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.09 RAINFALL INTENSITY(INCH /HR) = 6.03 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.58 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW 'PROCESS FROM NODE 40.00 TO NODE 37.00 IS CODE = 21 ------------------ ---------------------------------------------=------- ----- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « «< ---------------------------------------- -------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K4[(LENGTHA *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 151.00 UPSTREAM ELEVATION(FEET) = 63.30 DOWNSTREAM ELEVATION(FEET) = 60.20 ELEVATION DIFFERENCE(FEET) = 3:10 TC = 0.303 *[( 151.00 * *3) /( 3.10)] * *.2 = 4.906 COMPUTED TIME -OF CONCENTRATION INCREASED TO 5 MIN. 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.755 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT.= .8879 SOIL CLASSIFICATION.IS "B" Page 7 0893- 100.OUT SUBAREA RUNOFF(CFS) = 4.80 ' TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 4.80 FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 --------------------------------------------------------------=------------- t »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ----------------------------------------------- ------------------ ' TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 6.75 TOTAL STREAM AREA(ACRES) = 0.80 PEAK FLOW RATE(CFS),AT CONFLUENCE = 4.80 ** CONFLUENCE DATA ** ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.58 6.09 6.027 1.20 2 .4.80 5.00 6.755 0.80 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY t NUMBER (CFS) (MIN.) (INCH /HOUR) 1 10.20 5.00 6.755 2 10.86 6.09 6.027 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 10.86 TC(MIN.) = 6.09 TOTAL AREA(ACRES) = 2.00 LONGEST FLOWPATH .FROM NODE 35.00 TO NODE 37.00 = 348.00 FEET. FLOW PROCESS FROM NODE 37.00 TO NODE 14.00 IS CODE = 31 -------------------.--------------------------------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< ' - - » »> USING - COMPUTER-ESTIMATED - PIPESIZE -(NON- PRESSURE - FLOW) < < < < < - - - - - -- ELEVATION DATA: UPSTREAM(FEET) = 54.09 DOWNSTREAM(FEET) = 53.25 FLOW LENGTH(FEET) = .•35.00 MANNING'S N = 0.013 ' DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 9.46 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 10.86 PIPE TRAVEL TIME(MIN.) = 0.06 TC(MIN.) = 6.15 LONGEST FLOWPATH FROM NODE 35.00 TO NODE 14.00 = 383.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' FLOW PROCESS FROM.NODE 14.00 TO NODE .14.00 IS CODE = 11 --------------------------------------------- ------------ >>> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN- STREAM MEMORY « «< ' Page 8 ' 0893- 100.OUT ** MAIN STREAM CONFLUENCE DATA *� ' STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 10.86 6.15 5.992 2.00 LONGEST FLOWPATH FROM NODE 35.00 TO'NODE 14.00 = 383.00'FEET. ** MEMORY BANK # 1 CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 22.27 6.77 5.667 5.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 678.00 FEET. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 31.09 6.15 5:992 2 32.54 6.77 5.667 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 32.54 TC(MIN.) = 6.77 TOTAL AREA(ACRES) = 7.70 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 31 » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) = 53.25 DOWNSTREAM(FEET) = 52.10 FLOW LENGTH(FEET) = 231.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.76 ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = l PIPE- FLOW(CFS) = 32.54 PIPE TRAVEL TIME(MIN.) = 0.57 TC(MIN.) = 7.34 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 909.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< ------------------------------------ ------------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.34 RAINFALL INTENSITY(INCH /HR) = 5.41 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 32.54 FLOW PROCESS FROM.NODE 45.00 TO NODE 46.00 IS CODE = 21 -------------------------- ------ --------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< ---------------------------------- ------------------------- ASSUMED.INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 Page 9 0893- 100.OUT INITIAL SUBAREA FLOW- LENGTH(FEET) = 231.00 UPSTREAM ELEVATION(FEET) = 64.81 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 4.71 TC = 0.303 *.[( 231.00 * *3) /( 4.71)] *.2 = 5.823 ' 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 6.184 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8870 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 2.74 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 2.74 FLOW PROCESS FROM NODE 46.00 TO NODE 15.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< -- - - - - -- --------------------------------------- ------------------------ ELEVATION DATA: UPSTREAM(FEET) = 54.10 DOWNSTREAM(FEET) = 52.10 FLOW LENGTH(FEET) = 339.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 8.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.98 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.74 PIPE TRAVEL TIME(MIN.) = 1.42 TC(MIN.) = 7.24 LONGEST FLOWPATH FROM NODE 45.00 TO NODE 15.00 = 570.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 -------------------------------------------- I-------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< ------------------------------------------- ------------------ TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.24 RAINFALL INTENSITY(INCH /HR) = - 5.45 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.74 ** CONFLUENCE DATA ** STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 32.54 7.34 2 " 2.74 7.24 INTENSITY AREA (INCH /HOUR) (ACRE) 5.408 7.70 5.450 0.50 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 1 34.86 -7.24 5.450 2 35:26. 7.34 5.408 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) _ 35.26 TC(MIN.) = 7.34 TOTAL AREA(ACRES) = 8.20 Page 10 0893- 100.OUT LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 909.00 FEET. FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31. -----------------------------=---------------------------------------------- ' » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - ---- - - - - -- -------------------------------------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 52.10 DOWNSTREAM(FEET) = 51.35 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 33.0 INCH PIPE IS 27.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.79 ESTIMATED PIPE DIAMETER(INCH) = 33.00 'NUMBER OF PIPES = 1 ' PIPE- FLOW(CFS) = 35.26 PIPE TRAVEL TIME(MIN.) = 0.37 TC(MIN.) = 7.71 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1060.00 FEET. -- FLOW - PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ------------------------------------------------------------------ »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS =- = 2_______________ _______________________________ CONFLUENCE VALUES USED.FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.71 RAINFALL INTENSITY(INCH /HR) = 5.26 TOTAL STREAM AREA(ACRES) = 8.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 35.26 FLOW PROCESS FROM NODE 50.00 TO NODE 15.00 IS CODE =. 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « <. --------------------------------------------------- - ----- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 346.00 UPSTREAM ELEVATION(FEET) = 63.27 DOWNSTREAM ELEVATION(FEET) = 59.55 ELEVATION DIFFERENCE(FEET) = 3.72 TC = 0.303 *[( 346.00 * *3) /( 3.72)] * *.2 = 7.779 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 5.228 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8850 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 3.24 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 3.24 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 91 ---------------------------------------------------------------------------- » » >COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) 59.55 DOWNSTREAM NODE ELEVATION(FEET) = 57.87 CHANNEL LENGTH THRU SUBAREA(FEET) = 146.00 "V" GUTTER WIDTH(FEET) = 1.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 100 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.824 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8839 SOIL CLASSIFICATION IS "B" Page 11 0893- 100.OUT TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 6.23 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 2.10 AVERAGE FLOW DEPTH(FEET) = 0.23 FLOOD WIDTH(FEET) = 34.23 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.16 TC(MIN.) = 8.94 SUBAREA AREA(ACRES) _ 1.40 SUBAREA RUNOFF(CFS) = 5.97 ' TOTAL.AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 9.21 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.25 FLOOD WIDTH(FEET) = 39.74 FLOW VELOCITY(FEET /SEC.) = 2.31 DEPTH *VELOCITY(FT *FT /SEC) = 0.59 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 16.00 = 492.00 FEET COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.21 TC(MIN.) = 7.71 TOTAL AREA(ACRES) = 10.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1060.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 7.71 PEAK FLOW RATE(CFS) = 43.21 END OF RATIONAL METHOD ANALYSIS 0 Page 12 FLOW PROCESS FROM NODE 16.00 TO NODE ..16.00 IS CODE = 1 »»>DESIGNATE INDEPENDENT ---- ---------- --------------------- STREAM FOR CONFLUENCE « «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< === TOTAL NUMBER OF STREAMS - 2________________ CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 8.94 RAINFAL'L INTENSITY(INCH /HR) = 4.82 ' TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 9.21 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 35.26 7.71 5.256 8.20 2 9.21 8.94 ** * * * * * * * * * 4.824 2.10 * * * * * * * * * * * * * * * * * * * * ** WARNING*** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF WILL NOT NECESSARILY RESULT PLATE D -1 AS DEFAULT VALUE. THIS FORMULA IN THE MAXIMUM VALUE OF PEAK FLOW. ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ' RAINFALL INTENSITY AND TIME CONFLUENCE FORMULA USED FOR OF CONCENTRATION RATIO 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 43.21 7.71 5.256 2 41.58 8.94 4.824 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 43.21 TC(MIN.) = 7.71 TOTAL AREA(ACRES) = 10.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1060.00 FEET. END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 10.30 TC(MIN.) = 7.71 PEAK FLOW RATE(CFS) = 43.21 END OF RATIONAL METHOD ANALYSIS 0 Page 12 0 XIGNDddb 0893- 10.OUT RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) Copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 06/01/2005 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 ****************S********* .DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * ** • Madison square • 10 -Year storm • Developed Condition ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FILE NAME: 0893.DAT TIME /DATE OF STUDY: 15:57 03/11/2008 ---------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE 10 = 0.90 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60.- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 .SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.990. SLOPE OF INTENSITY DURATION CURVE = 0.5799 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER - GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE NO. (FT) • (FT) FACTOR SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable street Flow Depth) - (Top -of -Curb) 2. (Depth) *(velocity) Constraint = 6.0 (FT *FT /s) *SIZE PIPE WITH.A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 CODE = 7 ----------------- - - - - -- - - - -- ------------------------ » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER - SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH /HOUR) = 3.44 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 2.30 FLOW PROCESS FROM NODE 100.00 TO NODE 11.50 IS CODE = 31 ------------------------------------------------------------------ » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)««< ELEVATION DATA: UPSTREAM(FEET) = 55.96 DOWNSTREAM(FEET) = 55.64-- 5 64 FLOW LENGTH(FEET) = 64.00 MANNING's N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.5 INCHES Page 1 v 0893- 10.OUT rtx �R **star YC YC * *Yc Yr * * * * *ic *'.csY *ir is :c it sk's'.c it it iz it :t *do'.c� Xick� �'..•'.r�ic'c'.r'.c:Y ic�i.•it irk * -k �k it +.r {c at it ir�ie •k x".c'.r kk RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC &WCD) 1978 HYDROLOGY MANUAL (c) copyright 1982 -2006 Advanced Engineering Software (aes) (Rational Tabling version 6.OD) Release Date: 06/01/2005 License ID 1264 Analysis prepared by: RBF Consulting 14725 Alton Parkway Irvine, CA 92618 DESCRIPTION OF STUDY Madison Square 10 -Year Storm Developed Condition ie * *ie a4 ic: t: t ie ie ie ic:kic *fe:k �t ie fr ie it is ie is it is it is ie is a'r it ie is is is ie ic:'c is k is ie it sY it ie fc *:Yic:Y'.cte:Y it ir:Y :Y is it is is st sY is lk is ie:Y is ic:Y FILE NAME: 0893.DAT TIME /DATE OF STUDY: 15:57 03/11/2008 ---------------------------------------------------------------------------- ' USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 10.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 ' SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION.SLOPE = 0.90 10 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 2.770 10 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 0.980 100 -YEAR STORM 10- MINUTE INTENSITY(INCH /HOUR) = 4.520 100 -YEAR STORM 60- MINUTE INTENSITY(INCH /HOUR) = 1.600 SLOPE OF 10 -YEAR INTENSITY - DURATION CURVE = 0.5799047 SLOPE OF 100 -YEAR INTENSITY - DURATION CURVE = 0.5796024 COMPUTED RAINFALL INTENSITY DATA: STORM EVENT = 10.00 1 -HOUR INTENSITY(INCH /HOUR) = 0.990 ' SLOPE OF INTENSITY DURATION CURVE = 0.5799 RCFC &WCD HYDROLOGY MANUAL "C "- VALUES USED FOR RATIONAL METHOD NOTE: COMPUTE CONFLUENCE.VALUES ACCORDING TO RCFC &WCD HYDROLOGY MANUAL AND IGNORE OTHER CONFLUENCE COMBINATIONS FOR DOWNSTREAM ANALYSES *USER- DEFINED STREET - SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET- CROSSFALL: CURB GUTTER- GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT- /PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW -DEPTH CONSTRAINTS: 1. Relative Flow -Depth = 0.50 FEET as (Maximum Allowable Street Flow Depth) - (Top -of -Curb) 2. (Depth) *(Velocity) Constraint = 6.0 (FT *FT /S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ie ie ie ie it ic:k'c:'e:t fe ie:Y *ic is ie it is sY:4:k is sY *•h is it :Fie:k fc is is it is ie:k it atie:Y is sY is ir*h is is is st is sY k *ir ir:tir *ir fe :: *ic ir:k :c is ie:Y sY sY is aY ' - -FLOW PROCESS FROM NODE 100.00 TO NODE 100.00 IS CODE = 7 ----------------------------------------------------------------------- » » >USER SPECIFIED HYDROLOGY INFORMATION AT NODE « «< USER- SPECIFIED VALUES ARE AS FOLLOWS: TC(MIN) = 7.00 RAIN INTENSITY(INCH /HOUR) = 3.44 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 2.30 FLOW PROCESS FROM NODE 100.00 TO NODE 11.50 IS CODE = 31 » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA««< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 55.96 DOWNSTREAM(FEET) = 55.64 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 9.5 INCHES Page 1 0893- 10.OUT PIPE -FLOW VELOCITY(FEET /SEC.) = 3.46 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.30 PIPE TRAVEL TIME(MIN.) = 0.31. TC(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.50 = 64'.00 FEET. ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.50 TO NODE 11.50 IS CODE = 1 --------------------------------------------------------------- - - - - -- - - - - -= » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: .TIME OF CONCENTRATION(MIN.) = 7.31 RAINFALL INTENSITY(INCH /HR) = 3.36 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.30 FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATI6N CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 106.00 .UPSTREAM ELEVATION(FEET) = 63.13 DOWNSTREAM ELEVATION(FEET) = 62.08 C1� ELEVATION DIFFERENCE(FEET) = 1..05 0- TC = 0.303 *[( 106.00 * *3) /( 1.05)] * *.2 = 4.926 �� , ^' COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8820 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS)'= 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.74 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 11.00 TO NODE 11.50 IS CODE = 31 ---------------------------------------------------------------------= - - - - =- . » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 58.08 DOWNSTREAM(FEET) 55.64 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS 4.0 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.23 ESTIMATED PIPE DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.74 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 5.26 LONGEST FLOWPATH .FROM NODE 10.00 TO NODE 11.50 = 187.00 FEET. FLOW PROCESS FROM NODE 11.50 TO NODE 11.50 IS CODE = 1 -----------------------------------------------------------------------°---- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< » » >AND COMPUTE VARIOUS CON.FLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2'ARE: TIME OF CONCENTRATION(MIN.) = 5.26 RAINFALL INTENSITY(INCH /HR) = 4.06 .TOTAL STREAM AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 **'CONFLUENCE DATA * *. u�-O� STREAM RUNOFF TC NUMBER (CFS) (MIN.) 1 2.30' 7.31 2 0.74.. 5.26 INTENSITY AREA (INCH /HOUR) (AC 3.356 .70 4.062 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED Page 2 ' 0893- 10.OUT PIPE -FLOW VELOCITY(FEET /SEC.) = 3.46 ESTIMATED PIPE DIAMETER(INCH) = 12'.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = .2.30 PIPE TRAVEL TIME(MIN.) = 0.31 TC(MIN.) = 7.31 LONGEST FLOWPATH FROM NODE 0.00 TO NODE 11.50 = 64.00 FEET. FLOW PROCESS FROM NODE 11.50 TO NODE 11.50 IS CODE = 1 » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF.CONCENTRATION(MIN.) = 7.31 RAINFALL INTENSITY(INCH /HR) = 3.36 TOTAL STREAM AREA(ACRES) = 1.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.30 ********************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE = 21 »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 106.00 ' UPSTREAM ELEVATION(FEET) = 63.13 DOWNSTREAM ELEVATION(FEET) = 62.08 ELEVATION DIFFERENCE(FEET) = 1.05 TC = 0.303 *[( - 106.00 * *3) /( 1.05)] * *.2 = 4.926 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. . 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 4.182 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT =..8820 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 0.74 TOTAL AREA(ACRES) = 0.20 TOTAL RUNOFF(CFS) = 0.74 FLOW PROCESS -FROM -NODE ----- 11_00 -TO -NODE ----- 11_50 -IS -CODE = 31 ------------ - - - - -- »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 58.08 DOWNSTREAM(FEET) = 55.64 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 6.0 INCH PIPE IS '4.0.INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.23 ESTIMATED PIPE*DIAMETER(INCH) = 6.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 0.74 PIPE TRAVEL TIME(MIN.) = 0.26 TC(MIN.) = 5.26 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 187.00 FEET. ' t is it t it it is r it,r it r t it iY it r it st is is r it it ie,r Y r t it is it is ie is is sr it it ar it it st it is iir it is ar it it t is it it r,r ar it iic ir,i it is it it r •k it it it FLOW PROCESS FROM NODE 11.50 TO NODE 11.50 IS CODE = 1 ------------------------------------------------------------------= - - - - -- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< - - »»> AND - COMPUTE -VARIOUS - CONFLUENCED- STREAM - VALUES << < < < -- - - - - -- - - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.26 RAINFALL INTENSITY(INCH /HR) = 4.06 TOTAL STREAM-AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 0.74 ' * *CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA .NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) .1 2.30 7.31 3.356 1.70 2. 0.74 5.26 4.062 0.20 IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED Page 2 0893- 10.OUT ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. �ir> r�+' s***' ��* �' ��* �*** ��' �•' �* '��'� * * *'��sY *�•k'�sY��'s'��* � � � *,t *��t *�� ask k'��'�� *'s�t� *ic RAINFALL.INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE* STREAM RUNOFF.. - TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 2.39 5.26 4.062 2 2.91 7.31 3.356 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 2.91 TC(MIN.) = 7.31 TOTAL AREA(ACRES) = 1.90 LONGEST.FLOWPATH FROM NODE 10.00 TO NODE 11.50 = 187.00 FEET. *st sk sk sk st sY sY *skit sk sk it is sk it is st sk st sk stic sk st skit it sk sk sk it sk sk st sk skit *stir sk it st st sk sk.it st sk sk st ftsk sk sk sk&sY *sk it sk st st st sk st sk st sk at it it it FLOW PROCESS FROM NODE 11.50 TO NODE 12.00 IS CODE = 31 »»> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 55.64 DOWNSTREAM(FEET) 54.80 FLOW LENGTH(FEET) = 183.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 15.0 INCH PIPE IS 9.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.66 ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 2.91 PIPE TRAVEL TIME(MIN.) = 0.83 TC(MIN.) = 8.14 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 = 370.00 FEET. stskit sk sk sk sk sk st sk sk sk it sk sk lk sk st sk sk sk it sk sk st sk it skit si sk sk st sk skit sk sk it sk *sk ak sk sk *stic sk sk sk sk sk sk st sk aYitit sk sk sk sk st ak sY sk sk sk sk *sk sk sk sY ie FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ----------------------------------------=------=- » » >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER'OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME.OF.CONCENTRATION(MIN.) = 8.14. RAINFALL INTENSITY(INCH /HR) = 3.15 TOTAL STREAM AREA(ACRES) = 1.90 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.91 sk is sY �t st it st sk sk sk st sk ft st sk st sk sk sk sk it st sk st sk ie ie sk sk sk sk sk it sk st st sY it sk it it st it sk sk sk sk sk sk st st sk sk * sk sk sk sk sY it ie sk * sk st st sk st is sk sk st sk ie sk it FLOW PROCESS FROM NODE 19.00 TO NODE 12.00 IS CODE = 21 -------------------------------------------== -- - - -= » »>RATIONAL METHOD INITIAL SUBAREA ANALYSIS« «< _----------------------- __________________________________ _______________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 275.00 UPSTREAM ELEVATION(FEET) = 62.33 DOWNSTREAM ELEVATION(FEET) = 58.80 ELEVATION DIFFERENCE(FEET) = 3.53 TC = 0.303 *[( 275.00 * *3.) /( 3.53)] * *.2 = 6.849 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.484 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8792 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.29 TOTAL AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 4.29 sk st sk st * *sk sk sk sk sk sk•k sk sY st:Fsk *st sk is sk skit it sk sk st skit it st sk st sk sk sk * * *sk it sk sk *skit *irsk•k it sk is st sk is sk sk sk st st sk sk sk *ic sk st sk sk sk sk ie st FLOW PROCESS FROM NODE 12.00 TO NODE 12.00 IS CODE = 1 ----------------------------------------------- ------------------------------ »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »» >AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.85 RAINFALL INTENSITY(INCH /HR) = 3.48 Page f 0893- 10.OUT TOTAL STREAM AREA( . ACRES) = 1.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 4.29 ** CONFLUENCE DATA ** .STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 2.91 8.14 3.152 1.90 ' 2 4.29 6.85 3.484 1.40 *** starit**** * * * * * *at *irararitat * * *aric * * * ** WARNING * * *arariratic * *arsY * * * * ** *scar *arat *itatat * * * * * *. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ar is *4c aY at ar ar is ar ir&ica'c ar sk aY is it ar ar ar it is *ar at ie*ic i; it ar is ar tr k st ar it is ar is * * *a'c is is aY is is is is ar is ar ie it is at is *at ar at * *a'c * * * *ar RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE' STREAM RUNOFF TC INTENSITY NUMBER- (CFS) (MIN.) (INCH /HOUR) 1 6:74 .6.85 3.484 2' 6.79 8.14 3.152 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: ' PEAK FLOW RATE(CFS) = 6.74 TC(MIN.) = 6.85 TOTAL AREA(ACRES) = 3.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 12.00 370.00 FEET. is aY is aY tc *at is it *at at at ar ar at ar at aY'k ar ar ar it at at is ar it ak is at ar is tc ar ar aY at is is is ar ar fc ar is *ar is ak *at ar is at is ar is *ic ar at is at ik is is at is at it it is aY* . FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 31 --- ---- ---------- ---- ---- ---------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< ELEVATION DATA: UPSTREAM(FEET) 54.80 DOWNSTREAM(FEET) 54.33 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 4.54 ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.74 PIPE TRAVEL TIME(MIN.) = 0.35 TC(MIN.) = 7.19 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 464.00 FEET.. at at a'c at it ar at at is at at ar at at *at ar is it is aY *at is at is aYx is is ar it is it at is at ar aY at ar aY ar at is *ic is *ar at at at *ar *x kar at at aY it is is at is :r ar at is ar at at at aY FLOW PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ----.-------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< ' TOTAL NUMBER OF STREAMS CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.19 RAINFALL INTENSITY(INCH /HR) = 3.39 TOTAL STREAM AREA(ACRES) = 3.30 PEAK FLOW RATE(CFS) AT CONFLUENCE = 6.74 1 at is ar ar at ar *ar at at at ar ar is at at ar at at ar ar at ar tc is is ar ar aY xar at is is ar at is is ar ar ar aY is a'c ar at it aY at sY ar is it it ar at at *ic ar'.t ar it is at * * *ar it *ar at at s'c is FLOW PROCESS FROM NODE 20.00 TO NODE 21.00 IS CODE = 21 ------------------------------------------------=---------------------=----- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< --------------------------------- ---- °________________________ ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[( LENGTH * *3) /(ELEVATION.CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 290.00 UPSTREAM ELEVATION(FEET) = . 67.27 DOWNSTREAM ELEVATION(FEET) = 60.23 ELEVATION DIFFERENCE(FEET) = 7.04 TC = 0.303 *[( 290.00 * *3) /( 7.04)] * *.2 = 6.159 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.706 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8802 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 7.83 TOTAL AREA(ACRES) = 2.40 TOTAL RUNOFF(CFS) = 7.83 Page 4 t 0893- 10.OUT FLOW PROCESS FROM NODE 21.00 TO NODE 13.00 IS CODE = 31 -------------------------------------------- » » >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) « «< - ELEVATION DATA: UPSTREAM(FEET) = 56.23 DOWNSTREAM(FEET) = 54.33 ' FLOW LENGTH(FEET) = 33.00 MANNING'S N = 0.013 DEPTH'OF FLOW IN •12.0 INCH PIPE IS 9.5 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 11.76 . ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) '= 7.83 PIPE TRAVEL TIME(MIN.) = 0.05 TC(MIN.) = 6.21 LONGEST FLOWPATH FROM NODE 20.00 TO NODE 13.00 = 323.00 FEET. -- FLOW - PROCESS FROM NODE 13.00 TO NODE 13.00 IS CODE = 1 ---------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND.COMPUTE VARIOUS CONFLUENCED STREAM VALUES« «< = =TOTAL NUMBER OF STREAMS -- 2======----= ------== -== ---===== -==== = = = = == = == CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.21 ' RAINFALL INTENSITY(INCH /HR) = 3.69 TOTAL STREAM AREA(ACRES) = 2.40 PEAK FLOW RATE(CFS) AT CONFLUENCE = 7.83 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.74 7.19 3.386 3.30 2 7.83 6.21 3.689 2.40 '. IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. ' ie ie ie is st r it sr ie ie is t is it is Y is st it t t t ir'k x t st it r�Y ie it st it it is is r t is t it it st r ie it at it is is it it t h i t it t i is ie is it t it t ic'k is t it it it RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 13.64 6.21 3.689 2 13.92 7.19 3.386 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 13.64 TC(MIN.) = 6.21 TOTAL AREA(ACRES) = 5.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 13.00 = 464.00 FEET. sr t it it ie it*it it it icu st is is it it it it itu it it it is it it is ar it is it it it is st i-kitat it it* at is it ar it it st *k is st*it t icx is ar st irx is is is is is it t is is at it it FLOW PROCESS FROM NODE 13.00 TO NODE 14.00 IS CODE = 31 --------------------------------------------------------------------- »»>COMPUTE.PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »»>USING COMPUTER - ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 54.33 DOWNSTREAM(FEET) = 53.25 ' FLOW LENGTH(FEET) = 214.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.7 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.49 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 I.� PIPE- FLOW(CFS) = 13.64 PIPE TRAVEL TIME(MIN.) = 0.65 TC(MIN.) = 6.86 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 678.00 FEET. - -FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 10 ------------------------------------------------------------------- - - - -.. » »>MAIN- STREAM MEMORY COPIED ONTO MEMORY BANK # 1 « «< Page 5 ' ____________0893_ 10_ ouT===== _______________________ at at *ir at * * *is at at * * *at *at * * * *at it at *at at *st it at * *at * * * *is i sat * * *at * *it st it is * *ic st it it *'k * *ir it s`at is * * * *at at �k * * * FLOW PROCESS-FROM-NODE 14.00 TO NODE 14.00 IS CODE = 13 ---------- - --------------------------------------------------------------- -- » »>CLEAR THE MAIN - STREAM MEMORY« «< at at at is atxat is at at at * *ic at *at * *at at * * *is is is at it at is * *it * * * *at *ak at * * *at at is aY * *ic * *at * *st sY *iF *ir at at at'k is is it *ie *at at at FLOW PROCESS FROM NODE 35.00 TO NODE 36.00 IS CODE = 21 ------- 7-7 ------------------------------------------------------------------ » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - --------------------------------------- -------------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 220.00 UPSTREAM ELEVATION(FEET) = ' 65.20 DOWNSTREAM ELEVATION(FEET) = 61.16 ELEVATION DIFFERENCE(FEET) = 4.04 TC = 0.303 *[( 220.00 * *3) /( 4.04)] * *.2 = 5.831 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.825 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT .8806 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 4.04 TOTAL AREA(ACRES) = 1.20 TOTAL RUNOFF(CFS) = 4.04 at at is at at is is is aY is at is at is at it aY at is is is at *at at *ic at at is is at at at *is at at at at at aY aY at at is at is *ic is at at at is at at is at is is aY at at at is at ak *icat at aY is is at FLOW PROCESS FROM NODE 36.00 TO NODE 37.00 IS CODE = 31 »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA « «< »»>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) 57.16 DOWNSTREAM(FEET) = 54.09 FLO''d LENGTH(FEET) = 128.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.9 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 7.36 ESTIMATED PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS)'= 4.04 PIPE TRAVEL TIME(MIN.) = 0.29 TC(MIN.) = 6.12 LONGEST FLOWPATH FROM NODE 35.00 TO NODE 37.00 = 348.00 FEET. . at *at at at at at ak *at at at at at it ak at is st *at at *�t aY at ak at*ic at is at *ic is at is at is at:k it at st at at it at at it is at at at is at is at at at at at at ar at at at at at at is at at at* FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE�.VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.12 RAINFALL INTENSITY(INCH /HR) = 3.72 TOTAL STREAM AREA(ACRES) = 1.20 PEAK FLOW RATE(CFS) AT CONFLUENCE = . 4.04 st is at at aY *ic at is *at at is ak at at aY at at at is at at at * *at at *at at is it at at at at aY aY sY at is *ic aY at at is *at ak at aY at at * *at *at at at at at at st st at at is at at *at it ie FLOW PROCESS FROM NODE 40.00 TO NODE 37.00 IS CODE = 21 -------------- 7 ---------------------------------------------------- --------- »» >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 151.00 UPSTREAM ELEVATION(FEET) = 63.30 DOWNSTREAM ELEVATION(FEET) = 60.20 ELEVATION DIFFERENCE(FEET) = 3.10 TC = 0.303 *[( 151.00 * *3) /(. 3.10)] * *.2 = 4.906 COMPUTED TIME OF CONCENTRATION INCREASED TO 5 MIN. 10 YEAR RAINFALL INTENSITY(INCH /HOUR) 4.182 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8820 SOIL CLASSIFICATION IS "B SUBAREA RUNOFF(CFS) = 2.95 TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 2.95 Page 6 0893- 10.OUT at is it st st•k it s; sY mat �sY st �•k•k st st it st at at it ir'si; *at is at it it a'ri; st �ir��ic�tst:ts`st ak Xir ir-k� *�-k�'s st at �>'; 'k *it st it at *st at it sir #ir FLOW PROCESS FROM NODE 37.00 TO NODE 37.00 IS CODE = 1 ' - - »»> DESIGNATE T INDEPENDENT OSTREAM CED.STREAM VNCE« «<____ __ ____ ____� - -� - -� » » >AND COMPUTE- VARIOUS - CONFLUENCED_STREAM_VALUES « «< - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 5.00 RAINFALL INTENSITY(INCH /HR) = 4.18 TOTAL STREAM AREA(ACRES) = 0.80 .. PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.95 CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 4.04 6:12 3.719 1.20 2 2.95 5.00 4.182 0.80 fe st ak st hat is it at>r st st st at st it aY at at st st st s4 it at fr it st ir>f st it arWARNINGir at st at st st st it it at at ak aY it st st st it st it it st st ie ie st ir'.c at it at at *ie IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. st it it it it at ie st it st it st it ie it sY st st sY st at st aY st st st it it at at at st it it at is aY it at at is st st st atst at aY it is st st stst at aY at st st is is st is at at at at it is sk at st >ti at RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. PEAK FLOW RATE TABLE STREAM RUNOFF TC INTENSITY ' NUMBER (CFS) (MIN.) (INCH /HOUR) 1 6.25 5.00 4.182 j 2 .6.67 6.12 3.719 ' COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOUT RATE(CFS) = 6.67 TC(MIN.) = 6.12 TOTAL AREA(ACRES) = 2.00 LONGEST FLOWPATH FROM NODE 35.00 TO NODE 37.00 = 348.00 FEET. at at at sk it it st at ir>ti st st st at st ak it it ik st it st st i< * st st is st at at at st at ie it ak it it aY ak at ic.st is at at at it st is st it it st at at it it sY is st it it ir>r at at sYs'r st st at it at ie -- FLOW - PROCESS FROM NODE 37.00 TO NODE 14.00 IS CODE = 31 - --------------------------------- » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< »» >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA: UPSTREAM(FEET) = 54.09 DOWNSTREAM(FEET) = 53.25 FLOW LENGTH(FEET) = 35.00 MANNING'S N = 0.013 DEPTH, OF FLOW IN 15.0 INCH PIPE IS 9.3 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 8.37 j ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 6.67 PIPE TRAVEL TIME(MIN.) = 0.07 TC(MIN.) = 6.19 LONGEST FLOWPATH FROM NODE 35.00 TO NODE 14.00 = 383.00 FEET. �' at at sY s4 at it s4 it st aY st at ie at it aY it st at at a4 it st it it st aY st sk a4 is st at st it ak it at at at>Y at at s4 at it st is at at at at st st i<>t st i< st at st sk sk at at at at at st st at it ak st at at FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE.= 11 -------------------------------- -------------------------------------------- I » »> CONFLUENCE MEMORY BANK # 1 WITH THE MAIN - STREAM MEMORY««< * MAIN STREAM.CONFLUENCE DATA STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 6.67 6.19 3.695 2.00 LONGEST FLOWPATH FROM NODE 35.00 TO NODE 14.00 = 383.00 FEET. gat MEMORY BANK # 1 CONFLUENCE DATA 'STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 13.64 6.86 3.482 5.70 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 678.00 FEET. at at at,t *>~i;��><ir�; atar>: ��, r>`* � >t>`�•��i;at•�WARNING * *at��at at �:;•�ir at �at•�><��>; �•��i; irat��>; >`�� IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ' Page 7 0893- 10.OUT ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. it *at ie at'k:kak * *ir *ak's *ic * * * * *ir ic'k *ak it sk * *ir * *�• *ic * * * * * *ir at' k it sk *'k * * *ak'k * *ir it * * *ie ak * *ak ak ak at it it it it aY ** PEAK -FLOW. RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 18.98 6.19 3.695 2 19.92 6.86 3.482 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 19.92 TC(MIN.) = 6.86 TOTAL AREA(ACRES) = 7.70 ak is ak it is at it it at at ak ak at *:k a4 at it ak ak it ie ak is it aY ak ak it * *ak it ak ak at st it it *ic ak it it ak it it it it *ak it it it ak it *ic at at it ie *ir ak it at at it it ie *ak ak ak ir' FLOW PROCESS FROM NODE 14.00 TO NODE 14.00 IS CODE = 31 ---------------------------------------------------------------------------- »» >COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » »>USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW)« «< ELEVATION DATA:. UPSTREAM(FEET) = 53.25 DOWNSTREAM(FEET) = 52.10 FLOW LENGTH(FEET) = 231.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.2 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 5.94 ESTIMATED'PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS).= 19.92 PIPE TRAVEL TIME(MIN:) = 0.65 TC(MIN.) = 7.50 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 14.00 = 909.00 FEET. ak it it at it it aY ak ak ak it at it * *st aY is ak ak it at aY it ak ak is ak it *aY aY it akx it it ak aY aY aY ak is at is ak sk it at ak at is at ak it it skit at aY at it ak is ak at aY at at it is it it ak at at FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ---------------------------------------------------------------------------- » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< - ------------------------------- ----------------------------- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.50 RAINFALL INTENSITY(INCH /HR) = 3.30 TOTAL STREAM AREA(ACRES) = 7.70 PEAK FLOW RATE(CFS) AT CONFLUENCE = 19.92 ak ak ak is is aY at aY ak ak is at aY is it at ak ak it it at it it ak ak ak ak aY at it at ak ak it x it aY at ak at it aY ak ak ak ak * it at at aY is ak ak ak it ak it aY it aY ak it is ak at ak at at it ak it at at it it FLOW PROCESS FROM NODE 45.00 TO NODE 46.00 IS CODE = 21 ---------------------------------------------------------------------------- » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< - ------------------------------------------- ---------------- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT.IS COMMERCIAL TC = K *[(LENGTH **3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW= LENGTH(FEET) = 231.00 UPSTREAM ELEVATION(FEET) = 64.81 DOWNSTREAM ELEVATION(FEET) = 60.10 ELEVATION DIFFERENCE(FEET) = 4.71 TC = 0.303 *[( 231.00 * *3) /( 4.71)] * *.2 = 5:823 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.828 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8807 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.69 TOTAL AREA(ACRES) = 0.50 TOTAL RUNOFF(CFS) = 1.69 at it ak at ak ak at ak it at ak ak ak ak it is *at it it ak ak it at at ak at ak ie ak ak ak sk it it at is it it ak ak aY it it it ak at is aY sY ak at at *ic is *ak ak it it at it it ak ak sk it at *ir *ic ak at ir: FLOW PROCESS FROM NODE 46.00 TO NODE 15.00 IS CODE = 31 ---------------------------------------------------------------------------- » »>COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA ««< »» >USING COMPUTER - ESTIMATED PIPESIZE.(NON- PRESSURE FLOW) « «< ELEVATION DATA:.UPSTREAM(FEET) 54.10 DOWNSTREAM(FEET) = 52.10 FLOW LENGTH(FEET) = 339.00 MANNING'S N = 0.013 DEPTH OF FLOW IN 12.0 INCH PIPE IS 7.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 3.51 ESTIMATED PIPE DIAMETER(INCH) = 12.00 . NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 1.69 PIPE TRAVEL TIME(MIN.) = 1.61 TC(MIN.) = 7.43 LONGEST FLOWPATH FROM NODE 45.00 TO NODE 15.00 = 570.00 FEET.. Page 8 0893- 10.OuT *sritsr *st st sr* ski ci r** it** ir* * *'k *st'Xiririricicst'.r * *'k *ir *stir *st *st it st * *at st *ic * *ir it *ir's *k it * *� � � # *ir st -k *stir* FLOW PROCESS FROM NODE 15.00 TO NODE 15.00 IS CODE = 1 ' » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< » »>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES « «< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 7.43 RAINFALL INTENSITY(INCH /HR) = 3.32 TOTAL STREAM AREA(ACRES) = 0.50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.69 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 19.92 7.50 3.305 7.70 2 1.69 7.43 3.323 0.50 ' IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. st sY st it sr st sY sr stie st st srirstir *st sY st st st st sr st st st sk srir is st it st sr st st sY sr sY st st st skit sr sr icir sk it st st st it *st st it *sr *st st sr is sr is st sr it *st st RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 21.42 7.43 3.323 2 21.60 7.50 3.305 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE(CFS) = 21.60 TC(MIN.) = 7.50 TOTAL AREA(ACRES) = 8.20 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 15.00 = 909.00 FEET. • st st st st sY srik st st* sr st st sr sr sY st st st sr st stir sr sr stir st srie st st st it it skiricit *st sk sk st srir st st at *ir st st st it sY st icirsr it st it it it *sr st is it sr st sk st sr* FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 31 --------------------------------------------------------------------=------- j » »> COMPUTE PIPE -FLOW TRAVEL TIME THRU SUBAREA« «< » » >USING COMPUTER- ESTIMATED PIPESIZE (NON- PRESSURE FLOW) ««< ELEVATION DATA: UPSTREAM(FEET) 52.10 DOWNSTREAM(FEET) = 51.35 FLOW LENGTH(FEET) = 151.00 MANNING'S N = 0.013 t DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.1 INCHES PIPE -FLOW VELOCITY(FEET /SEC.) = 6.19 ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE- FLOW(CFS) = 21.60 ' PIPE TRAVEL TIME(MIN.) = 0.41 TC(MIN.) _ .7.91 LONGEST FLOWPATH.FROM NODE 10.00 TO NODE 16.00 = 1060.00 FEET. icst * *st st st sr sr***i ti r***i r, r******, ti t***i r*, ri r*i r*, r*i ri r**i ti r**i rit * *it *it *ir *ir* * * * *sr * * *it * *ir *it it ir* FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ------ -------- ----- ----- ---------- ---- ---- ---------- ---- ---- ---------------- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE « «< TOTAL NUMBER OF STREAMS = 2 ' CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 7.91 RAINFALL INTENSITY(INCH/HR) = 3.20 TOTAL STREAM AREA(ACRES) = 8..20 PEAK FLOW RATE(CFS) AT CONFLUENCE = 21.60 I' it st st* it st st st it st *st *st *ir at sY *sY st it sr st *stir st sric st sk st st st st it *sr* * *it st st st st st * * *st ski t st st * * * *st it st st st *sr * * *sk * *at st sr FLOW PROCESS FROM NODE 50.00 TO NODE 15.00 IS CODE = 21 -----------------------------=----------------------------------------=---- ' _-»»>RATIONAL- METHOD - INITIAL - SUBAREA - ANALYSIS «« <----------------- - - - -�- ASSUMED INITIAL SUBAREA UNIFORM DEVELOPMENT IS COMMERCIAL ' Page 9 0893- 10.OUT TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 346.00 UPSTREAM ELEVATION(FEET) = .63.27 DOWNSTREAM .ELEVATION(FEET) = 59.55 ELEVATION DIFFERENCE(FEET) = 3.72 TC = 0.303 *[( 346.00 * *3) /( 3.72)] * *:2 = .7.779 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.236 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8780 SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.99 FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 91 --------------------.-------------------------------------------------=------ »»> COMPUTE "V ".GUTTER FLOW TRAVEL TIME THRU SUBAREA ««< UPSTREAM NODE ELEVATION(FEET) = 59.55 DOWNSTREAM NODE ELEVATION(FEET) = 57.87 CHANNEL LENGTH THRU SUBAREA(FEET) = 146.00 "V" GUTTER WIDTH(FEET) = 1.00 GUTTER HIKE(FEET) = 0.050 PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 2.964 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8765 SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.81 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.91 AVERAGE FLOW DEPTH(FEET) = 0.19 FLOOD WIDTH(FEET) = 27.99 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 9.05 SUBAREA AREA(ACRES) X,4Q SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.63 END OF SUBAREA "V" GUTTER HYDRAULICS: DEPTH(FEET) = 0.22 • FLOOD WIDTH(FEET) = 32.76 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC) = 0.45 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 16.00 = 492.00 FEET. FLOW PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ---------------------------------------------------------------------------- »» >DESIGNATE INDEPENDENT STREAM FOR.CONFLUENCE ««< »»>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES ««< TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9,05 RAINFALL'INTENSITY(INCH /HR) = 2.96 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.63 ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.). (INCH /HOUR) (ACRE) 1 21.60 7.91 3.205 8.20 2 5.63 9.05 2.964 2.10 IN THIS COMPUTER PROGRAM, THE.CONFLUENCE VALUE USED IS BASED ON THE RCFC&WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW. RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ** PEAK'FLOW RATE TABLE �* STREAM RUNOFF TC INTENSITY NUMBER (CFS) (MIN.) (INCH /HOUR) 1 26.52 : 7.91 3.205 2. 25.60, 9.05 2.964 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 10 ' 0893- 10.OUT TC = K *[(LENGTH * *3) /(ELEVATION CHANGE)] * *.2 INITIAL SUBAREA FLOW- LENGTH(FEET) = 346.00 UPSTREAM ELEVATION(FEET) = 63.27 ' DOWNSTREAM ELEVATI.ON(FEET) = .59.55 ELEVATION DIFFERENCE(FEET) = 3.72 TC = 0.303 *[( 346.00 * *3) /( 3.72)] * *.2 = 7.779 10 YEAR RAINFALL INTENSITY(INCH /HOUR) = 3.236 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ' SOIL CLASSIFICATION IS "B" SUBAREA RUNOFF(CFS) = 1.99 TOTAL AREA(ACRES) = 0.70 TOTAL RUNOFF(CFS) = 1.99 ' ----------------------------------- FLOW PROCESS FROM NODE 15.00 TO NODE 16.00 IS CODE = 91 ---------------------------------=------- »»> COMPUTE "V" GUTTER FLOW TRAVEL TIME THRU SUBAREA « «< UPSTREAM NODE ELEVATION(FEET) = 59.55 DOWNSTREAM NODE ELEVATION(FEET) = 57.87 CHANNEL LENGTH THRU SUBAREA(FEET) = 146.00 "V" GUTTER WIDTH(FEET) = 1.00 GUTTER HIKE(FEET) = 0.050 ' PAVEMENT LIP(FEET) = 0.010 MANNING'S N = .0150 PAVEMENT CROSSFALL(DECIMAL NOTATION) = 0.01000 MAXIMUM DEPTH(FEET) = 1.00 10 YEAR RAINFALL INTENSITY(I.NCH /HOUR) = 2.964 COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT ' SOIL CLASSIFICATION IS "B" TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.81 TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET /SEC.) = 1.91 AVERAGE FLOW DEPTH(FEET) = 0.19 FLOOD WIDTH(FEET) = 27.99 "V" GUTTER FLOW TRAVEL TIME(MIN.) = 1.27 TC(MIN.) = 9.05 ' SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.64 TOTAL AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) = 5.63 END OF SUBAREA "V" GUTTER HYDRAULICS: ' DEPTH(FEET) = 0.22 FLOOD WIDTH(FEET) = 32.76 FLOW VELOCITY(FEET /SEC.) = 2.07 DEPTH *VELOCITY(FT *FT /SEC) = 0.45 LONGEST FLOWPATH FROM NODE 50.00 TO NODE 16.00 = 492.00 FEET. -- FLOW - PROCESS FROM NODE 16.00 TO NODE 16.00 IS CODE = 1 ------- ----- ----- ---------- ---- ---- ---------- ---- ---- ----------- ----- »» >DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< »»> AND - COMPUTE - VARIOUS _CONFLUENCED_ STREAM - VALUES < < < < < -- -- - - -- - - - - - -- TOTAL NUMBER OF STREAMS = 2 CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 9.05 ' RAINFALL INTENSITY(INCH /HR) = 2.96 TOTAL STREAM AREA(ACRES) = 2.10 PEAK FLOW RATE(CFS) AT CONFLUENCE = 5.63 ' ** CONFLUENCE DATA ** STREAM RUNOFF TC INTENSITY AREA NUMBER (CFS) (MIN.) (INCH /HOUR) (ACRE) 1 21.60 7.91 3.205 8.20 2 5.63. 9.05 2.964 2.10 t kkkkkkkkkkkkkkkkkkkkkkkkkkkk kfr YkkWARNINGkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk IN THIS COMPUTER PROGRAM, THE CONFLUENCE VALUE USED IS BASED ON THE RCFC &WCD FORMULA OF PLATE D -1 AS DEFAULT VALUE. THIS FORMULA ' WILL NOT NECESSARILY RESULT IN THE MAXIMUM VALUE OF PEAK FLOW.. kkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkkk kstkkkkk kk kirk RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 2 STREAMS. ' ** PEAK FLOW RATE TABLE ** STREAM RUNOFF TC INTENSITY NUMBER (CFS). (MIN.). (INCH /HOUR) ' 1 26.52 7.91 3.205 2 25.60 9.05. 2.964 COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: Page 10 0 Page 11 0893- 10.OUT ' PEAK' FLOW RATE(CFS) = 26.52 TC(MIN.) = 7.91 TOTAL AREA(ACRES) = 10.30 LONGEST FLOWPATH FROM NODE 10.00 TO NODE 16.00 = 1060.00 FEET. END OF STUDY SUMMARY: TOTAL.AREA(ACRES) - 10.30 TC(MIN.) = 7.91 PEAS: FLOW RATE(CFS) = 26.52 1 _________________________________ END OF RATIONAL METHOD ANALYSIS _______________________________ 0 Page 11 Worksheet for Grate Inlet at Node 12 1 ^'r:° � r � Z X - •�` � ^ -tY . � � � mss{ •� Solve For Spread K a r- Y. Discharge .7.00 fP /s Gutter Width 3.00 ft Gutter Cross Slope 0.01 ft/ft Road Cross Slope 0.01 ft/ft Grate Width 2.00 ft Grate Length 2.00 ft Local Depression 1.00 in Local Depression Width 3.00 ft Grate Type P -50 mm (P- 1 -7/8 ") Clogging 50.00 %, Spread 67.13 ft Depth 0.67 ft Gutter Depression 0.00 ft Total Depression 0.08 ft Open Grate Area 1.80 ft' Active Grate Weir Length 4.00 ft Worksheet for Grate Inlet .at Node 21 Protect Deserl tlon °`F: ¢t,?i�,.l "� + +]S�': r � -.w�• ��:�� w,: � f • }1'i• v �'{~ ��} ;��'�"��'�'�.�k� � 1`kT F '6]F �• �.�-: � S S' .�•_� ':�, :` Solve For Spread I.n u Data }t ^, -; • «,� , � :i< • ; " = c;,� � a :,w 7, fi • t ;��n .� ��r Discharge 12.70 ft' /s Gutter Width 3.00 ft Gutter Cross Slope 0.01 ft/ft Road Cross Slope 0.01 ft/ft Grate Width 3.00 ft Grate Length 3.00 ft Local Depression 1.00 in Local Depression Width 3.00 ft Grate Type P -50 mm (P- 1 -7/8 ") Clogging 50.00 Spread 79.40 ft Depth 0.79 ft Gutter Depression 0.00 ft Total Depression 0.08 ft Open Grate Area 4.05 ft2 Active Grate Weir Length 6.00 ft Worksheet for Grate Inlet at Node 36 Salve For Spread } RY ��"Pf• �! L f '�. q� �. '�` � �.. �' 9y �y, �� :.+f'a.. -s'.'V f3;..� `... fir` �, . � ��Y�Li' ?�fl:.f2`•�] i5:h 4' - P fY31 ✓ 1tr t�13�vF �• : W'.- _ - 'f .iF R. n � . "�(" Y�. Nf F� .. Discharge 6.60 ft' /s Gutter Width 3.00 ft Gutter Cross Slope 0.01 ft/ft Road Cross Slope 0.01 ft/ft Grate Width 2.00 ft Grate Length 2.00 ft Local Depression 1.00 in Local Depression Width 3.00 ft Grate Type P -50 mm (P- 1 -7/8 ") Clogging 50.00 % 122, MI'M Spread 64.45 ft Depth 0.64 ft Gutter Depression 0.00 ft Total Depression 0.08 ft Open Grate Area 1.80 ft2 Active Grate Weir Length 4.00 ft � I I I Worksheet for Grate Inlet.at Node 3-7. Pro ec11 6rt �,ftors yam, '€ `�� c.L.. �� ?�1'ti rT�' -Q'r; •ra��"�„ ," f �'..'�:�„�S}-',.P.� : .�'�,4f k.•^' ��P +y ..z •r�.�.j�kk�,,.` Solve For Spread ' t � <s :.a; n...:r�f :�-�., �a4 ;,��. �: �� ::- �, , •�! ,�..�j Discharge 4.80 ft' /s t Gutter Width 3.00 ft Gutter Cross Slope 0.01 ft/ft Road Cross Slope 0.01 ft/ft ' Grate Width 2.00 ft Grate Length 2.00 ft Local Depression 1.00 in ' Local Depression Width 3.00 ft Grate Type P -50 mm (P- 1 -7/8 ") ' Clogging 50.00 % Results ° r., ! ;,t' °s d 4• .. '�. Spread, 51.61 ft ' Depth 0.52 ft Gutter Depression 0.00 ft Total Depression 0.08 ft ' Open Grate Area 1.80 ftz Active Grate Weir Length 4.00 ft � I I I s° QRd4 E S S/ 0� S. W %p F� No, 70343 Exp. 9 -30 -2008 fl9lr CI VLF. �. F C A_% I� �' {L�J I D ;;.. G�4�5 ��C G. �./ o v �,a,, 4' L� v l-- - — > ; .wfb't w ,r5 �- J o `0� UNAUTHORIZED CHANGES & USES' THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE r r►P�+Y t t T-1 �,,q.r5 C,�° �' �,}� �p: �o g u Go►-► 2-ti Q FOR, OR LIABLE FOR, UNAUTHORIZED CHANGES TO OR USES OF THESE PLANS ► ALL CHANGES TO THE , y PLANS MUST BE IN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS. Z%�i Qj DESIGN BY: APP OVED BY: CITY OF LA QUINTA CITY OF LA QU I N TA, CALIFORNIA S H' E E T ` °Q IMPORTANT NO NOTE • m 6 T41>90. F LA QU I N TA BASIS OF BEARINGS: BENCHM �. ■ . oESi�N ■ coNSTRUCTioN DSW CALL BEFORE YOU DIG ALL UNDERGROUND UTILITIES K{� X X XX X X X DESCRIPTION. DESCRIPTION. SECTION 42I6 of THE GOVERNMENT CODE LOCATIONS ARE PER RECORD o, REQUIRES AN INQUIRY D S W IDENTIFICATION NUMBER BE PLANS. IHE CONTRACTOR ISSUED BEFORE A PERMIT SHALL USE DUE CAUTION /N ��M�QU TRY CLUB DRIVE, SUITE 201 CHECKED BY: PRELIMINARY GRADING PLAN TO EXCAVATE WILL BE VALID. ALL EXCAVATION, AND NOTE T, C 260 -1655 D S W o _ MADISON SQUARE fOR YOUR 'PRE - EXCAVATION L.D. WHERE ALL UTILITY LINES �„� 1-p I L -�'(Lo C ©N S U LT I N G 760 -346 -7481■ FAX 760.346.8315 ■ www.RBF.com oN NUMBER cAtt: AS NOTED { OF OF SHEETS Q ARE LOCATED OR RELOCATED PORTION OF PARCEL 31143 1SQ�a DATE: ; DRAWING NAME: ♦- UNDERGROUND SERVICE ALERT !?rp1V tU�-- TIMOTHY R. JONASSON, P.E. PUBLIC VIORKS DIRECTOR TOLL FREE 1- 800 - 227 -2600 FOR DOCUMENTATIONON ON-, BY MARK DESCRIPTION APPR. DATE FINAL DRAWINGS Of RECORD. ',�•{J'�%Z1�'hfCt MARCH 2008 L �. 0893 -GR- PRELIM- 20L.DW o DATE: � CITY ENGINEER . JOB NUMBER: FILE NO.: TWO WORKING DAYS R C E. 45843 EXP. 12 -31 -2008 FOR: i ENGINEER R E V I S 1 0 N S CITY DAVID S. WILSON R.C.E. 70343 EXP. 9 -30 -2008 20100893 SOBEL DEVELOPMENT COMPANY, INC. BEFORE YOU DIG r I I ., I E I i. i. 7 I