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Home My WebLink AboutCT 06-16; CARLSBAD BOAT CLUB AND RESORT; CARLSBAD BOAT CLUB DRAINAGE STUDY; 2006-06-191 ,- 1- I~ �_ �- _ � �- � �� li �i C� �� CARLSBAD BOAT CL �� ,� � "'-'�.v o �` D1�:AINAGE STUDY ��A c�� ' 2�` � o f�V'�� ~J' O� �'6� ,` �O June 19, 2006 s � �.�%� G -- zL--a � Robert D. Denti.no RCE #45629 Exp. 12/31/06 a; EXCEL ENGINEERING 440 State Place Escondido, CA 92029 (760)745-8118 ��QgOFES3/p�� h `V'- �,, � c; y � � � N�.4�j � � Exp. -1�-0� �� 9�fOF �,�o�a4 CA � � � ' � TABLE OF CONTENTS , �' ; � Summary ................................................................................................:............................... 1 IIVicinity Map .......................................................................................................................... 2 1 APPENDICES � . San Diego County Isopluvial Chart 100-Year, 6-Hour . . ...... .. .... . .. . . . . .... .. .. .. . .... .. ... . . .. . .....A Tables and Charts for run-off coefficients and times of concentration . . . . . . . . . . . . . . . . .. . . . . . . . . . . . ....B , On-site Detention Calculations ..............................................................................0 Existing Condition Hydrologic Calculations for the 100-Year Storm Event ............................ ...D Developed Condition Hydrologic Calculations for the 100-Year Storm Event ...................... .. ...E HydraulicCalculations ..................................................................................................................F 85� Percentile Calculations ...........................................................................................................G HydrologyMap . . . . . . . . . . . . . . .. . . . . . . . . .. . .. .. . .. . . . . . . .. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . .. . . ....Pocket 11 ,� li ,� �� ;' Summary HYDROLOGY This 1.02-acre project (APN 206-200.0� is located on the south side of Adams Street, east of the (�� intersection with Highland Drive in the City of Carlsbad. Topographically the site slopes to the _ south towards the Agua Hedionda La.goon. Very little runoff enters the site from the adjacent property to the west. E�stine Condition � G This project is a.djacent and north of the Agua Hedionda Lagoon, which serves a final repository �' of an enormous drainage basin that serves parts San Diego North County, including Carlsbad and San Marcos. The final step after the Agua �Hedionda Lagoon is the Pacific Ooean. The current site is approximately 57% impervious. Using table 3-1, in Appendix B, a prorated C value of 0.67 is obtained for soil type D and an impervious percentage of 57%. - The current storm waters are partly absorbed onsite and the remainder flow southerly towards the � Agua Hedionda Lagoon. There currently exists a large residential structure that serves as the Boat ', � Club's meeting and administrative facilities. The parcel is lightly vegeta.ted and a large portion of - the site is paved with very weathered asphal� There are no storm drain facilities on-site and the run-off from storm events sheet flows into the bea.ch at the south end of the property and into the a� Lagoon. The current site generates approxi.mately 3.94 cfs in a 100-year storm event. ; De�eloped Condition The existing residencelboat club structure is to be removed. In its place will be a new 3 story boat �� club and time share with under ground parking for vehicles and small boats: Three floors will be �_ 1 visible from the Lagoon and only one floor will be visible from Adams Street. The site will be accessed from Adams Street via a driveway, which starts out at 5% and at its steepest point �� reaches 19%. '� - The proposed site is approximately 63% impervlous. Using table 3-1, in Appendix B, a prorated C value of 0.70 is obtained for soil type D and an impervious porcentage of 63%. - The nuioff generated by a 100-year storm event has been calculated to be approximately 4.25 cfs, '� an increase of .31 cfs. This runoff will be collected in an on-site storm drain system and allowed `-' to infiltrate and to settle d.ebris & hydrocarbons before discharging into the Agua Hedionda Lagoon. Additionally the project will be detaining the additiona10.31 cfs, generated by the new 1; development, before treating it and discharging into the Agua Hedionda Lagoon Watershed The watersheds were analyzed using the 2003 San Diego County Hydrology Manual. � -� I� �� y4 I I ' � Pre-Development i--� ;' Pre-development Condition, as described in the Hydrology Calculations, is 0.90 aeres and contributes 3.94 cfs (100-year) in pre-development conditions. Thi.s runofF drains directly to the � ; Agua. Hedionda La.goon � � Post-Development Area "A" (Hydrology Map, Prer-development Conditions), as described in the Hydrology f� Calculations, is 0. t 3 acres and contributes 0.58 cfs (1Q0-year) in post-developed conditions. This �_ runoff dra.ins directly to the proposed curb inlet located on the west side of the driveway. Area "B", as described in the Hydrology Calculations, is .08 aczes and contributes 0.38 cfs (100- year) in the post-developed condition. This runoff drains d.irectly to the proposed curb inlet' located on the east side of the driveway. Area "C" is .11 acres and contributes .35 cfs (100-year) in the post-developed condition. This runoff drains directly to the proposed curb inlet located at the end of the driveway. '' Area "D" is .18 acres and contributes 0.83 cfs (100-year) in the post-developed. condition. Thi.s f runoff is flow southerly along the east property line and onto and i.nto the Agua Hedionda i, Lagoon. This nuioff passes through pedestrian concrete walkways and boax ramp area. ` J Subsequently no hydrocarbons or pollution is picked up in its flow. � Area "E" is .11 acres and contributes 0.48 cfs (100-year) in the post-developed condition. This �_ will across the club house patio area and onto the beach. More than 50% of the square footage of -, area `B" is the beach it's self. This area contributes the least to any possible pollution of the { Agua Hedionda Lagoon. �� Area "F" is 0.29 acres and contributes 1.65 cfs (100-year) in the post-developed condition. This !_ j runoff will flow to roof drai.ns and to the storm drain system loca#ed in the driveway on the west side of the projec� This water then confluences with the ninoff from areas "A", `B" and "C" and ji will be processed through a datention facility bafore any discharge into the Agua. Hedionda _ . Lagoon. �-� _ All runoff from this project will ulti.mately proceed southerly and into the Agua. Hedionda {� La.goon. Accordi.ng to the 1998 303d list published by the San Diego Regional Water Quality — Control Board, the Agua Hedionda Lagoon is an "impaired water body". Pre- and post- construction BMPs are mentioned in the Water Quality Technical Report for this project and will j` be deta.iled in the project's future SWPPP. ��I --�' _ 2 �� VICINITY MAP '��f,��a �;:� �',m� i 7� '�,�i � � '� %�� :� A., f t w¢�� _. nFx.�.��.. ��.. �rty. �p d i' ,. t '..' 4 �� ., 3 � _ v 4t � t 7r� `� �� L Q J � �, � �� ¢bat! e .,�.,fy �, w0,� . si „�..._ � � �,... .. A. � � ` . flfl 'P� . . �iR Q . t. �.��F '� "f", " t 1,4r ,g . \, � -`:4 �� :' � �' ��as a �'�r T�� r' '4 s:� � � p , �a � � ��a� � �� '� y C� � � � �. � o. �p s ,�3� ti� ¢,; �. °:l`,• � �n �,a� � " 'Y,j ` `•,` � . +� w +� . ,q 4� �r, � ; c , �. a�, , � _�,'� �� '_ � , �, h . a '..c? ' � �� , 3 c ; o . � h ' " � � �"✓. ,�}� ` � C. �,t. �,z v � � iyFa � �+ � , ri ; . A' ' R��t` . �2`�� ::t -�E � . . ri�.... y� v..-� '��j,�, �: G� ' . � �i. 0 1 . � �'- ' - � . '�.,a' ; �: .a. N� . � 3 . �,: s � i' °�.� ` - ' �J � z - .. ', .s ti� ._ ' � � � �, :;� - � ��f �hta�noii�'�A�� ,� , , _ , c- `. t;: . ; _ _ . r . � �,� . � <: , ��h�h�.'�0�� p � . �l� . ._ r..__. �,. ("�_" . � �:.'.. .�. ^ . 9;' r'�, �,$ ' _ n ap�� s ^` . �'°p �i� �-: A�,� ��'. ? � � . { � � 1%ti , �y `4 � . _ ��j� p�� ^",''F . , w� � � n a ' , ;; ,r r ��t 3 ,� �� m �. , , �, a��o" y. . "s, : c.� ,+ '�5+. 1 t7' a �' °��,r G ` ` �n � � 'd� _ � ;� � h;�,� `�� ,� 4Tr�, y � . , , ��"',n {°"ig�rf'��, �t ' �'�t�s�` �'� ,' , - �awd �' �' � , �, � n+- d '.-' � � � ?'�� •S. � � ��'�a � - P, � '�� . Q� ��' '�'� � � ��' � r�'n ��t +�3 q �'�+� �ar "�v . �,� '.�� , i ti�r ds�9 fi��% 4� �,� , .: �- � �a $ � '1 .�,f� ,pa" � '�� s �`c��°� "� � ;� � ;' `*�� om'4�i�d,�Y T��,�� ;•�A� �. , ' � �� ^; u . j�,a �� .��T. .�. �,7 �p,� ._-�s'l, �� $'�'� �,.�+ O,� . �. �� r�� .: y`�. '.y''i�, � "� a'� ��t i �5'4 �4" . � � �� r , . �`�` �4 , t7': �� a� 4�' r ' `� " t, r � �s � Y � � . , py . � a� , �' p,`� � �, c x , ;,, t,R ' :y � a� � �s ' �''r' �LS1�', � ? � � 7 i. 3 � + ! e .- ��''��j� i<a ,�a�'t- � .�i' -: �� t � � as �': . c r � �r�� ` t' C~ _ � � ; d.in .i" z * S1TL' �� , — '� - �. . - , ; �, , . . . . � . � �� . �� y � " µ � �{ �n ��t�n �. l ..: ' � It!��Il T. o�c�ce �-��-�;�� rn� . - , c�2o'�aN�4'+lTEO Not to Scale '� a ) i � i � ri �'' �� APPENDIX A � Connty of San Diego 2003 Isopinvials 100-Year RainfaIl Event — 6 Hour & 24 Honr �� 'I ( I f ` f ti� � ,I APPENDIX B Tables and Charts for run-off coef�cients and times of concentration r �. 1 j � _I .-.1 � j � � -�� L � f � 1 i 1 (�l � � � �I` I i � � - -- - - --- - - -, ---. �--, - -, �-- - �-- , -- , , �`-�'� � � -- , � --- - -- . - - � --� -- -, - --- -- - -- - � --' '� -- --- •---_.._ _.� �_ _ _� �__ _ _ _ -� _ _ _ - _. �_ _ -- �-- -- - �- _ � _ �_ _..�__ � -� _ _ �.... _ _ San Diego County Hydrology Manual Date: Jnne 2003 � Table 3-1 RUNOFF COEFFICIENTS FOR URBAN �as Section: 3 Page: 6 of 26 a u� R,moff coeff oienc "C' Undish�bed Natural Terrain (Nat�ral) Low D�sity Reaidential (LDR) Low Density Resideatial (I.DR) Low Density Reaidential (LDR) Madi� Density Residential (MDR) Medium Density Residential (MDR) Medium Density Residantial (MDR) Medinm Density Residentisl (MDR) High Dcnsity Residential (HDR) High Density Residential (HDR) Commercial/Indnstriai (N. Com) Commescial/Indastrial (Q. Com) Commercial/Industrial (O.P. Com) Commercia]/Industrial (Limited I.) Parmanent Opea Space Resideatial, 1.0 DU/A or less Residential, 2.0 DU/A or l�ss Residential, 2.9 DU/A or leas Residential, 4.3 DU/A or lass Residantial, 73 DU/A or les.s Residential, 10.9 DU/A or less Residential, 14.5 DU/A or less Residential, 24.0 DU/A or less Residantial, 43.0 DU/A or less Neighborhood Commetcial (ieneral Commercial Office ProfessionaUCommercial Limited Industrial General Indnstrial Soil Tvne A � B � C D u- 10 20 25 30 40 45 50 65 80 80 85 90 90 u.�u 027 0.34 0.38 0.41 0.48 0.52 0.55 0.66 0.76 0.76 0.80 0.83 0.83 0.87 oas 0.32 038 0.41 0.45 0.51 0.54 0.58' 0.67 0.77 0.77 0.80 0.84 0.84 O.R7 030 0.36 0.42 0.45 0.48 0.54 0.57 0.60 0.69 0.78 0.78 0.81 0.84 0.84 0_R7 035 0.41 0.46 0.49 OS2 OS7 0.60 0.63 0.71 0.79 0.79 0.82 0.85 0.85 0.87 *The valnes associabcd with 0% impervions may be used for direct calcailation of the nmoff coeffcient as desenbed in Section 3.12 (repi-esenting the pernious ranoff coe�icieut, Cp, for the so� type), or for ar�as that_will remain undisturbed 'm perpetuity. Justificatio� must be given that the area will remain naturai forever (e.g., the area is located in Cleveland National Forest). � . DU/A = dwelling � per ecre NRCS = National Resources Conservation Savice 3-6 � S I L 1 t �`, , � ;i ;1 i� � ti' ',� San Diego County Hydrology Manual Section: 3 Date: June 2003 Pago: . 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drai.nage basin. A si.ngle lot with an area. of two or less acres does not hava a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides lim.its of tha length (Maximum Length (LI,,�) of sheat flow to be used in hydrology studies. Initial Ti values based on avarage C values for the Land Use Elamant are alsb included. These values can ba used in planning and design applications as described below. Bxceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 ovEiu.�vn �.ow LErrG� (L�„� & INl'TIAL '�IlVIE OF CONCENTRATION T Element* DU/ .5% 1% 2% 3% � 5% 10% Acre LM Ti LM Ti I,M Ti LM Ti LM Ti L T; Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 85 10.0 100 9.5 100 8.0 100 6.4 L�R 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 IvIDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 90 4.9 95 4.3 100 3.5 HDR 43 � 50 5.3 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 � 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 � 2.4 O.P✓Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General L 50 3.7 60 3.2 70 2.7 80 2.6 90 2.3 100 1.9 *Sea Table 3-1 for more detailed description 3-12 ��i�!�e°��i�6�11i�1Fi�lifiilf;i'I�li��itfl[iii�ll�?II:IiIi!li�;ii�1��1�1�1@illi[iiiifl:•II!; ��e�9i��'_d�1��1�G111iIliGp��lil�lii�IIII��f�llilf�llll![il!lili?�ii��i�Li11f�IF11��!�li;�(i! . � � ,:E � .. , ,,; , Q��sE��n��`��.�p'�y�i��f��Ifl�:�+Y��i�1��f�i�J��l'��I�f�i€fl ��;��r��l�t��i ��l50��7�+!��k��E�l!li�Illi�Il�Il��i�"litlll�i. . ■ /;' �A;�• il�Ill�� 1r��e'��!��lE:��;�l�lfii��611��f��lllll�Il��: - � � -: � ' ��•� �ilill;I ��i��F;��i;�;��;;;��N��l��ll�� .;, .�. ,..;;,.. .: I#I!I�� t. �. ► ■�. 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I i � � a �� .�_�_��.�� i��i��llli�lllli��i��i�,��i�i�:i�.��w��'��:��:� .� � �� ::�;::::::�:��::��:�::d:::::::::�:'::�uo;'-� ��,rr�!��C:::��n.�.:i �� a � �w�� w��Y�w��ePY1��1l1��s�'��If��L�e�rYR��ef�lf\��nYY'f��n��.��: ��i��i��si�i=a��i� �eu��a�nuuuu��Reeaeueee�m�u�u�ui�.u�ea�s��a��muie��a�u�n�_•�� a��i��li�YEk7f�1iM rlf��Y�iY�11111i1111iEA=wlYi�ll��f1111i7�{Illi� l�fl?Ye�IE��CI�l�MSl0��1��1�7�u ��Si��1��1��R1�!fYfll ��I��t1�l�MI1�1111/��I�t��T�11��t1�1�11��1l�i fi�Yf��r;��C��l�: IIY�f.��f��liil o�a�+a��rs�:��a��cs�c��11�1111!fl��ll�i�!l��i�illlll!�11��11�� IC7�stl��pfii�l�•:R�l�S�[��Ilt:' a��s��sri�rra:ar.�n �reenuuuu��iurn��n��u�uu�nu�u.�:��a��i�l�iR�\.•\i�57��ifT'1 maawa�o�eraaca:acn�aAn �ew�nun�e�ninu�cwomanu�uun�ns�n��:Rawa�=a��or ��wen�.•�unwr: m��av��a��eu:a��e �e�n�eue�uuuuua��ur��u:u�nu�un:::esaa�soe�sa�ow�seu.•ueuci�i lJi��il�!�7�1�l�JSp�IF�7lil� IIRClG�l11�11S1Ii11C1IEEY1111tl�l�:llillll!lNil'll!!IG�RM!yl19C1Sr�fi��!!Ca'�1l11!I Olii��l�S�l��il�� CIIIt7�lI1{IIIIIIIIS77l�l��fl�l�liClililllll'1f�11��7��7��lllf[t71I1171..'lfil �03C��1iFl�I�iiO3�ih!!G9�Y_S �4 !£�i��lllllilllillfldl�[f�i�f�l�lllillllllll:lf�liRQGlTlYis0i7Rt�7111�11Y::� oeoima*m�a�s�moam��ec�-.na��r:�yr�+n:{I11116W!»i1iYi�l1lllti1117:E!�1:4Z �iC10�.7C\lCi�i�a�11f1fllllll ��ww�w��w�R!Sp�! RS�11111@I!EII!I!11!q7Cilil0i.11l:ti�itnuiirii�.11�!!■811lIi��1�51lillllllli!i �i�i■!l��■��IE��!! �i�lli]Illllliii!111l9�lllllll111!!lIIIlll:li�!l�fisl��■�JI�Y�LfIllfliiE!!!l111! la1��Yl�lr��ilE!�1' : """•>!IIIIIIIiI111�NQti1:lY1lA;�l;IIllflllil�'.1�i.i��rlrll�Gil!{IiF:Illl�l:i; ��i�■��i��lii . •'' ". illlll�lllilll;fil�llflitllll�f;iillil:��IWll��iili��fliii11E1illlill�l I �ii��■�■�E��u�Y�a �u��E�Y�l1fl?I!:!1l�+J1111��1ilII�111lIIII!fl�I:itil��iil�di�iilE7oi1llllli I.��ei��1�2!��l1�l�19iiflll!�i11fli��!!!!1!�!illliillllu�ll ii��i�l�E�lJlItA�ll�iifllill�, ;� � � �7 �_i ,- � �� _i i ;j �7 �, �J �� , � l � f - � 1 1 APPENDIX C Detention Facilities Calcnlations i ) 1 i � �� i � �� , r i ` L � � ,� a� �._ a -, �,� '__� if � Reqnired Detention: The required retention for the site was determined from the San Diego County Hydrology manual formula for volume as follows: Volume = C*P6*A Where: Volume = volume of ru.noff (acre-inches) i j , P6 = 6-hour precipitation (inches) = 2.8 � C= delta of runoff coefficient = 0.03 , �� A= area of wateTshed = 0.90 Volume = 0.03(2.8)(0.90) = 0.0756 acre-inches �; �� Volume = 276 cubic feet of required detention. (� Check of 85�' Percentile rai.nfall voluma: . The 85� percentile volume (see 85�' percentile calculations) has been calculated as follows: �� ] �. � Q=0.64 cfs Duration of 10 minutes , � "� �� ._ ,� �� '� .-�� I ,- �i r� �, ,l �_1 �-, ti � �� r � � �� ,�} Volume=Q*D Volume={0.64cfs)*(10 m.i.n)(60 sec) V=384 cubic feet Volume = 384 cubic feet of reqnired detention. Using four 20-foot long, 30-inch CMP for storage. Area of 30-inch CMP = 4.91 square feet A 20-foot section will yield 98 cubic feet Four 20 foot sections will provide 392 cubic feet, which is more than what i.s required. We will have 1.02% storage capacity for detention. ,� � , � �_� �� ;-� ii ' r "-; +� . �i �-, �� +_ � i� ,r ,� -� li ,; �� APPENDIX D Pre-developed Hydrologlc Calculations for the 100-Year Storm Event Onsite � , i , �, ��-- � r-, �i t �� *******.********************************************************************* RATIONAL NIETHOD HYDROLOGY COMPIITER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5A Release Date: O1/O1/04 License ID 1462 ; ---------------------------------------------------------------------------- ] � FILE NAME: CBC.DAT � TIME/DATE OF STUDY: 16:22 5/18/2006 r Z ---------------------------------------------------------------------------- h r USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: � '� ---------------------------------------------------------------------------- 2003 SAN DIEGO MANIIAL CRITERIA � 4 r , `f � � ,: � e , j �� i , i 1 t- �. � _a � � Ll� ___� �__� + � 1 1 �� r-� ' I I � f USER SPECIFIED STORM EVENT(YEAR) � 100.00 6-HOUR DURATION PRECIPITATION (INCHES) � 2.800 SPECIFIED MINIMUNI PIPE SIZE(INCH) a 10.00 SPECIFIED PERCENT OF GRP,DIENTS(DECIMAL) TO USE FOR FRICTION SLOPE Q.95 SAN DIEGO HYDROLOGY MANUAI, "C"-VALIIES QSED ' NOTE: ONLY PEAK CONFLUENCE VAI,IIES CONSIDERED **************************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 22 --------------=-------------------------------=----------------------------- »»>RATIONAL NIETHOD INITIAL SQBAREA APIALYSIS««< _— m� -- � -----�-----�� SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT � .6700 IIRBAN SIIBAREA OVERLAND TIME OF F'LOW(MINQTES) � 3.230 *CAUTION: SUBAREA SLOPE EXCEEDS CODNTY NOMOGRAPH DEFINITION.,EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSIIMED AS 6-MINIITES 100 YEAR RAINFALL INTENSITY(INCH/HOIIR) m 6.559 SUBAREA RUNOFF(CFS) = 4.90 TOTAL AREA(ACRES) = 1.12 TOTAL RUNOFF(CFS) = 4.90 ��Q�� m� =�=��nQ�= —_ -- END OF STUDY SIIMMARY: PEAK FLOW RATE(CFS) = 4.90 Tc(MIN.) = 6.40 TOTAL AREA(ACRES) � 1.12' ' �a � ��--�---- � m�T e� � _____� END OF RATIONAL METHOD ADIALYSIS (0.22 ACRES.OF THIS RIIN-OFF IS COMIMG FROM OFF-SITE, WHICH AMOUNTS TO A TOTAI, OF 0.96 CFS. • THEREFORE THE TOTAL RUN-OFF GENERATED FROM 0.90 ACRES IS 3.94 CFB., � � 1 'r1 � ' �J 0 � APPENDIX E , �� Developed Hydrologic Calcnlations for the 100-Year Storm Event �� 'R 1-, �� -� 'i � t_ 1 ,�'� ,� � ,-� �� }, J �I L� �� II � �, 'r -� � _� , ( ,k 1 � (� �_.I � � 4 , " ,, i � ,,_� , -� � �� , a f � I � r� ��,_ 1 **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL ' (c) Copyright 1982-2003 Advanced Engineering Software (aea) Ver. 1.5A Release Date: O1/O1/04 License ID 1462 ---------------------------------------------------------------------------- FILE NAME: CBCF.DAT TII�/DATE OF STIIDY: 16:36 5/18/2006 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) � 100.00 � 6-HOIIR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 10.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *�**�*********************************************************************** FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE m 21 ARH:A "A�' ---------------------------------------------------------------------------- »»>RATIONAI, METHOD INITIAL SUBAEt�EA ANALYSIS««< SOIL CLASSIFICATION IS "D" COMNNIERCIAL DEVELOPMENT RUNOFF COEFFICIENT m.7000 INITIAL SIIBAREA FLOW-LENGTH = 170.00 UPSTREAM ELEVATION s 55.00 DOWNSTREAM ELEVATION = 19.50 ELEVATION DIFFERENCE = 35.50 URBAN SUBAREA OVERLAND TIME OF F'LOW(MINUTES) = 2.131 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRA.PH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSi1MED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) _ .58 , • TOTAL AREA(ACRES) _ .13 TOTAL RUNOFF(CFS) _ .58 **************************************************************************** FLOW PROCESS FROM NODE 2.00 TO NODE 4.00 IS CODE = 4 ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SIIBAREA««< »»>IISING USER-SPECIFIED PIPESIZE««< �=�a��e�� _��—�� --�___�__-�-----_—______.�.�� DEPTH OF E'LOW IN 12.0 INCH PIPE IS 1.3 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 4.8 UPSTREAM NODE ELE�ATION a 16.00 DOWNSTREAM NODE ELEVATION � 15.50 FLOWLENGTH(FEET) = 18.00 MANNING'S N = .011 GIVEN PIPE DIAMETER(INCH) � 18.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SQBA.REA(CFS) _ .58 . TRAVEL TIME(MIN.) _ .06 TC(MIN.) � 6.06 1 � 1 ; �� t_ � ,� ' a � �� M � 4 �� *******************�******�********************************�*******�*�****** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE a 1 FLOW IN PIPS ' »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUMBER OF STREAMS = 3 . CONFLUENCE VALDES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) � 6.06 - RAINFALL INTENSITY(INCH/HR) � 6.51 TOTAL STREAM AREA(ACRES) - .13 PEAK FLOW RATE(CFS) AT CONFLUENCE Q .58 ***,************************************************************+************ FLOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 p� agrr ---------------------------------------------------------------------------- »»>RATIONAL NIETHOD INITIAL SIIBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" ;� . COI�RCIAL DEVELOPMENT RUNOFF COEFFICIENT a.7000 `, INITIAL SUBA.REA FLOW-LENGTH = 235.00 IIPSTREAM ELEVATION � 50.00 • . DOWNSTREAM ELEVATION m 19.50 �, 1 ELEVATION DIFFERENCE a 30.50 �-_� URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) m 2.936 *CAUTION: SIIBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH r� DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. i� TIME OF CONCENTRATION ASSIIMED AS 6-MINUTES J 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 � ' SUBA.REA RUNOFF(CFS) m .38 �J TOTAL AREA(ACRES) � .08 TOTAL RLTNOFF(CFS) m .38 �.ti i`� , --, r' ��i , � �, 1 **************************************************************************** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE•a 1 ------------------------------------------------------------=--------------- »»>DESIGPIATE INDEPENDENT STREAM FOR CONFLIIENCE««< TOTAL NIIMBER OF STREAMS � 3 CONFLUENCE VALUES IISED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) _ .08 PEAK FLOW RATE(CFS) AT CONFLQENCE m .96 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 6.00 IS CODE = 21 - AREA "E" ROOF AREA ----------------------------------------------------------------------- »»>RATIONAL NiETHOD INITIAL SUBAREA ANALYSIS««< o____=��.--�--�-��-�---_._...��a�m-- ��3��=� - SOIL CLASSIFICATION IS "D" INDUSTRIAL DEVELOPI�NT RUNOFF COEFFICIENT a.8700 (DiJ� TO ROOS) INITIAL SIIBAREA FLOW-LENGTH = 140.00� r"� �', {; U / �1 1 . I 1 � l_ � ' 1 � ,, � 4 �� t_,� � �r J , , � `-- i t-'- � i j � _ i, �- �, _ -; � _� 1 1 � � 1, 1 , ,� � � . � UPSTREAM ELEVATION � 50.00 DOWNSTREAM EZEVATION - 49.00 ELEVATION DIFFERENCE = 1.00 URBAN SUBAREA OVERLAND TIN1E OF FLOW(MINUTES) = 3.574 TIME OF CONCENTRATION ASSLTMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) a 1.65 TOTAL AREA(ACRES) _ .29 TOTAL RUNOFF(CFS) = 1.65 **************************************************************************** FLOW PROCESS FROM NODE 6.00 TO NODE 4.00 IS CODE = 3 PIPE EI,OFl ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRII SUBAREA««< »»>IISING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 10.000 DEPTH OF FLOW IN 10.0 INCH PIPE IS 1.8 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 9.2 . IIPSTREAM NODE ELEVATION = 16.00• DOWNSTREAM NODE ELEVATION =• 15.50 FLOWLENGTH(FEET) m 10.00 MANNING'S N� .011 ESTIMATED PIPE DIAMETER(INCH) � 10.00 NUMBER OF PIPES = 1 PIPEFLOW THRII SIIBAREA(CFS) = 1.65 TRAVEL TIME(MIN.) - .02 TC(MIN.) � 6.02 *******************************************************************�******** FLOW PROCESS FROM NODE 4.00 TO NODE 4.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< »»>AND COMPUTE VA.RIOIIS CONFLUENCED STREAM VALUES««< �mas� o��a�=-� ��m��-=va TOTAL NUMBER OF STREAMS a 3 CONFLUENCE VALIIES USED FOR INDEPENDENT STREAM 3 ARE: TIME OF CONCENTRATION(MIN.) = 6.02 RAINFALL INTENSITY(INCH/HR) = 6.55 TOTAL STREAM AREA(ACRES) � .29 PEAK FLOW RATE(CFS) AT CONFLUENCE = 1.81 ** CONFLIIENCE DATA ** STREAM RUNOFF Tc INTENSITY AREA NIIMBER (CFS) (MIN.) (INCH/HOIIR) (ACRE) 1 .58 6.06 6.515 .13 2 .38 6.00 6.559 .08 3 1.65 6.02 6.546 .29 RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO CONFLUENCE FORMULA USED FOR 3 STREAMS. ** PEAK E'LOW RATE TABLE ** STREAM R[JNOFF Tc INTENSITY NIIMBER (CFS) (MIN.) (INCH/HOIIR) 1 2.56 6.00 6.559 2 2.60 6.02 6.546 3 2.56 6.06 6.515 r' I� � ("' � ( � l �-"` • ;` COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: '�� PEAK FLOW RATE(CFS) = 2.60 Tc(MIN.) _ TOTAL AREA(ACRES) � .50 , � I �- � r--� �'� ,, � � ; 1 �, , 1� t_ _� � -r 1 , � �_� � 5 n � � J �� , � � .i . t � �� '� � � �r f � t' �� 6.02 ******************************�***********************************�********* FLOW PROCESS FROM NODE 4.00 TO NODE 8.00 IS CODE = 3 PIPE FLOW -------------------------------------------------------------=-------------- »»>COMPIITE PIPEFLOW TRAVELTIME THRU SIIBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF FLOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 11.2 UPSTREAM NODE ELEVATION = 15.50 DOWNSTREAM NODE ELEVATION m B.00 F'LOWLENGTH(FEET) � 90.00 MANNING'S N = .011 ESTIMATED PIPE DIAMETER(INCH) = 10.00 NIIMBER OF PIPES = 1 PIPEFLOW �HRU SUBAREA(CFS) = 2.60 TRAVEL TIME(MIN.) m .13 TC(MIN.) 9 6.15 *****************************�********************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 ---------------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< TOTAL NUNIDER OF STREAMS � 2 CONFLIIENCF VALIIES USED FOR INDEPENDENT STREAM 1 ARE: TIME OF CONCENTRATION(MIN.) = 6.15 RAINFALL �NTENSITY(INCH/HR) = 6.45 TOTAL STREAM AREA(ACRES) s .50 PEAK FLOW RATE(CFS) AT CONFLUENCE = 2.60 **************************************************************************** FLOW PROCESS FROM NODE 7.00 TO NODE 8.00 IS CODE a 21 ARRpa ��Cn --------------------------------------------=------------------------------- »»>RATIONAL ME.THOD INITIAL SIIBAREA ANALYSIS««< m� -��-��--�-��_��-=��vm�-��_�� SOIL CLA.SSIFICATION IS "D" COMNNIERCIAL DEVELOPMENT RIINOFF COEFFICIENT a.7000 INITIAL SUBAREA FLOW-LENGTH = 195.00 • OPSTREAM ELEVATION = 38.00 DOWNSTREAM ELEVATION = 10.25 ELEVATION DIFFERENCE = 27.75 • URBAN SIIBAREA'OVERLAND TIME OF FLOW(MINUTES) � 2.593 *CAIITION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRA.POLATION OF NOMOGRAPH'USED. TIME OF CONCENTRATION ASSUMED AS 6-MINQTES 100 YEA.R RAINFALL INTENSITY(INCH/HOUR) � 6.559 SUBAREA RUNOFF(CFS) - .35 TOTAL AREA(ACRES) _ .11 TOTAL RUNOFF(CFS) � .35 **************************************************************************** FLOW PROCESS FROM NODE 8.00 TO NODE 8.00 IS CODE = 1 -------------------------=-------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE««< � 1 �� i � h �- , i L L� ; �� i d� � P �� »»>AND COMPQTE VARIOUS CONFLUENCED STREAM VALUES<G«< 0C- ��m� C^�^^ __�__ - �_ =y- TOTAL NUMBER OF STREAMS m 2 CONFLQENCE VALIIES USED FOR INDEPENDENT STREAM 2 ARE: TIME OF CONCENTRATION(MIN.) = 6.00 RAINFALL INTENSITY(INCH/HR) = 6.56 TOTAL STREAM AREA(ACRES) a .11 PEAK FLOW RATE(CFS) AT CONF'LIIENCE 9 .59 ** CONFLUENCE DATA ** STREAM. RUNOFF Tc INTENSITY ARRA NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE) 1 2.60 6.15 6.454 .50 2 . .35 6.00 6.559 .11 RAINFALL INTENSITY AND TII� OF CONCENTRATION RATIO CONFLUENCE FORMIILA USED FOR 2 STREAMS. ** PEAK FLOW RATE TABLE ** STREAM RUNOFF Tc INTENSITY NUMBER (CFS)� (MIN.) (INCH/HOUR) 1 2.91 6.00 6.559 2 2.94 6.15 6.454 ' r COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS: � PEAK FLOW RATE(CFS) � 2.94 Tc(MIN.) = 6.15 S TOTAL AREA(ACRES) � .61 ' �, � � .__,� i � � 1 � � � �_� `� a t _� � �U 4_t `r f - �, i_ 1 **********************************************************************�***** FLOW PROCESS FROM NODE 8.00 TO NODE 9.00 IS CODE = 3 PIP� FIAW ---------------------------------------------------------------------------- »»>COMPUTE PIPEFLOW TRAVELTIME THRU SIIBAREA««< »»>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSIIRE FLOW) ««< ESTIMATED PIPE DIAMETER(INCH) INCREASED TO 12.000 DEPTH OF E'LOW IN 12.0 INCH PIPE IS 2.1 INCHES PIPEFLOW VELOCITY(FEET/SEC.) = 27.4 UPSTREAM NODE ELEVATION Q 7.50 DOWNSTREAM NODE ELEVATION � 7.00 FLOWLENGTH(FEET) = 5.00 MANNING'S N = .011 ESTIMATED PIPE DIAMETER(INCH) = 10.00 NIIMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) - 2.94 TRAVEL TIi�(MIN.) _ .00 TC(MIN.) = 6.15 ��v ��-�----��Qo��a�-��s--- �a�� END OF STUDY SUMMARY: PEAK E'LOW RATE(CFS) � 2.94 Tc(MIN.) = 6.15 TOTAL AREA(ACRES) _ .61 �-- o _��-��-aa��===�� END OF RATIONA.L I�THOD ANALYSIS ( �I . _ _� i ^ � 1_ _1j 1 ^ < � 1�� t7 � ' � �� ' � I � 1 �. \ � i- � � �l � �� * 1�f �f l� if 1�l'�f �f * l�"�f ]�' l�f �l'�1"�f'�f'if lk �f ]k'iI'�C'�[ YE I:I�t'A"A' �f �l 1k'�f �('lk il"�1' l�f �f'if'�f '�f ik 1:'�f 1�'�f'�f �"�f 1:'if'if'A"%f'%f'l�' 1:'k'�['�f �f'�f'iC'�f l�f '�f'�f'A' �l �f'lE'�1' �l•'A"�1' RATIONAL I�THOD HYDROLOGY COMPIITER PROGRAM PACKAGE Reference: SAN DIEGO CO[7NTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL (c) Copyright 1982-2003 Advanced Engineering Software (aes) Ver. 1.5R Release Date: O1/O1/04 License ID 1462 ------------------------------------------------------------------- AREPa ��Dn FILE NAME: CBCF2.DAT TIME/DATE OF STUDY: 16:38 5/1B/2006 ------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAQLIC MODEL INFORMATION: ----------------------------------------------------.--------------- 1985 SAN DIEGO MANUAL CRITERIA IISER SPECIFIED STORM EVENT(YEAR) � 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) a 10.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE a.95 SAN DIEGO HYDROLOGY MANIIAL "C"-VALUES USED NOTE: ONLY PEAK CONFLQENCE VALUES CONSIDERED � **************************************************************************** FLOW PROCESS FROM NODE 10.00 TO NODE 11.00 IS CODE � 21 ---------------------------------------------------------------------------- »»>RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< SOIL CLASSIFICATION IS "D" COMNNIERCIAL DEYELOPMENT RUNOFF COEFFICIENT a.7000 INITIAL SUBAREA FLOW-LENGTH = 290.00 UPSTREAM ELEVATION = 50.00 DOWNSTREAM ELEVATIOId = 6.00 ELEVATION DIFFERENCE � 44.00 . URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) � 3.096 • *CAUTION: SUBAREA'SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.559 SUBAREA RUNOFF(CFS) a 0.83 TOTAL AREA(ACRES) = .18 TOTAL RUNOFF(CFS) � 0.83 END OE STUDY SLTI�IARY: PEAK FLOW RATE(CFS) = 0.83 Tc(MIN.) = 6.00 TOTAL AREA(ACRES) _ .18 END OF RATIONAL METHOD ANALYSIS � �� L� � �I , r i � 1 ,_q *�Ir**ir**�1c�F�lc*�h�Ir�fr�Ar**�kiF�Ar*�c�c�c�lc�r***�/c�le�r**�Ic****�c***�k***iF**�Jc�r*�lc�lc***�c�r�r�k�Ic�eiF*****ik+*�r** �� RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ,� Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 2003 HYDROLOGY MANUAL . (c) Copyright 1982-2003 Advanced Engineering Software (aes) ��' Var. 1.5A Release Date: O1/O1/04 License ID 1462 �i t �'� � r�, , � �� i� �� f\ 1 � �� j � r, S � L� _-, i ; � � �1 �, 1 _� � � 1 ' - �', Y� � �-. ti � �� _,. .�� '. . � i y ---------------------------------------------------------------------------- AREA "E^ ' FILE NAME: CBCF2.DAT TIME/DATE OF STUDY: 16:38 5/18/2006 ---------------------------------------------------------------------------- USER SPECIFI�D HYDROLOGY AND HYDRAIILIC MODEL INFORMP,TION: 1985 SAN DIEGO MANUAL CRITERIA DSER SPECIFIED STORM EVENT(YEAR) � 100.00 6-HOUR DIIRATION PRECIPITATION (INCHES) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) = 10.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR ERICTION SLOPE _.95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED � � NOTE: ONLY PEAK CONFLQENCE VALUES CONSIDERED ******************************�**************�*****�******************�***** FLOW PROCESS FROM NODE 12.00 TO NODE 13.00 IS CODE = 21 »�»RATIONAL I�THOD INITIAL SUBAREA ANALYSIS««< �—��._....r � �� —�� SOIL CLASSIFICATION IS "D" COMNNIERCIAL DEVELOPI�NT RIINOFF COEFFICIENT a.6700 (50$ OF AREA IS SADID) INITIAL SUBAREA FLOW-LENGTH = 260.00 UPSTREAM ELEVATION n 11.00 DOWNSTREAM ELEVATION m 6.00 ELEVATION DIFFEREAICE = 44.00 URBAN SUBAREA OVERLAND TINSE OF FLOW(MINIITES) a 3.096 *CAUTION: SIIBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSIIMED AS 6-MINUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR) a 6.559 SUBAREA RUNOFF(CFSj � 0.48 TOTAL AREA(ACRES) _ .11 TOTAL RUNOFF(CFS) = 0.48 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) � 0.51 Tc(MIN.) m 6.00 TOTAL AREA(ACRES) s .11 �na�a��a =_�-�,..�..,--.a--�^--a�m�� ma��= . —��v---�'—^-^m= END OF RATIONAL METHOD ANALYSIS I y�� 1 II � i �� ; ' � i1 ii ;� df —� �_`l I � f � .t" � , I (/ _I I^ (1 � � t � � -i � �J �� ' I` � 1 � {J `I ` 1 ti� APPENDIX F Hydraulic Calculations .%� 1 1 �-I �II' �1 �� }� � � l� � ' L ��; �_,,, i� �� ii � � �� , �Y � �� _�� ;; t_, ,�� ',y ; -, ,_ � � �l :� t{ 1 I. f� � ._ � U � 'i� �I �. ; ,� �� '_, Onsite Drainage Calcnlations The purpose of these calculations is to show that the two curb i.nlets along the westarly driveway are adequately sized and will intercept the nui off generated by a 100-year storm event. Below are the calculations for the curb inlets. The site is drained from the curb inlets via 12-inch and 10" SCH�O PVC at slope that varies between 2%and 2.6%. The pipe flow table below verifies that the proposed pipes carryi.ug the runoff can convey the flow generated by a 100-year event in open channel flow. CURB INLET CALCULATIONS: CHECK INLET LENGTH SEE TABLE ON TI� FOLLOWING PAGE FOR CURB INLET LENGTH CALCULATIONS Per figure 7-832.9A (following page) and using a flow of 0.58 cfs & a slope of 19% the required inlet length is 3.5 fee� Use a standard curb inlet with an opening of 4.0 feet PIPE FLOR' CALCULATIONS: CI�CK PIPE FLOW Carlsbad Boat Club CIRCULAR PIPB CAPACITY CHECK DIAMBTER No.OF MANNIIIG � � u 1.0 1 0.011 1.0 1 0.011 0.83 1 0.011 FLOW DEPTH SLOPE � �. � 0.58 0.21 2.00 2.60 0.46 2.00 1.65 0.32 2.60 ��i� . !�! 4.83 7.33 7.22 RIP-RAP SIZING CALCULATIONS: Per figure 19.7 (following pages) and using exit velocity of 7.33 fps the required rip-rap sizing should be No. 2 backing rock approx.imately 1.0 feet thick with a 1" agg�regate base and filter fabric , � i' ' ,�� . � . t_�1 'c.� � 1� �1 i _�� P�iOTfS Figure 7-832.9A IG►av,R t�s Using a gutter depression and intercepting the entire fiow �`' � {ss'�' �� £M�S . � � . . ••:.0�1 �t�i�t��l��i��l��ll1�� . . . �dl��►�!��tl��.��[l��r■ ��1��`��i��sll��■ . ... ��\It�t��1�1�1��1��■ ��t��■�o��s��■ � . . ��1��1��\t��1�1��N��s■ . . _ ��OI��l�li��i��1�� .. . ��11►��11��\��III�SII .. 1 1 . . . . • • . • r , ,� � � . ... ��t►a��i�e��o�■ .. ... ��11�■ ■� \ l� i ■■ ... ��11�■ ��1 1 - ll � �■ '�■ - ... ��tl::��:.�iv��:��:i�: ��I��s11�i11��N��i■ . .. � ��S�L\��\�1o��t�ll��t1 ... ��ll��l��l��\i��! ��■��e►��a��t��s�� .... ��r1\�1\I�11��Iq��a ��11��1�t1�1�1��111��t ... ■��11��\�101�11��11 . . . . . . :. :. .. ... . .. . . ��f'�� '�'FM,:�,. o. Tha edort oppliQa aaly ro sida op�nir►q: . paralislinq the �rectlon of tha iat�rcipt�d flow It is based oa 1.5�parunt panmtat crou s{op� aad th� gutter drpressioa cross slope �t itiorm ia (Fig.7-832.IOA1. � � � ;` ` , Y 1 ' � , �� ) � � � �, � ,� i � - - ... . ._ � - . - -�-- --- ' . � �. 1 .' "20Q-1.6.1 Selectlon of Riprap and FTiter � . • an e er a �� . FR o M = - SPECtAL PFZOV(510�5 - RE6toNA� 5-rD. SpECS- ( 1982) 200-1.6 • Stone for Riprap (p• 69) Add: "The individual classers of rocks used in slope protectlon shall conform to the following: PERCENTAGE URGER T'FV1N* F11ter Blanket (37 . Upper Layer(a) Opt. 1 Opt. 2 Vel. Rock Riprap Sec. Sec. Lower Ft/5ec Class Thidc- 200 400 Opt. 3 Lnyer (1) (2) neSs "T^ (4) (4) (3) (6) No. 3 Back- 6-7 ing .6 3/16" C2 �.G. — No. 2 Badc- 7-g ing; 1.0 1/4" B3 D.G. � Fac- 8-9.3 ing 1.4 3/8" D.G. -- CLASSES • j�j�n � R� 1/2 1/4 �o. Z No. 3 9.3-11 �Jght 2.0 1/Z" -- P.B. --� S1zes 2 To� 1 Ton Ton Ton Badcing Badcln9 3�4n� � 1/4 1 1/2" 4 Ton 0-9 .� 1t-f'3 Tan 2.7 3/4" -- P.B. Sartd 2 To� SO-10� 0-5 , ; � 3/4", 1 Ton 97-100 .30-100 0-S 1/2 1 1/2" 1/Z Ton — 30-100 0-5 13-17 Ton 3.4 1" -- P.B. Send 1/4 Ton 95-100 — 50-100 200 Ib 93-100 — • 15-17 1 Ton 4.3 1 1/2" -- TYpe B Sand 75 Ib 99-100 �-S 23-77 0-S 25 Ib 90-100 25-77' 17-ZO 2 Ton ` S.4 2" -- TYpe B Sand 90-iQ0 ,� { -~� _ , , � ' , �� ' ,r 'r , f� _� ;�l �� ti � �, ^ '�� I � ��b Practical uss of thls table Is Ilmltea ro s�ruar+orn *The amount of material smaller thm the smal{est xhar-e "T" Is less than D. ' ._ sizo- Iisted in the table for any class of rock slope �� Avera e velocl In I e or bottom ve�oclty in protectlon shall not exceed the percentage 11m1t �er 9 dissl ator, whichever ls greater. . • Ifsted (n the tabla determined on a welght basls. � � P i Cort�p 1 1 ance w ith the percentage I Im It shoti+n in the �' 'table tor ali other sizes of the indlvldual pleces �Z� �f daslrod rlprap a�d fi{ter blanke't class Ts ; ot any class of rodc slope protectlrn sha{I be de- _ _� avallable, use nexfi larger class. __ I -hermined by the ratlo of the number of lndivldual pleces larger than the smallest_size Ilst'ed in the (3) �FV� sbi�et ttt(dc�ess � 1 Foot cr "T"; whlc�r- table for that class. . . . � (4) $tandard Speclflcatlon� tor Pu611c Works Con- structio�. ' (5.) .O.G. � Dislntegrated Granite, 1 M�1 to 10 MH � • P.B. = Processed'Mlscellaneous Base' Type B� Type. B bedding materlal, (minilnum T3� � c�'ushed particles, 100Z passing Z 1/2" sieve, 10� passing 1° sleve) •• • (6) Sand 75� retalned on /200 sleve. FIGURE__1.9.7 III.304 � `' � - '� � : : � : + y . ' � l� � 2� or 2SN {min,) � � , � � �� 0 or W Ersdwall (tY.p•1 � . �� . � B � Q . . " ( I _� : � � I � � ' r � , � t . � �� • �ip/ OIlIiS�Uf . ', ,� ' W� Bottom Widtfi of ChsrtnN `, '� . � ' ' � �� , ' . . � '� . . . . ' . . -` � . .�3T (R1it1.) , � No. a B� ' • - Flow . ' � � +-- , - 8" wi�• siot � � . • • . � L �J\ � � � � .� . :: � A � � � ' L� 1 � . " :; #,M1;. �,k.,;��,.��, Fiit�r Bl�nkat ;, • :• :�• .�:�-�• fr � . ��'•� �•; �u�� :� . .-` 30 0� av+r � ' s.. s-,n, a� a�a�c-zaoa + � . . � ' � ca�«m A � .. . ' • . . SECT1aN A—A ' b � PLAN. � } ' . � 1 l, ' � 'NOTES: • . . � . i �� . '1. PW�s sh�ll s�dfy: . .. `J . • . . . . , , . • • A) Aocfc dsa and thicknea (T1, • � ��ti � � B) R1Ur matari�i, numb�r of I�yea md thickness. Channd 2 Rip r�p sh�ll be eittt�r quury stane ar brokan canrnn ;� D ar W {�f shown on ttu, p��m,) Cobbles ue not, uaptnblr. • — � , T— •_ . \' ;�,� ��, . 3. Rtp rap stt�ll b�•placsd awr a, ftiter hiankat which � , may Ix eitt�r• grsnuhr matirial ar plsstjc filt�r dotf�. . � r ' 4. Sa stIIndard sp�dal provisions far sekctinn of rip r.�p - �' '� "� � and filt�F blmk�t �% '' _ � .,':.� A' 3(minl . 5. flip rap enarq}r disiprtors sh�ll be de�gnated as �ith�r �, ` II � S � ��ill�:8 J�► u Typ� 1 or Typ* 2 Type 1 shall b� with cnncrsu all; , 2fl or 2YV Typ� 2 sh�ll b� wichout sill. ,' � SECTION B —8 � . � . �, _ • � � FIGURE 19.1a ' .' ' � �,� �-�-� iac�rrE�F n tMe s.u� aiEoa R�visian By . Approv�d Dm . --- �„u,a,,,,u n,,,,,,�� E SAN DIEGO RE�IONAL STANOARD DRAWING �11,'filur s*C,a. �o-ts ,' � Q!l�iO.fl..�...� d'!a. H71 � � RIP. RAP • _f ; . • - NUM E�� D-40.1 � � �ENERG�( �DISSiPATOR . zr2.303 �, . � _ �� . � . ! �1 ;� �_� r �-� , ; )� �� i � .,� �� i� `_� ' �� -. �t �� -� .r � �� i J 1 �� APPENDIX G 85�` Percentile Calculatfons :� � f I � ,. ... .... .. _ f,._.__ .._. . .,,. . :... ... _ ..._. . _ . _ .. . . . ... ... . .- ... . _ _. . - . . I: � \! � ;� � � ? ti zir � c�`� � ' � ' � ,?c,E x � � ( \ +�i ,. � �1 , . z_ � V �` � � � .. . ` , . . . ' I .. . . . \\ \ y y \ � /� � % ! j � � .. ..,: . ' K�.I V !� R ti I U L C' U ��U � N . Y . ,�, . � � . � !�!. r .' i_�� ,�� . _' . � \ . � � /_ _ "\ �, � . y . \ �. .' � . `„ Y \�� /� ., t ., / `'/ �.. \� �` \ ` ,� '-'C \ . \` \ � . ..� �..��` � �� Ir � � � . ' � � `'\ _ 1 \ \ I� � �. :..;, � �" \ � �! \ � . � �\ � .. ___-•-�. `-:� \'� �. \ � �/: i� ; � �` �. .�-t: � y / �� ` `� _�� i \ `� . . 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' .�: _ . .. . , - , _ . ,.. , .,� ... , : � . . _ . —� � ' _ _ ___ _".____ _....— '^_ '- _ ` � - � - l � �1 _1 .; San Diego County Hydrology Manual Date: June 2003 3.1.3 Rainfalllntensity � Saction: 3 Page: 7 of 26 The ra.infall intensity (n is the rainfall in inches per hour (in/hr) for a duration equal to the T� for a selected storm frequency. Once a particular storm frequency has been selected for design and a T� calculated for the draina.ge area, the rainfall intensity can be deternuned from the Intensity-Duration Design Chart (Figure 3-1). The 6-hour storm rainfall amount (P6) and the 24-hour storm rainfall amount (P24) for �the selected storm frequency are also needed for calculation of I. P6 and P24 can be rea.d from the isopluvial maps provided in Appendix B. An Intensity-Duration Design Chart applicable to all areas within San Diego County is provided as Figure 3-1. Figure 3-2 provides an exa.mple of use of the Intensity-Duration Design Chart. Intensity can also be calculated using the following equation: . I = 7.44 P6 D-0.�as ,�� Where: P6 = ad�justed 6-hour storm rainfall amount (see discussion below) D= duration in minutes (use T�) Note: This equation applies only to the 6-hour storm rainfall amount (i.e., P6 cannot be changed to P24 to calculate a 24-hour intenstty using this equation). _ The Intensity-Duration Design Chart and the equation are for the 6-hour storm rainfall '� _ amount. In general, P6 for the selected frequency should be between 45% and 65% of P24 for �-• the selected frequency. If P6 is not within 45% to 65% of P24, P6 should be increased or r; �, decreased as necessary to meet this criteria. The isopluvial lines are based on precipita.tion � gauge data. At the time that the isopluvial lines were created, the majority of precipitation ,�� gauges in San Diego County were read daily, and these , readings yielded 24-hour ` precipitation data. Some 6-hour data were available from the few recording gauges ;;'' distributed throughout the County at that time; however, some 6-hour data were extrapolated. � . '' '� Therefore, the 24-hour precipita.tion data for San Diego County are considered to be more reliable. � �f �� 3-7 `t � '� - ' f� S5�' PERTENTILE FLOR'S �-, The chart i.s included in this report, invnediately following this page. The isopluvial for the site i�; has a"P" value of 0.60 inches per hour (inlhr) for a storm. Flow for the 85� percentile storm would amount to: ,�� ' � I=7.44{P)(Dy`-0645 � Where: I=lntensity �I " p P=0.60 . !. L�10 minutes - � I=7.44(06.0)(10)^-0.645 I=1.01 in/hr Q=C*I*A Where: C�.70 � �, I=1.01 � �,_ � A�.90 �(0.70)*(1.01)*(0.90) ��_ �� Q�.64 cfs � � The run-off generated from the 85� percentile storm will be treated by three mechanical , y methods: 1) Roof drains will be passed through a mechanical cleani.ng device to remove organics and ` ' hydrocarbons. '� 2) The run-off genera.ted on the paved surfaces and landscape areas will pass through a _ gravel and sand filter before enteri.ng the curb inlet. , k 3) Run-off that has been filtered will then proceed through the storm drain system and be L�' allowed. to settle and have additional filtration before discharging into the lagoon. , {� . 1 �� . '- �i i, '� � l