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Home My WebLink AboutCT 00-06; BRESSI RANCH MASTER TENTATIVE VOL III; BRESSI RANCH MASTER TENTATIVE; 2003-02-01� .�� I .� { �� 4 , F . �,{ • • � `�� r� _- � � � - , � , � R i ' � . � :4 �� ., H � � r� I � �' � � ;�. _; � i, �� r �� jT � �• . - �,� , .- K '. ,,:�" � x �.: � a F r . � •r 5 � d � -� . .,.�. ' r}4� • :�':� ` • +� J l } y , . ' ' � _ DR.AINAGE REPORT FOR BRESS� RANCH MASS GRADING CARLSBAD, CALIFORNIA CT 00-06 Dwg 400-SA, 40Q-SC, 400-8D FEBRUARY 2p03 V OLUME III �.., , �� Prepared for LENNAR COMMUNITIES c!o LENNAR BRESSI VENTURE, LLC 5780 F1eet Street, 5uite 32a , Carlsbad, CA 9200$ w Prepared By: PROJECTDESIGN CONSULTANTS 701 `B' Street, Suite 800 San Diego, CA 92101 (619) 235-547 � Job No. 2244.00 .. ., ` � . Adolph Lugo RCE 50998 Registration Expires 09/30/OS 0 � � ; , � � �� DRAINAGE REPORT FOR BRESSI RANCH MASS GRADING CARLSBAD, CALIFORNIA CT 00-06 Dwg 400-$A, 400-$C, 400-$D FEBRUARY 2003 VOLUME III Prepared for . � 1 I /� �' _ _ + , LENNAR COMMUNITIES c!o LENNAR BRESSI VENTURE, LLC 5780 F7eet Street, Suite 320 Carlsbad, CA 92008 Prepared By: PROJECTDESIGN CONSULTANTS 701 `B' Street, Suite 800 San Diego, CA 92101 (619)235-5471 Job No. 2244.00 �lph Lugo RCE 50998 �stration Expires 09/30/05 t, ,� � • APPENDICES VOLUME III S Temporasy Desilting Basin Calculations 6 Curb Inlet Calculations 7 Concrete Ditch/Swale/Rip-RapID-41 Hydraulic Calculations 8 Detentian Basin Calculations - Pondpack Calculations - Weir Caicu�ations - HEC-RAS.Calculations - Normal Depth Calculations 9 CDS Uriit Calculations ATTACHMENTS Exhibit A Exhibit B Exhibit C Exhibit D Exhibit E v4LUME IlI Existing Condition Drainage Map (1 Sheet) Mass Graded Condition Drainage Map (1 Sheet) Ultimate Condition Drainage Map (3 Sheets) . Mass Grading and Ultimate Condition Hydrology Acreage Comparison (1 Sheet) AES Pipeflow and Ditch Calculation Notle Number Map (2 Sheets) � � 1 �� `� \ � � �t g � � � � � � $ � � � � /� � � � 5 , /� � ` � APPENDIX 5 TEMPORARY DESILT�NG BASIN CALCULATIONS � � %� l� � APPENDIX S.I SUMMARY TABLE � � 1� �/ � � u ,�R V � Ll1 � � W � Q i U � � z � � w Q m I ` L � � m � � !n � t0 m t0 � �O �➢ OG W �D OC m N � �P �O � W � � m fP � _��i m�n o' � � u`ni'n ru'o m u"'i �� o r. �m m � r m�n �n �aQco4d Q�a�o�000� ��a'�'-o oao m �� m v n v v v v v a� n n�� '� � � � c� � � �i �i c4i c�i �i cgi �i [C c a = � �� cpo�p vmvpp vo vpp vpo mooaoo pvomv O a ��(+i (+'1 [7 N[7 N�'] [7 N CI N[h C] N CJ C] � ��[� C'7 N N�- N U W ..-, N fC1 N7 a � V � � � � � � G r � � � � � N n � r v�� r� ^�j ��rp.ir�pmmc�i°'r,�v� ��` vn� �� n Y� � N C'1 v C ILI [ J f� O (V N(�j .- � v � r �� N J+ �� t!s a m m 6[ri Q u1 v h CV a��Q��m�� y ¢g m('] f� .- �D �O m(��'7 r�pts t(vy � mp cG N11] c•l t•7 f� (y Oi T[ph � t� � � N N�r N�� L`7 �� N N� N�(�J �� N Q VI �^ �(� 1� G m s waNw�"?a"��am°° Nv�"'aaa�aa aaaN �d �'' nt°'.vmw��vv�v`9'��p�v�3��'z'��Z�z`� � � � h m Ol � N u] t7 N f0 N �y N t6 � �('S h ul uI P7 �� N��i (� � U�` �j � � tP! N Q� N� N � N O it] O d� N(�1 t0 fh N N �l1 " V�O ro � p tp f� P] ,- f� aQ � m N M^�11 A �� N c"5 0400��QQ�� E � � � u � � � � � � � � f � � � � � � g Z � _ � � C 'J� �+ N �'� tl ✓1 � 'O � m F � z' G E _ � �o � , .� � � o. � b V u 5 � 3 C � � 5 �:� o 'g � � $ r a � � c � u , C Y Y C C � � � � � � � .� � 8 � � y � c ; � m a 3 P � � X C N � I � C J .� � � �I � � �J z c� � w � � W N � z U Z Q � � N � w Q m ��/ �/ � U � U 0 7 � rn a � c m N ti Q`� co rn r� rn ca m v co �n �n `� �n �n co ch r� r c� c� � � � cd'*»c"vc"'o��i�r,��c�uc�c�vg`�u�-�id'�rcQi�nr�vc�v�r m � � ti �� Q m m Q � �m _� �� c � N� CT ln CO t[p*� C�O] O CD l[] h r {D r N W N � Q T m CO N�� Ql ��[7 N N a0 � QO h� O 1� �(A (+� N N � �- v u�c+'�v.-rncflcv � a�nl� rNI�aONr'�rr � U m � � 0 0. � cn m � vuNiNu�,rn�� '' mc�'�f�in�Q'�a�rnQ'�'Na�oc�v� c Q v � �' � �i °� ~ � � � � � �uQi c°�i c�'�`� � v n � u� v r cn � t0 h .- Y m � � i� Q N N Q r[�] �.- .N � ❑ rr� � N C'7 1� r[A � CO O] r l[� N I� � fD N C7 M C'7 N Ln � CJ � f� � O U N L�! � N��[h ~� N N � N� C�7 �� N � cf� iN � N� O [p Q 11') t!') � � .� O CD I� m T CD aD T m O O T S N[`') ['7 � 1� W S O T N t�] m ooaoT�v��aaoNNNvu4iu4'iu�,�iu�iu�icom�rnrn N w � Ga 4' E� � � � � i = � � � � � w u ] � C ,,P. V U � � � � � b � c �� O � � O � � � . �. ,J�, L' N u � � � Cg � �, �' u � � � � d � v a `u � ,� u �y .� 'n � m3 � a � C � � � g y u � o u d' � • G E �-. O � C �w��-S. O � O �'ji � °� '� . ea op � � � � N � � V] d � C b N h � � � 7 � ��fl Q N � � ; � u � 00 �� an °� `� ° '� c = � > > u a> �u y � _ � m ,D � c u i � � � .= pQp vj Vi �z `"� � a •� c - c•, a 3 O G c t0 � C d � � � � � � � � � � � � $ a w ic C .� � � I m C .N m � J � � � � CJ r� �_J Circular Report Label Mannknas Slope Depth Diameter Discharge Velocity Discharpe Coeificien� (ti/�t} (ft) (in) (cfs) (ftlsj Full i�) Basin 0100 D.Ot3 0.020000 1.97 36 72.40 14,71 94.32 Basin 0106 Q.D13 D.02000D 2.10 36 79.20 14.95 94.32 Basln 0107 0.013 o.az0000 1.79 3p 49.90 13.24 58.OD Basin 0108 0.013 Q.D20000 1.92 3fi 69 60 14.50 94.32 Baein 0114 OA13 0.620000 1.31 24 24.50 11.22 37.99 Basin 0206 6.013 O.i36000 ,1.09 24 48.00 27.48 83.42 Bas3n 0300 Q 013 a.02000D 1.50 30 38.60 12.fi6 58.00 Basln 04D8 0.013 a.D2DDD0 1.56 30 41.�30 12.84 58.OQ Basm 0411 a.013 0.020000 0.84 24 11.80 9.41 31.99 Basln OB08 �.013 0.020000 1.76 30 48.90 13.25 58.00 Basin 1200 D.013 0.020000 1.54 24 30.00 11.58 31.99 Basln 20D1 OAl3 D.020000 1.83 30 44.20 13.01 58.00 Basm 2011 0.043 O.a20000 1.96 30 55.40 13.45 58-00 Basln 4U00 0.013 D.Q2D000 1.67 24 32.50 11.60 81.99 Basm 5025 D.Ot3 O.a25000 1.61 24 35.20 t2.98 35_77 Basln 5036 DA13 02860D0 0.87 30 56.60 37.A7 219.34 Basln 5037 Q.013 0210000 0.27 24 4.00 15.42 � 03_88 Basin 505U 6.013 Q.020000 1.13 1 B 13.60 9.53 14.85 Basin 5074 Q.013 Q.020000 1.18 18 14.30 9.57 14.85 Basln 5086 0.013 6.020000 1.85 30 52.00 13.37 58.00 Baain 6000 Q.013 Q.020000 2.05 30 57.90 13.47 58.00 Basin 900.5 Q.013 0.020D00 1.07 24 17.90 10.47 31.99 Basin 90i.5 0.013 0.020000 1.16 24 20.30 10.78 31.99 Baefn 902.5 Q.013 0.020D00 0.75 18 7.40 8.40 74.85 Pro�ect Enpinear. Adolph Lupcs c�haestadVmw12244�esift.tm2 ProJect De�ipn Conaultanln F1pwMaster v5.1 [6140] 09/06IO2 10:57 t7 AM m Haestad Methods, Inc. 37 Brookside Rosd Waterbury, CT 06708 USA (203) 755-1686 Paqe 1 ot 1 � V • APPENDIX 5.2 SAMPLE RISER PIPE CALCULATIONS n U C� L� C� �° a � 0 .� _ a E w ° r U �t tim �, m �_ Q �' Z� � R � � �v�a��; . . �J{,�GY m � r� �'i h� "�� P� t7 l a�� • ��i r � ht � d � r1�-�re�%v�1 � c+�o�l�t r i �er �i pe i � �e�' � �o � 1. � -� �o�-, � Vhl� � A.h b�.�rKl� �Y� ma�i �✓��r� �v�rDl�� ` mt '�e� , p�►�� r. p, � � �� y, ��u m�G �o, �� , �. �D � V� �' o' {�S . � � �, p�.�r��f�e �irc�l ar C��- C�c.�.�"�t�e�", Go ��r ��o� ,�-��, �pGSi , ry o� ��( I7a m 5. �-�- e� ,�a l f av� ir�r� ��e -�r �� r�� J yG �d�^�e� G��V�� 1� � Z� O 1�r ��a:� C�n�rv�,�Ve c��5io�w� �i� ��j Y��e{v �w�7t� r�or �e<�i , wa 5 �. awt5 +�. q-1 D. �,,e �i�ei � � uc��i�vL i� ��e� �eca��e �he h�ac� d�si �� r (�D�[.o� � � �� '�n hmi�.,if �v � u� � Qr,-�Gf e��1�7�w � � Q I � G� - y � .�h �a�rt � � �� Qr,�� Go 2'7E � 1�03�� o�V��. �v� �Ic�� c� �errvr .�r I�Q, �Ga �c v( a�� a h5um,vv� d i-��r�e� ��; � c� �a��w. .� o_ �� mG�i c�e�� ,�h�.� m��i;m i�c� � .� d �� r w� �` �t m� ir�� t ��C h��,� �:-� ��e� -��u vv � one n� c� �h c�.d� Uc�-�� 1�d -�a �t�c��e .�la�� ° � . �{ , Y��.�'r ��-ry �'�� dt��crm «f� �� r�a� VRl� f � � � (��.r�alo � � —�—. .: 4�: � � � ;' - �Y �AM�� GA�GV��P�s - ��> >, � - �'n `,' . �lL �f � Y �� r� 410 � ' i ; ,� i ' � i ii ' � �� ; �i � ! II I �: � �� , ,_ � �i � s� • ;� ;i � �� 11 i II I I . � : .: �� s., o io x a '^ � � a c� L.6 F � W 'u � � !.t u �.� �., DESIGN OF SMALL dAMS �� `� �� ` �� `�� _`�� `�_ .�� -�� `�� . � �`��,: � �� _��,�� _��`�,� -----__,��---__-- ---- ■■��■■��■■��,�a��■�� , , . , � ��■�� ., .. . . ... , � . � _-_-___-„�____ � � � � _ -----_--_�_---_____- _________„�_------_- ��1�� \\�� ■►►1Z�� \�� ;�� ;�� I��e�� ;�� i�� IA p,p 0.� OJ � 42 I.i tA a _. Rs Figure 9-57.—Itefatia�sF�(p of ckadar vast cwfiident C, to No/R, For d'ifferenf approoch depths {aerpted nappej. 288-0-244 i . �a �¢ �� W Z 4 W �� Wp O Up 4 1-� � c +1.�� Figure 9-58.—Crcular crest discharge coefficient for atfier Mw� aes�9n heoa. sES-o-2aa2. R= Qa��/5Hat�'; where Ho is equal to the distance between the water surface and the eievation under consideration. The diameter of the jet thus de- creasea with the distance of the Free vertical fall for normal design applications. If an assumed Lotal �oss (including jet contrac- tio n losses, frictia n losses, velocity losses fro m di- rection changes, etc.) is taken as 0.1 Ha, the equa- tion for determining the approsimate required shaft radius may be written. � [}p l/2 R = 0.204 �� (29? N `�' e Because this equation is for the shape of the jet, , I� . � � a C O .� 7 a � W � r V aD i n m r� � rn .� �w s � � W � c,� C� � �%��J� I� � �� M�p'ih �'a�i, '" 7'1 ' %1 G-�'ti � , ��9� ��Y �`� �ru�rt�X� � �� .�; � �- � y�, �� }��7�J� m t �a . - � � �� r � /' �Y�� vr �f �� a /� � � . D�r ?�'i ' � � �; D�,#Crm in� Go ��rr � - �i�� pc�� h �y�a�I � �,mh� �C� ,�a��D�'�ll��Gl.�fi� �p�p-� -Y�D r Y?�DS�" 10�1zG►N�,�[V� lo��i��7vt} �o , z,. �-� �i, k�Pf� V�e�� -�{o}v� �7cyi � o Srn� D�irn�, p. �! o. a��G ' �� Z�iI �5 �D31s- % �,. �' � � 1r��'1'( y 1% 1� � ( . D ��1 �- al� '�• ?' Cr�� 7> Q m�h�-,�r�+r�- '�'�•17 G� (�. �1ye � �rt�.l �.�� rror f�r I�. � , �� uvn-� I�� - b,�i h �IV� �vr ��/� � o,��y,�� o,vy � �t�m �e io ps � �r��,, Gb � �.�� G� � � '�i�C�I' � dA�jOw . Q '' �01�'� h �''1" 1� � � = 3,�,( v��( 2, r�i]( o.r y�ly a��- r�.�:, ac�[� - p q. Zv� � Q r��4.� ��f,;,� ' v�-� �� Yl{CY��{{t .�p .�1�G1 a�XE�i. �o �,hh4�f(�-�l� V�I-�/ �� 0�(1c�tC�-CY. �b�,af,.,� Q'�g�y y ��r�� ,z-ya�v��'�'] + a �.�7 �., Q` '��yG , ' . . . Q = Z�, � c I� a - o . �P�' , �o y d. � � �j ��-�... � / o��,,rr�ily�i�.?� a°-y� ��}7i(Y�y��,��)3j� �� G � � rn,�hh r,� % Z�. �7 li "t�Ci �' � � �e�� 4 � . � � �� 4i0 i : `_ : co-=�� 0�3.� , 3,. i ,i r „ ;; � ' •; � 1� I i I� II I � �� 1 � �� ' �j i : I� � , II � �I � . � � 1 f� ' li �p !.0 O � � � _.� � z W C) � � � t.� V I.� I.1 DESIGN OF SMALL DAMS ..�o� ��..��.�.�..�� ..��....��.. �� ...�•.��......��..��.. ��:.�i�� r�� ■��■��■��■� ��.��r�■�■�r��■■r�� I��\\`�� ■■�[��\ \�� 1��\\\�� 1��■■\\\� :�� ■■�\�� r \�� __ -_��_\,..�---------- ��l��■��\\\�� 1��\VI'�� 1��■��\►�►�� . , , ��1`��■��►' ►7�� ;' �,', ; ,,. , , _-!-_ ■.---_ � _ _ _-_-_--- _ _�--■._ _-_„� _--_ _-__ _ --�--■.----_ `� _-� _----- __t--� �----_"�-__-_-__ -_1-_�.-----_� �-__-___ _—�-_ � �___ ___— �—_—____ -_1.-■.------- `�-----_ _ _'- _ ■. — _ — _ _— _ _ �� _ — _ _ _ --�--■.----_____�� _--_ _—�.-■.________-_� �___ -_1�_■.--_---_---_ ��-- --�— ■.-------------_i� 1.6 0.D f 0.� � OJ � i2 I.i 2A �{ 0 ��h', %i' �j°�1�7`.�1� Rs F+gure 9-57.—Relatioruhip of circulcr aest coaHidenf Ce io NofR, for dffferent approach depths (oerated nappej. 288-0-2�41. � � ,� 0 a� �� o � �.o �� z 4 W � � o.e $� 4a ''a ~ 0.6 �� Figure 9•58.—Ci�cuiar crest discharge coefficient for other thar� design head. 288-D-2442. d R� Q,«/5Ha'�'; where Na is equal to the distance between the water surface and the elevation under consideration. The diameter of the jet thus de- creases with the distance of the free vertical fall for normal design applications. If an assumed total loas (including jet contrac- tion iosses, friction 6osses, velocity lasses from di- rection changes, etc.) is taken as 0.1 H�, ihe equa- tion fvr determining the approaimate required sha#'t radius may be written: ' Qaln R = 0.204 (29) Ha�i, Because this equation is for the shape af the jet, 1/ � � � � .o ia � �. � �U �L �� m � C Z� s � � • �, �er�,�cv�a-� uhir�� di�.�r�er��-�,�-,e G{iarn�-�r w, A��m� �i5e�' ,�e ?�iamf��, �1 �"� � r �h h. ��m-� � ,fb , j r t( r G. ��.� �� /�. '�� _. i . o�y p _ ps � d. ��-�GI�F�In-c. � �e►' R�� n � s}�.� �n�S, , J�G Ilv,�i� e. '(��-y• D� mas{- can�.r►��,f ��,�e� Go��.4� � e, kP� �� W�� r v�. D� ��esi w� 5rna.f.f ac�,f�' Go� 5 �y � � �I,�'b�( ��'�(Z}�31y Q�r�� 'Z� �" r. f � �-r Q �n�.ss �d n�.�s r �'`�`iD, -�.� � �� l I V K.� � f+�l {,/ 1' V r � f � V r � �� i�p � �� I 1 - ►� �� . °• �l y, o - D.1� - �o �tr � �'�� Go - �. - Q p, �. �y}'� y.n Q.��,� � �� Qc�� • � Ci �� Q►m1� ^r " � � 1� P° la�C �� a��r�y�n��,� o af��.�C� �� D' diu �� iir b ID�ir,`, a J��I ` �'��fi��'�f�� 5� , � Q= �� , C� ? . . . Q = Z�'� � � �p ; a, �! �C��' � b, 3 � �ce� - G�u,�c�l� l � �, -'��y.o � p, �ig P � y. � ��y � � � �I� �: �.� �-��yk,�� % �.�G � Q � � � �� V 5� � � = Q. ��"� �'_`��r -� a..�zr�Uit� I�c�.�,dl� . jl�R,� �4rLtL�ir�A .��o�l � « � > ri I ' 410 � � � � I i , 3 ; i: � I 'i i E � � j ' � , '� I I ;j I � �� ' I i � il ' ' ,j �� I� s � � � I; � ,, � �� ,� ; �� , I I � � .: (a z �.£�s.e lG= �1•� � = i.9 a' a k t> i.6 � x � o =•_ u i.e �., �,� DESIGN OF SMALl DAMS �� 1�\ �� ■\\\\\�� ■�:�\�� ■��\\\\�� 1�� ■� �.�� ►`�� .�� -�� _��"�� __■■_ , � ,"�' _-_--__-__ -_■.-� _,�`-'•�--_-----_- -_� �-- __", ____-___ ____ _-■.---_,� �___--_---_- �� . � � �� .�� _-��---__ _�---___-___ ��"�� -�� _�� ■��1�� ■�� \�� \�� ■�■�■■■■■��a�■■�� ■��■■�� ■i■��■■��■■■�� ■��■�■��■■�■■�■■��►�z ��■��■�■■��■■�� ' w��'. Z�i ND'�h p"{� "o RS FEg�xe 9-57.-�-Rdationship of cirtular vest toefficient Co to No/R, For �fferent approoch deptha �oeratad nappej. 2$8-D-2441. �o �, ¢ a� �f �� Y� � W ��' � W 4$ �o ar ¢ � �.�� Figwe 9-58.---dreular trest discharge coefFicient (or other thon design head. 2B8-D-2M32. R= Qa��/SHp��'; where Ha is equal to the distance between the water surface and the etevation under consideration. The diameter of the jet thus de- creases wiih the distance of the free vertical fatl for norma� design applications. If an assumed tatal loss (including jet contrac- tion losses, friction losses, velocity losses from di- rection changes, etc.) is taken as 0.1 HQ, the eq�a- tion for determining the appraximate required shaft radius may be written: Qa `�� R = 0.244 (29) H '�' Because this equation is far the shape of the jet, � � �� 0 m � a E w ° rU �N wt �v �� .� o� Z� . 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Y � V � APPEND�X 5.3 SAMPLE DEBRIS VOLUME CALCULATION CJ r� � �� Vo�uM� � � � a C O .� _ a E �� ,_ U m t ti � r� � � .c o� Zw � �i? p��IN y��l . �ti � ( a . �r av o� - y. �i °]o �o� �IRS�N Ga��r�'rA� �r�eW �o � v-��F lo �� c� �a�. � � �. fl !�i'1D.0 Vdl,n, � " �'D �a- �i — � �� a3- � — ?�� - �Dn.� — ror.0 �d, +a.1r = ?� �1 � �ik� I l� D. 8 V� - 8� � av [p� � y. � �a -�r rn✓ �A� � C��r,�, -��A� - . rr�v ��v�G C� v. �� j o ��,_r� , ��' . �� - � ��av . Grc I � � u �d F �� = Z�. �i� � g. b9,r' a� �d�g.fr' ��. �' � �' . 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Q- i r �o �G �5'� '��I �e�6�� k,i'� �i . � �� I�m� = �t��l w�r �ct�v� r D� �v �� .� � o��m� � ��i� ' � �S��Is►� 1k��v I�oi�nt� ' l.ZGt t f�• �5 Yd4u.,Y�, �c[ l�4M l'0 f��- � �1 �.��'�, ��. = Z� r �'SIOi1 a, �[ H�� I�h�,00�2� 5-�rD,�hmm �a1� h�.SI�T ��ia►� a�4 � � � ��T C� � �� '{3 2 - 3 �N UhL 1�2�2�, �i �� I �o�un�� = Q oo�i��lh � � k=, �� I �,� Uo ��t t y�q�d 3 _ , . T 5tiT"�l.INfn VDWM� ..� Z' _.. •f - ;: � � � r � , ' r'/r'' , ' � , � Z' / D�t�tS YoWM� � �� K- �=�s��% � � � �1 � 1 Guidr6nrt: "y �asin shauld be located: • (1} whcrc a low embankmcnt can be cc�nstructcd across a swalc ar exca- vation - (2.� where post-constructio� (permanent� detrnr�on basins wiII br con- structed (3� where failure would not cause loss of lifc or property daznage (4� in areas accessiblc for maintenancc urork, including sediment removal and seditnent s�ockpiling in a prozected arca. ^► Use the following cquations whcn sizing che sediment basin: I) Q=CiA W hcrc: Q _ � _ n = F7ow expected from the sire, in cubic feetp� r second Cae}�ic�ent of runoff (typic�lly be�ween 0.4 to 0.7}, depen�ng on cmperviausncss of contributing�area �xpected rainfall, in inches per hour Contnbuting arca, in acres a) A, = i.2Q/�', w6��: A�= Surface area of scttling basin wirh 2-foot nf minimum depth = Tlow as ca3culated above V� = 5ettIing vefocity of particles, in feet per second . psrtick Sue Partide Settling Vdvcity Vi {mm) D�iPdoo (fis) 0.5 coarse sand 0.19 ' 0.2 Medium sand 0.067 o. t r,� �,a a.o� o.os � �tc o.006z 0.02 ��, s�r o.000� o.o� �� c o.000xa 0.005 clay 4.00006 �� !� 0 } N UPti� � � SaVp-r-�� `�'vt� ,� h��lr�� Cn�oL �I��i� 1��h � �A�i �pAh1Gi ,c0 • i��h'� ��I at�i1CL �A`�'Y�� ?Uh� ��'� G01��#"�. �J�k.r=� � P��rpnsr- A sedimenc basin es a controlle� storzn water relcase scructure, formed bS� excavation or by construction of an cuthen cmbankment across � �vatcrway or low drainage arca. Scdimrnr basins collcct and tcmporarily derain storm water runoff to provide amFle settling rime bef�irc runafF is discharged. . Applirarrorr: I�mrtahoru: � On all constructinn pxojects wirh discurbed areas during the wet seasan. ) To prevent rhe sedimcnt-laden scorm water from entering soreams, fakes, or drainagc ways. i At outlets o{ disturbed areas. i Where pracncal, contributing drainage areas s�ould be subdivided mto smaller areas, and mulciple sediment basins instal�ed. 1� Altcrnative mcasures must be thorougI-ily investigated for aosion control bcfore ulc�-[ing a sediment basin. 1� Requrre la�e surface azeas co penRvt se�tling of seaiment l� For draina�e areas prearer rhar► 40 ita �I00 ac}, use mulupje basins. 1� Must be designed by a r�gistered professional civil enginea with revicw or approvdl by the overseeing a�enry. 1� Require regular maincenance to remove silt deposirs. l� Nat ta be located in hve s�reams. �� p : 510N ah� h��N� Cdl'��"�1��l�Dl�uu�VA�'� aPti� ��'AI`�U`-GO �c� 5 u� �� i iDKl1l� i�lA��'f �UAI�I� Lat�l. ��v � � P '_'„_�'„�'^'�•�.�'�'�'�'�_� � F � �ENCTH PER P�AN A1IN. 18'o C.S.P.-12 CA. � TYPICAL THROUGHpUT LSTANDPlP�-18'� PIPE,YAINlAIl.JI�t 1NTH NO PERFORAT10N5 �b Rf6AR,5PACED 6'O.C. AROU� RISER CIRCUTAFERENCE �" Rm PAWi STEEL PUTE � Sit2iPE ►d.L - 3/B'� i2'x AROUM� RISER }+ p��E 0.a, i � I � ' N r� � N K � ` � � � , N � ' PLAN VIEW � Nrs A0� FACE'S SHAIl BE H1'�ROSEEbID — PfR ��AH, 6' A�IN4IUA1 YNDTH, �NCTti, RiP—RAP S1ZE AND FlLTER ROCK SfZE PER PLAN � f SildlLAR TD �• J SDRS �-70 } r 2:1 OR FLATiER fF SO SPfCIF1ED Ok PUNS ��c� rHRouc►tour sEE ��nor� 300-6 STQ. S�ECS. AOPE PER �LIW, 2x uaar►fu� -� --- \560-C-3256 CONCRE7� � s`ECT�ON A_A SpRS 0-7a CHAt+tHE� OR ANCHORS PER PLAN �N R!P RAP PER STD. p-4p COAfiSE $� pETAIL A ��,� TO SORS 6-72 ACGRECRATE � 1(— �� E�� 14't( u� �� SECfi M 3� 4 F 'EV. � APP SEE DETAiI B 3'+0.�. OF DRAtN PIPE � r � � N B"g DETAZL A ,�/z-= z- �-36 5TL AFICI.E Nrs .00A�lONS 2�� Ai8 �r/ NUT dc WASHER NOTES� �) DEs��TanoN ea,�Hs Bw�r ' QN LOTS ADJACENT TO DwEWNGS SHAl.L 9E COhiP�ETELY �I�lED WlTH 3� GUNIiE. 2) ALL S7EEL PIPE AND HAROWARE TD BE HOT pIP CALVANIZEd AFTER FA6RICAT�ON. � � D A�E C�IT Y..�J F._..,C �R �,S,B AD �}� . TEMPORARY . DESILTATI�N BASlN OUTLET AND.CAPACfTY TABLE � ,� i r NktK p�� SUPPLEAIENTAI DS—� sr�rro�RQ r,o. BASIN CAPACITY TABLE t IN CUBIC YARDS) � s APPENDIX 5.4 SAMPLE MUSLE DEBRIS VQL�UME CALCULATI�N s � � s � � � 0 ro � a � �� r V ao i �� , .0 .� z u, � c� ��IN lo(� - r�� a w�� I �I u��,� G�, = �� U� = , ��j � f , �"J ��h f� 2D� �j GLv} ��x � Y �-x � � ��° �'�.z = ��'��`Z � lr D ►�+,�` crn � 12� [ � ��' �� . �t=l�c� / �G � Z�!• �i�� +'�-�n ! 4�� '� � L+��y � �a-�,� , �'r"/ro8o ' y-��c I.� ��- =� 1 D� o �1�� ' r� � ��h=,�'� 0 �7 Q � �y ( � �j f � x �j � 2Ci. �i � m,u�} Q=��f�� x ��r� � � 1'k�r �'?.�!!� D� G- ��i ac-�I .J �-.��' L=� �' -� �- ��, ��ir� l��o,�v �. � x �, � f s " �' � � ��e � - �o, � �� 5 ' `�D' �-�►��/��,c ,� yp. � �� I - � ��-�.� x �� r� ,1�-r�-�� , � , �� 5- �2� �� C S s� c�Y �� s •- s� V5� Vo�vr�t�� DS —3 � • �3 �i� • � • � APPENDIX 6 CURB INLET CALCULATI�NS � i �i S � 8Q LL V � �a za � Q a W J Z m � � U 2 U Z Q � N � � � m m 0 z ��oo$00000000g�0000�gg$��g��g�000$�g$g�o$�oog�Sg$�oagoog$ a � �� o 0 0 0 0 0 0 0 0 o rn rn o 0 0 o a o m o 0 0 }� O O O O O O O O O O O o O O O G G O R O O O O Q D D O O O O O O O O O O O � O O O N O O q O O O O O O O O p O cV m � W � �5��88�$SSo�$8$88SSSS88S8gS8$$og8goS8o$og8$g8$S$8800gSgB m W m (7 O t7 [Y vl [�l .- ,-- V V Q (O V['9 l� O N �[V 4 O at ¢ N m Ih T T+!i �[) T i[) � �l7 cD ln r O) Ci �!7 �!] � � u] ��!j i11 � r � m(O �� cO ,,.` a0 CO W r� � � N � � N� �fi 1D �� U C7 z w gggg$�gooSgSd�oog888SSS88888S��SS��Sg�8Sg88g8o8�8�$8�gS8 O O O O O O O O 4 O • O O 4lJJ f+O CV [V � V fV GG[hP] iClC7N � O OOQO M O� r�'° ,-,- v v r v v v�ri v v, co ao v v r. ,_ Q ci c a a � r ri u-i � ai �ri r r� r� r� � a r� cv �� ai m � v v v�ri � Z z w � h s[) h OD tD C� Q� (7 N 67 [Y O OG O Q W O O � cO O O g �n cfi O tf7 tD 0� � b d O I� � O� f7 �,4j �,Qj N N�� j � T �P N O GD �� N � � f� � m� O O O � O � O �� u� 6 O O O O O(a � OD N�!1 M N c0 In uJ � O td O� � .� � 0� � � N� Ch (O f+ O �Cl N f� C? In O ZJ `L 1� ID � Gi r r N r N N� r 1� 1+ f� � 7� O(� ; O� � N N.- rG CV CV G� N r[G V r CD ��(O (U m tO [+1 O� O� � Oi r Q1 m N r O�� r � J O � � a ��nrn�n��o�� n aoc00000� �nm�� rii�irip� ao�a�+y o�momu�+nm �� aom�+nrnmcn ��riri � } mNNNN [�7 � �NNN V 7L7NC�NNNC'�('7�[7��NNN[VNNNNCVNC�![�1NNNNMNNNN��V� li li CL LL LL LL LL Lt LL LL li LL LL 1L lL LL. lL F" u�p ��UU� V UUC�U OOOOOO000OOO6U� UUU dG GOCOOOOOQQ� V OOOQOOOO�UUU � N N N N[V N CV N N L�! N N C�! N N C�! N � * mm aa a.aaa� a aaa aa aaaa li� m p o0 0 0pp 000p oaoopp p dooaoop NN pop(.7 O p OS W W��2�r2rETC`2�2 NO�O?OOfOfbTOl�tfIMC"1'25�2l22�(DSS[V NOQOOOSS� �2 ep�t]SSOtC)t!)C7.�T22YL �� — � � t0 t0 �' [V � � � � � Pj r � � r (V [V t[j �!7 C7 C7 N tV � r � � � � (O (D tfi �[i o0 m W f7 C7 [7 [� � � h N �O �O N V V .- � > > > o� Ui C!3 Ui Ln Ul (/i [.O (n (la [/1 fl� fn fn UJ fn fn (n C7 O �oc�mmcD�cvnu�or��n�n�nu��rrnor��aa r�n�c��o��nrnc�vu�c��norno'now�oornvnmu�v,m� N � V f'] N i!7 N L'�7 N'vt M V� CO CV [s! N N N N Q C�7 �[*3 ('7 [7 Q Q(�7 �'�1 �1 Q�J V Ch � r V N r C`7 N r ll'1 N �!] L'] S7 f� C'�] C fl N V CV � N � J Z m m � L L� L S L.0 � t t y t t L t t� � S � � L � L L L L.0 � L L�.G .0 i � � Vl �n u� Vl ��_ �j rA t r> = r> � Y> � a�� Ya �� m w m H in q�]] C> L j v� q C j L>� C> C m � C� V m �� W� ��z z ��z�pzrpzrl�z�/jZrAZVjZ�jz�7 �� m� ��zcAUjz o q W m a q o p 0 0 p o W� a o W LL W � W W LLI W LLI W �jZ(q� �Z�/yZ(ryZZ(/�2 W�i ZZ � C O o0 c0 W W O d f� t0 [U [O O T r Q u7 N N T m ,A �� SS88 �� g g8 � � gg �888� �� Q 4 O O O I� � Ol O O O O� 07 � n^c�g��o v Qv �n�rrnrn rr� oa ornaovv �nvo c+� c� �riinrn rnmr��n U? 07 Ui � N[O [D � G� G1 4 P O O fD (O 10 (U �� m m 7� N N O O �� I� [A �� 47 � O f� 1� 6��(D f0 ++ } ++�va�m�rn`�` `�rn� tnr-mc�r�c� �r�Q,a,(O 0�O7�DSDO�OC�lN(OhO1Q1�� hh t t � N N C� � V V t t t �j �j t t t + + + t � + t { } �4 # + �h + + t + } + t t � � t t + + t t + � } + � t t � N O O O O r .- f� I� r� n O O O3 0I tn �('7 C'7 � O7 N N� r O[�J �!] �fl � � T Q� N h f� O O A� N CV Q►� G� Q� r n N N T � CV N CO [� C7 f7 �� O b d r N [V N C7 M r N N N N N M N � Q� N G� m C3 al m m m� m� f�6 ��N �� Q� N co c� m m c� n a v v�-o -a �� a�� a-o -o � �.`? >�>> ��?,? ? o 0 0 0 0 0 0 0 0 o q Q q � 'O � 'L3 'O l0 lC W "C c 'C L .G .G . m �n �u �c ca �c ro m m w m m �o �o �a m ca m �c �v cn �c cn m CC [L Q CC [C [C [C ¢ CL � E o 0 0 0 0 0�� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0�� 0 � ��7 Q Q o d c L tp Q Q�� y m m CC CC Ci Ii �� CC �� CL �� 3 t C C C t C C C C C C C C C C C C C C C C 41 � Z C C C C C O O O O Q� 41 N m m m O m N m m m"m6` m 4'O ro G1 � 6f Gl m m a m m m m m m m�c m m �c m ca �a ro m�a m �c m ca m� ro ca �c ca •c. �. •._ T>>> a n>>> n a>� � P� ��(7C7 � a� � C C c c c � c 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 3 co �� c s L t r s L L r t t r f0 � m m m �a m m m m�� - m �v m�� t m m m m m ar m m m m� a+ m m m a ro a� m m m n>> C7 C7 C7 C7 C7 (7 C7 C7 C) C7 U U U U U U 'p ��- O O p m� C C C L C C C C C C � � f0 f9 (0 lII f0 (9 SO (6 l9 W SO l6 (O W f6 W C C C� m m m O m N m C C C C C G C C C C(0 N � � a�� ca ro ro ca � C7 c7 C3 C7 C7 t7 C7 (7 C7 C7 c7 c7 c7 C7 (7 C7 c c c �e m�� + m m m m� m� 3 3 3 3 3 3 3 3 3=` (� (j fj(�j(} ---�r Ur` �r �r �r`Ui r�`�r`�r` �� O p O O O O O O O O`!�l H HHFH�H�HF- . � � C� � � APPENDIX 7 CONCRETE DITCH, BLADED SWALE, RIP-RAP AND D-41 CALCULATI�NS i �� . C� APPENDIX 7.1 CUNCRETE DITCH CALCULATYONS � � . Trianaular Renart � �� p� ! �r Label ischarp 51ope Repth e Left R{ght Fbw Top Manninps (cfa) {tUtt) (ft) (iUs) Side Slde Area W1dth Coefficieni S1ope Slope (ft�} (ft) (H:1� {H:V) D01 O.BB 0,246000 0.24 11.78 1.25 1.25 D.1 0.80 0.013 D02 0.61 0.246000 0.24 11.SB 1.25 1.25 0.1 0.59 D.013 DD3 5.09 0.508D00 0.41 24.D7 4.25 1.25 02 1•03 0.013 �aa t.eo o.� ssooa o.� i i.s2 �.25 1.2s a.2 o.e� 0.013 D05 0.96 0.224000 d.28 11.87 1.25 1.25 O.i 0,84 D.013 DOB 3. S 7 0.199000 0.41 15.0.5 125 1.25 4.2 1.03 0.013 D07 1.39 0.2&600Q 4.28 13.85 125 1.25 0.1 0.71 0.013 D08 1.72 fl.118000 0.36 10.fi2 125 1.25 02 0.90 0.013 p09 0.88 0.058000 0.32 6.79 125 1.25 O.i 0.81 0.013 p1 p 1.82 0.096000 0.38 9.96 1.25 1.25 0.2 0.96 0.013 Dt1 3.40 O.Q50700 0.54 9.17 1.25 1.25 0.4 1.36 0.013 DS2 3.42 O.U805D0 0.50 10.92 1.25 5.25 0.3 1.25 0.013 D 13 9 0.33 0.115000 0.71 t 6.4fi 1.25 1.25 O.B 1.77 0.013 D 14 12.07 0.036000 0.93 t 1.07 1.25 1.25 1.1 2.33 0.013 D15 5.17 0.044800 0.65 9.70 1.25 125 0.5 1.83 0.013 D16 3.70 0.097000 0.50 11.54 1.25 1.25 0.3 124 0.013 D17 1.33 0.011600 0.50 4.20 125 1.25 0.3 1.2$ 0.073 D18 1.81 0245000 0.31 13.73 125 1.25 0.1 0.77 0.013 D�9 2.41 0.273000 0.35 15.82 125 1.25 0.2 0.87 0.013 D20 0.75 0.202000 0.24 1D,55 125 1.25 0.1 0.80 D.013 D21 0.95 0.202000 0.26 11.19 1.25 1.25 0.1 0.85 4.013 p22 1.03 Q.012000 0.48 3.96 1.25 1.25 6.3 1.14 - 0.013 023 1.a3 Q.012000 0.48 3.96 1.25 1.25 0.3 1.14 Q.013 D24 0.71 0.140D00 025 9.07 1.25 1.25 0.1 0.63 0.013 D25 1.28 0.081pD0 0.35 8.56 1.25 1.25 Q.S 0.86 0.013 D28 D.B6 0.400000 D22 i4.11 1.25 1.25 b.S 0.55 R.019 E327 0.92 d.400000 0.23 i 4.35 1.25 1.25 4.1 0.57 0.013 D28 0.1 B 0.600000 0.11 11.11 1.25 125 fie-2 Q.26 0.013 D29 024 U.800000 0.13 11.94 4.25 125.Oe-2 0.32 0.013 D30 D.12 D.330000 0.11 8.02 1.25 1.25.5e-2 027 0.013 D37 D.15 0.3.30000 0.12 8.48 1.25 1.25.Be-2 0.30 0.013 D32 0.59 0.500000 0.1 B 13.96 1.25 1.25 .2e-2 0.46 0.013 D33 22.4D O.Oi0000 t.50 7.99 1.25 1.25 2.8 3.74 0.018 D3d 8.87 0.02000D 0.93 8.22 1.25 1.25 1.1 2.32 9.013 �� P�G� � y„ ati� � �M �y,r ��I �,yr SZ� I i�y ►z" �yK 1yr I 5'' {�n ��fl iy" �y' �y� {yr lLr �yr !y" ii" `�K �v� �yd lti� t v' I�� lL" �z� 1A'` .�8� � � ?!�%�1 �� ].y�j � 1' / N --�� a`' �� Project Enginear. Dav�d Nlcolard� t:1.. lhydreulicelhrowddch.hn2 Pro�oct Deeipn Consultanffi FbWMaster v6.0 [614e] 11/08/02 12:29:22 PM O Haestad Methods, Inc. 37 Brookaide Road waterbury, C7 06708 USA (203) 755-185& Pafle 1 ot 1 � *+***�*x**w**a*******wtt**t*w*w**aWx**x*xt**ww**w*w******w*�*******t****+*i* RATIONAL METHOD HYDROLAf'Y COMPUTER PROGRAIr4 PACKAGE Reference: SAN DIEGO COLINTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANiTAL {c} Copyright 1982-2001 Advanced Engineering 5oftware (aee) Ver. 1.5A Release Date: 61/O1/2001 Licenee ID 1509 Analysis prepared by: Project Design Consultante 701 B Streek,Suite 800 San Diego, CA 92101 6i9-235-6471 ++*+,t**�*+*****�**�****w,r�r DESCRIPTION OF ST'[iDY *w*wxx�**w**ww**�v�+*�**+,tkf * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrol.ogy * * D1 * +f**ii�tl�ifftf*!ff*f**i*i*�ri*ftftff*f****Ai*if*!#*i*ft4ar�k*!********ik**tf*w* FILE NAME: C:�2244\D1.DAT TIME/DATE OF STUAY: 14:24 06/10/2002 USER SPECIFIED HYDROLOGY AND HYDRAUI,iC MODEL I3�IFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANTJAL CRITERIA . USER SPECIFIED STORM EVENT(YEAR) a 1QO.OD 6-HOLTR DURATIOII PRECIPI'TATION (INCHE$) a 2.800 SPECTFTED MENIM[7i�7 PIPE SIZE(INCH) a 18.00 SPECTFIID PERCENT OF GRADIEN3'S(DECIMAL) TO USE FOR FRICTION SLOPE a 0.85 5AN DIEGO f3YDROLOGY MAN[FAL "C" -VALUES USED FOR RATIONAI, METHOD I30TE: ONLY PEAK CQNFLUENCE VALUES CONSIDERED *USER-DEFYPIED STREET-3ECTIpPIS FOR COLFpLED PIPEFi,QW AND STREETFLOW MODEL* HAT•F- C120WN TO STREET-CROSSFALE,: CURB GUTTER-GEOMETRIES: MANNI2+3G WTb'TH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LiP HIKE FACTOFt NO. (F'�) (FT} SIDE / SIDE/ WAY (F'T} (}�) (FT) (FT) (n) a:� ��_�R ==�=aa�� _a��ae�m�a�as�sa a==�aa a�aas ��a�a saa�� enaa__a 1 30.a 20.0 0.019/0.018/0.020 O.S7 2.OQ 0.0312 0.167 0.0150 GT�OBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET ae (Maximum Allowable Street Flow Depth) -(Top-o£-Cur3�) 2- ipepth)*(ve].ocity) Constraint = 6.0 (�'*FT/S) *SIZE PIPE WITH A FT,OW CAPACITY GREA'TER THAN OR EQUAT, TO 'THE UPSTl2EAM TRIBLTi'ARY PIPE. * +irittt�tik*ik�k4ti►f#*f*f**#frfff**liffrw*rtfrttfttflr**wtwk*f***fi*t**tik**t********f*R* FLOW PROCESS FROhF NODE 1.10 TO NODE 1.20 IS CODE � 21 ---------------------------------------------------------------------------- »»>RATIONAI� METHOI} I�IITIA3, SiFBAREA ANALY525««< ��g�=��¢RG=====�eaa��====�see��===�=a�a��===_�_�_�_=====aa��====saaa�====� RUR.AL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOII� CLASSIF�CATION IS "A" S. C. S. CLTRVE 2NMBER {p,M� 2 i} - 8 7 • . INI'i'IAL SUBAREA FLOW-LE23GT'H � 68.Ofl UPSTREAM ELEVATION a 423.00 DC3WN5TREAM ELEVATION = 390.00 ELEVATION DIFFERENCE = 33.00 URBAN SUBAREA OVERLAND TIf+7E OF FLOW(MIN[TP�S) a 2.645 *CAUTIOi�I: SUBAREA SLOPE E3CCEEDS COUNTY NOMOGi2APH DEFINITION. £XTRAPOLATIOAI OF NQMOGRAPH iJSED. TIME OF CONCENTRATI02+i ASSIJr4ED AS 6-i�1YN[TrES IDO YEAR RAI23FALL INTENSITY(INCH/HOUR} � 6.559 SUBAREA RU3dOFF(CFS} 0 0.15 TOTAL A32EA (ACRES� � 0. 05 TOTAL REJNOFF (CFS} 0 0. 15 *+r+****s,*******,t**,tww,r,t******rr*,tw,r,r*,r*,t****w*wx*xwwww*w*,rw,r**r********t+t.w. FLOW PROCESS FROM NODE I.20 'I'O NQDE 1.3D IS CODE a 51 ..-----------------------------..----______.._____..-------..__------------------ »»>COMP[T'i`E TRAPEZOIDAL CI-FANNEL FLOW<c�<c a»»TRAVELTIME THRU SUSAREA (EXISTING £LEMEN'i') ��« =a��=�a�R��===vaa�asa�sr¢c=�=======�a��==_____-�__=====3��=c=-=ca��:� ELEVA'FION DATA: UPSTREAM{FEET} �= 390.00 DOWNSTREAM(FEETj � 357.00 CHANNEI, LENGTH THRU SUBAI2EA{FEET} = 134.Op CHANNEL SLOPE a 4.2453 CHANNEL BASE(FEET) � 0.00 °Z" FACTOR e 1.250 MANNFNG'S FACTOR = 0.415 MAXIMUM DEPi'H(FEET) = 1.00 CHANAiEL FLOW THRU SUBAREA(CFS) = 4.15 , FLOW VELOCIT'Y(FEET/SEC} � 6.72 FLOW DEP'i'H(FEET) = 0.23 TRAVEL TE�IE (MIN. )= 0. 33 TC (M�I+7. ) 0 6. 33 L02�IGEST FLOWPATH FROM NODE 1.10 TO NODE 1.30 = 202.00 FEET. fr}**ttff*f*******I�*****#*t�k*irlr**�k**********f*f*f*i!*#*!****ff*ii**fff4fftlti FLOW PROCESS FROM NODE 1.30 TO I30DE 1.30 IS CODE = 8f � ---------------------------------------------------------------- »»>ADAITiON �F SUBAREA TO MAINI.II�FE PEAK FIAW««c =a��-----�_��--�ssca��ca�zs��=r3cr�v�=--cu==ssc===----a�c===-====a=c-------vaaca� 100 YEAR RAI?�TFALL INTENSETY{INCH/HOUR) = 6.335 RURAL DEVELOPMENT RUNOFF COEFFICIF�IT = .4500 SOIL CLASSIFICATION IS "D" 5_C.S. CURVE NUPiBER (AMC II) a 87 SLTSAREA AREA{ACR.ES} = 0.25 SUB�IREA RUNOFF{CF$) a 0.7]. T07'AL AREA {AC�2ES ) n 0. 3 0 TOTAL RUNOFF ( CF'S }� 0. 8 6 �'C (MIN) a 6 . 33 �cc=====_��_�====�a�a�====-_�__��-_==��caT�-=-=��aIIc��c�=c�=c�c��=�a�na�� r�m oF s�x s�xr : TOTAL AREA(ACRES) = Q.30 T'C{MTAI.} = 6.33 PEAK FLOW RATE(CFS) � 0.86 xuc�o��acasa====��a�c��=�=�taaQ¢¢ccavaarr��nc�aaasaacozoc:�r��a�ca�aasu� ��=�c�==��------�-�a^�==r=��R�=��occ¢a�cccsaaac��__aco�a�___¢a:�zc END OF RATIONAL METHOD ANALYSIS . • ****�**w*w*�*+*t*****xW**w**x***w**********�**w*a**t*t******+**t*+f++t�**r*t RATIONAL ME�'HOD HYDROLOGY COMP[]i'ER PROGRAM PACKAGE Reference: SAN DYEGO COUNTY FLOOD CON�'ROL DISTRICT 1985,1981 HYDROLOGY MANUAL ic) Copyright Z982-2001 Advanced Engineering 5oftware {aes] Ver. 1.5A Release Date: 02/O1/2001 License Ib 1503 Analysis prepared by: Project Deeign Consultante 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 ******►�+*a+*�t�***+.****** DESCRIPTION OF STUDY *s�**++*:*t+rft**:t***w,r*r� * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditich Hydrology + ,r p2 * **+***,r*+*+*ir�r*,r+*trty.:e*trt**t*t*,r*�t+t+**:*+*+**s*t***�r*+t,r**st+**ri.***irt* FILE NA�7E: C:\2244\D2.DAT TIME/DATE OF ST[IDY: 16:21 06/10/2042 ---------------------------------------------------------------------------- USER SPECiFIED HYDROI.AGY ANp HYI3RAULIC MODEL INFORMATION: 1985 5AN DIEGO MANi7AL CRITERIA � LiSER SPECIFIED ST'ORM EVENi'(YEAB) II 100.00 6-HOL7R DURAT203�1 PRECIPITATION (INCHES) � 2.800 SPECIFIED i�1INIMiJM PIPE $IZE (�NCH} a 18. DO SPECIFIED PERCEN'I' OF GRAbIENTS (AECIh4A.L) TO USE F�R k'RICT�ON SLOPE • 0. 85 SAN DIEGO HYDROLOGY NL�,N[JAL "C" -VALUES USED FOR RATTON'AL, METHOD i10'£E : ONLY PEAK CONFE,UENCE VALUES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR COUPLED PYPEFLOW AND STREEI'Fi,OW MODEE,* HALF- CROW�+I.TO S'I'R�ET-CROSSFALL: CiTRS GU'FT'ER-GEOI�SETRIES: MANtdING WIATH CRaSSFAi,I, IN- / OLTZ'-/PARK- HEIGHT WIpTH I.�IP HIKE FACTOR NO. (FT} (FT) SIDE / SIDE/ WAY (�'T) {�) {FT) {FT) (n) mssa �ac�v -��:�¢a�a �v¢�aac=aaa�a�acc ==�na�e __�_- cc=rs�� c�=�= �___-__ 1 34.0 20.0 0.018/0.018/4.D20 4.67 2.00 0.0312 O.i67 0.0150 GLOBAi, ST32EET FLOW-DEP'I'H CONS'Z'RAINTS : 1. 12elative Flow-bepth � 0.40 FEET as (Maximum A1Zowable Street Flow bepth) -(Top-of-Curb} 2. iDepth}+iVelocity) Constraint � 6.0 {F�*FT/5? *SIZE PiPE WITH A FLOW CAPACITY GREATER TFiAN OR EQUAL TO THE UPSTRSAM TRIBUTARY PIP£.* w**wwvr,rx�e*,r*,rv,x *****,t,r*�sr**,t**trww,t*W******tWx��ew,w*xx�**wvrw*�*,rwW*xw***w*w***** FLOW PROCE55 FROM NODE 2.10 T� NODE 2.20 IS CODE s 21 ---------------------------------------------------------------------------- »»>RATIO�I.�, METHOI} YNITTAL $T.THAREA ANALYSISc<c« �__�__-�_�_a�__==�=____-__==�_�a__=�=��Qoa�==__asa�oo�aa�oa�aa�====�aam��aaz RIJRAL DEVELpPMENT RUNOF'F COEFFICIENT = .4500 SOIL CLASSTF'ICATION IS "D" S.C.S. CURVE NUMBER {AMC IIi s 87 . � � INITIAL SUBAREA FLOW-LENGTH R 65.00 UPSTREAM ELEVATION = 415.60 DOWNSTREAM ELEVATION = 390.a0 ELEVATION DIFFERENCE = 25.00 URSAN SUBAREA OVERLAND TIME OF FLOFI (MINT3TE5 } a �,'7 g5 *CAUTION: SUHAREA SLQPE £XCEEDS C0173�IT]C NOMOGRAPH DEFINITION. EXTRAPOLATIOPI OF NOMOGRAPH IISED. TIME OF CONCEN'PRATION ASSUMED AS b-MTNUTES 100 YEAR RAINFALL INTENSITY(INCH/HOUR} a 6.559 SUBAREA R[JPIOFF (CFS) � 4. 18 T�TAL AREA(ACRES) = 0.06 TOTAL RUNOFF(CFS) = 4.18 iF*�r***�kiklr4yr�klr*lririr*iFYrikR�RYrR**Yrlril�lrar�k�k�Irik�kirYrt*k�ki*#**f*t*ifffffttffi*t�k*ik+*R**R�r�r FLOW PROCE55 FROhf NODE 2.20 TO I30DE 2.30 IS CODE � 51 ---------------------------------------------------------------------------- »y»COMPUTE TRAPEZOIDAL CHAt3NEL k'LOW««< >n>�>TRAVELTIME THRU SUHAREA (EX25TING EL,FsMEN7`) « «� �c==vanaaa�Qaaaccc�ac�c=�R��ca�a�¢a�xoa��a��a¢vna�a�-�uaaaac=�===-caa��a3a=v £LEVATION DATA: UPSTREAM(FEET) = 394.00 DOWNSi'REAM(FEET) � 357.00 CFIANNEL LENGTH 'i'HRU SUBAREA(FEET) � 127.00 CHANNEL SLOPE = 0.2538 CHAt7�T�L SASE {�EE7.') = 0. 00 "Z" FACTOR � 1.250 �7ANNING' S FACTC172 e 0. 015 MAXIM[]M DEPTH (FEE'T) a 1. 00 CHADTl7EL FLOW THRU SUBAREA ( CFS ) s D. 1 B FIAW VELOCIT'Y(FEET/SEC) = 7.21 FLOW DEPTH(FEET) � 0.14 TRAVEL TIME {MIN. )= 0. 29 TC (I�4IN. ) a 6.29 LONGEST FLOWpA1'H FROM NODE 2.10 TO NODE 2.30 a 192.00 FEET. ++**********t*,rt.+*r*,r**t++*********f:**,r*t+****rr*,t*tr***#v�*****,t,t*sr**wx**�** FL,dW PROCESS FROM NODE 2.30 T'O I�ODE 2.30 IS CODE _'81 � ----------------------------------------------------------------- »»>ADDITION OF SUSAREA TO MAINLFNE PEAK FLOWt« <c ==�=�a�caa�c�a��aan�v�aa�a�acvcc�=mcva��===__-�_��_��__=��cc�c��caa��a�na 100 YEAR RAIIJFAI,L I�ITENSITY(INCFi/iiOUR) = 6.360 RURAL DEVELOPMEN'T RT3idOFF COEFFICIENT a.4500 $OIL CLASSIFICATiON IS "D" S. C. S.� CLTRVE N[JMBER (AMC Y I} Q 87 SUBAREA AREA(ACRES) = 0.22 SUBAR£A RUNOFF(CFS) = d.63 TOTAL AREA(ACRES) � 0.28 TOTAL RU?�IOFF(CFS) = 0.81 TC (hFIN) a 6. 29 c=cc=====c�---ca��======�c�ac�=====��co=a�=�ama�Qa�acc3ca�a��a��ea��=== END OF ST[TDY SUt+IINARY : TOTAL AREA{ACRESj = 0.28 TC{MZN.) = fi.29 PEAK FI,OW RATE { CFS ) = 0. 81 aaassaZ¢cCa��--� �3aGccac��aG003c6O6aaaaas�aG6CaGv=3==a0aQ6enL �==�C3F�4m.-F�r a i a Q C Q C O� 3 C S C--- G1' J� 6 a II�� 3 6 T�� C C C-� a L 1 s� s s� O s� G! i 6�E s ia 6 C G a a a 3 a G G fl C 6 C �__ � ENb OF RATIONAL METHOD ANALY5I5 . • ***a***x*w******�*w*****f*++***+*+t*t****x*r****************�t**t*i+t*****:• RATIQNAL METHOA HYbROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLAOD CONTROL DISTRICT 1985,2981 HYDROLOGY MANIJAi (c) Copyright 19B2-2Q01 Advanced Engineering Software (aes) Ver. 1.5A Release Aate: O1/O1/2001 License ID 1509 Analyeis prepared by: Project Design Consultante 701 B 5treet,SuiLe 840 San Diego, CA 92101 619-235-647� ,r,r****++*:,r*******r,r*s+�+,r DESCRIPI'ION OF STUDY *w*�,r,r***r+�****t**++f*#t,r * Bressi Ranch - 2244 * * 100-Yr 6-Hr Srowditch Hydro�ogy � * D3 "' ***rr#*+,rt:.*++*t********,t*****++***ttt*.ttf+t******avrwx«*,r*�,►,t**sr*,r,t,t***** FILE NAME: C:\2244\D3.1)AT TIM£/DATE OF STUDY: 14:40 d6/10/2442 ---------------------------------------------------------------------------- USER SPECIFI� FfYDROLOGY AND HYDRAIJLIC MOD�L INFORMATION: ----------------------------------------------------------------------------- 1985 5AN DIEC30 MANUAL CRI'I'ERIA � USER SPECIF'IF.� STORM �IVENT(YF.AR} a 100.00 5-HOUR AURATTQN PRECIPITATYON (INCFiES) � 2.80D SPECIFTED MINIMUt+] PIPE SIZE(INCH} a 18.00 SPECI�'IED PERCENT OF GRADIENTS (DECI�IAI,} 'I'O U5E FOR FRICTION SLOPE � 0.85 SAN DIEGO HYDROLOGY MAPFiJAL "C"-VALUES [JSED FOR RATIONAI� PSETHOD AIOTE : �NLY PEAK CONFLL7E�iCE VAi,i7E5 CONS IDERED *USER-DEFINED STREE?'-SECTIOPIS FOR COUPLED PIPEFLOW AND STREETFLAW MODEL* HALF- C120WN TO STREET-CROSSFRLL: CURB GIJ'i'TER-GEOME'I'RIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARIC- HEIGH'£ WIDTH i,2P HIItE FACTOR NO. (FT) (FT) BTDE / STDE/ WAY {FT) (FT} (FT) (F'?') (n) ::a ¢a=== -�a��c�aa =----c=�aa�c:¢aaa aa==-= :a�aa G��- ��1[SGI] =�f1CQ6a 1 30.4 20.0 0.018/0.018/6.020 D.fi7 2.00 0.0312 0.167 0.0150 GLOBAL STREET Fi,OW-DEPTH CONSTRA�NTS: 1. Relative Flow-pepth a 0.00 FEET as (Maximum A�.l,awable Street Flow Deptiz) -(Top-o�-Curb} 2. (Depth)�i�elocityJ Conetraint = 5.0 (F3'*FT/Si *SIZE PIPE WiTH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* ***t,t**:*,r*r:f,t*+a**a**w**w,r,�***f***w,r*t*++***ft**i*r*t+.*****avr****,t***wt*+* FI,OW PROCESS FROM NODE 3.10 TO NODE 3.20 IS CODE = 2� »»>RATIdNAL ME'I'F�OD IN�TIAI, SUBAREA ANALYSIS««< x�-na::xc==�=��ax:aca�c---�ac----�cnnaa:x=c�c�==a=3a��aQa�=c�=---�nessc=xasaa RLiRAL DEVELOPNfFNT RUNOFF COEFFICIENT a.4504 SOIL CI,ASSEFICA'T'ION IS "D" S. C. S. C[T�2VE NETMBER ( AMC I I) = 8 7 • � INITIAL SUSAREA FI.�OW-LFNGTH = 126.00 UPSTRE.�M ELEVATION = 291.00 DOWNSTREAM ELEVATION a 260.00 ELEVATION DIFFERENCE � 31.00 URBAN SUBAREA OVERLAND TIME OF FLOW{MTNUTEB) a 4.516 *CAUTION: SLTBAREA SLOPE F.XCEEDS COUNTX NOMOC3RRPH DEFINITION. EXTRAPOLATION OF NOMOC312APH USED_ TIME OF CONC£PI'I'RA'i'iON ASSUMED AS 6-MZNU'I'ES 100 YEAR RAINFALL INTENSITY(iNCH/HOITit) = 6.559 SUBAREA RUNOFF{CFS) � 0.30 • 'i'OTAL AREA(ACRES) a 4.10 TOTAL RUNOFF{CFS) = 0.30 **«**,►*Kk*,r*v�**•**:+.****.«**+f�t.t****�f*f+ff***:*+*ff*+t:f..***t**,.t**,r+*�r FLOW PROCESS FROM NODE 3.20 TO NQDE 3.30 I5 COD£ = 51 ---------------------------------------------------------------------------- a » »COMPUTE TRAPEZOIDAL CHANNEL FLOW«<cc »»>TRAVELTIPSE 'F'HRU SUBAREA (EXISTING ELEMF�1'T'j ««< �--��c---��vvv�aac�=-------�--ee=c====a�vcd=�==�ca=n�as�na:7�cna=ren�sv�===�==a ELEVATION DATA: UPSTREAM{FEET) Q 260.00 DOW2dSTREAM(FEET} = 196.00 CHANNEL T�NGT'H THRU SUBAREA(F££T} = 126.40 CHANrTEL SLOPE = D.5079 CHANNEL BASE{FEET) s 0.00 "Z" FACTOR a 1.250 MANNIPFG' S FACTOR a 0. Oi5 MAXINIiJi�E DEPTH ( FEET) � �. 00 CHAAiNEL FLOW THRU SUBAREA(CFS) = 0.30 FLOW VELOCITY(FE�T/SEC) � 1Q.53 FLOW DEPTH(FEET) = 0.15 T'RAVEL TIME (MIN. )� Q. 20 TC (h4IN. ) 0 6. 20 LONGEST FLOWPATH FROM NODE 3.10 TO NODE 3.30 a 252.00 FEE'F. iii*i�k******#'*lr1tN****#lk##**91 f f ###**#'t#tt#**#*f *f ##i3t#!4##f i**�t�ttt##**�i�t#4#* � FLOW PROCESS FROM NObE 3.30 'I'O NODE 3.30 IS CODE = 81 • ------------------------------------------------------------------- �»»AilDIT20N OF SiJBAREA �.'O MAINLINE PEAK FI�QWt�«< _=====v=_na�:sa�rav===c��---cc�ava==xsnaa�v===�cv=acn-=ava�a�mccaaan�zvaa:na 160 YEAR RAIPIFAI,L INTEAISIT'Y(INCH/HOUR} � 6.422 RURAL DEVELOPMEN'T RUNOFF COEFFICIENT = .4500 SOIL CL�ASSIFICATION IS "D" S. C. S. CLTRVE NUMBER (AMC I I} . 87 SUBAREA AREA{ACRES) = 1.55 SL7BAREA RUNOFF(CF5} = 4.80 TOTAL AREA (ACRES) _ � . 7b 'i'OTAI� RUNOFF (CFS) = 5 . 09 TC{MIN) = 6.2D F�---r3----a66i�iaL--�a�G�---�1C_r____t=�a�3___�L4G2_�_____g.Ct�_ �_�fS[36C___�3of][S �rrn aF s�mY svriruu�Y: TOTAL P.REA{ACRESI = 1.76 TC(MIN.) = 6.2D PEAK FLOW RATE(CFS) = 5.09 c�R��====�as�a�=�aaaa=�===�_________��_�______��_____________________�=� � 4_ C _ _ ' _ __ _ _ Q 0 s a IIII � �� C � � C C � _ _ _ _ � _ _ _ _ _ _ _ _ 6�� _ _ _ � _ � C = _ _ _ _ _ _ _ G _ _ _ _ _ _ _ �� _ _ _ _}S � C END OF RAi'IONAL HIETHOD ANALYSES �� L_J . t**f#f*ff*!*****w*********f************R****#***�*#*+##****####***#*A#+****# RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COLTNTY FLOOD CONTROL D�STRICT 1955, 1981 HY�IROLOGY h4ANi7AL (c) Copyright 1982-2041 Advance8 Engineering 5oftware (aes) Ver. 1.5A Release Date: 01/01/2001 License ID 1509 Analysis grepared by: Projecr Design Consultante 701 B SCreet,suite 800 San Diego, CA 92101 619-235-6471 *t***t***+*****f**�*w***aw DESCRIPTIOAI OF STLTDY ******************,r****r,rw * Breasi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydro�ogy * x D4 * *#r+r.#******:t*a+++**tf**+*:*+�.,t**i**+***�.�****+***�v.*a�.a*wa*,r«**,rws,x,�v,**t FILE NAME: C:\2244\D4.DAT TIME/DATE OF STLFDY: 14:42 06/10/20Q2 ---------------------------------------------------------------------------- USE32 SPECIFIEA HYDROLOGY AND HYDRAiJLIC MODEL INF012MATION: 1985 SPN DYEGO hiANUAL CRITERIA . iiSER SPECIFIED STORM EVENT{y�} � 1fl0.OQ 6-HOUR DURATION PRECIPITAT'ION {zNCHES) = 2.800 $PECIkIED �7INThIUM PYPE SIZE(IPICH) a 1$.00 SPECIFIED PERCENT' OF GRADIEN'i'S (DECIh4AL) TO iTSE FOR F3ZICTION SLOPE = 0. 85 SAN DIEGO HYDROLOGY MANT7AL "C"-VALUES USED F012 RATIONRL M�ETHOD NOTE: QNLY PEAK CONFi,UENCE VALUES CONSIDERED *USER-D£FINED STREET-SEC'FIONS FOR CDUPI,F.D PIPEFLOW AND STREET'FLOW MODEL* HAI,F- CRQWN i'O ST'RE�T-CRO55FALL: CURB GU'TTER-GEOMETRIES: hiANNIidG WIA�'H CRQSSFAi,i, IN- / OUT-/PA32K- HEIGHT WIDTH LIP HIKE FACT'OR NO. (F�'� (FT) SIDE / SIDE/ WAY {FT} (FT) (FT) (FT) (n) zz: aas�c �aaT�===c aR===c=�======��c ==aeav aaa:� a�a:=a caaac aacaoao 1 3Q.0 2Q.0 0.0J.8/0.018/0.020 0.67 2.OD 0.6312 0.167 0.015D GI,OBAL STREE'T FLOW-DEPTH CaNSTRAINTS: 1. Relative Flow-Depth = 0.40 FEET ae (Maximum Allowable Street F�ow Depth) -(Top-of-Curb) 2. {Depth)*iVelocitiy) Conerraint Q 6.0 (FT*FT/3) *SIZE PIPE WITFi A FLOW CAPACI�'Y GREATER THAt�I OR EQUA.L TO THE UPST'REAM TRZBUTARY PIPE.* ++irir�**firs+*+r*+*tt*+t*+r*:+**:rt*:t****tt,r******ir�+**i.r*+,t,t*+i.t*,t*i.***,t*r*,t FLOW PROCESS FROM NODE 4.10 TO NODE 4.20 IS CODE = 21 ---------------------------------------------------------------------------- a» »RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< =G=EIIEELt630L�LGO�==��aIIOGA�FIA�3G�S�r=��=�=3��===�a66�==ai�s6OiiGSC�sss�i RURAL DEVELOPMENT RLiNOFF COEFFICIENT = .450fl SOIL CLASSIF�CATION IS "D" S.C.S. CURVE NUMBER (AMC II) a 97 C I • INITiAi, SUBAREA FLOW-LENGTH s 150.00 UPSTREAM ELEVATION = 277.00 DOWSISTREAM ELEVATION = 220.OD ELEVATION D�FF�RENCE a 57.00 URBAN SUBAi2EA OV�RLAND TIME OF FLOW(MINUTES) � 4.263 *CAUTION: SUBA.RFA SLOPE E}CCEEDS COUNTY NOMOGRAPH DEFYI3ITIOPi. EXTRAPOLATION QF NOMOGRAPH USED. TIME OF CONCENTRATION ASSL]MED AS 6-MINf3TES 100 YEAR RAINFALL INTENSITY{INCH/i�iOUR) � 6.559 SUBAREA RUNOFF(CFS) = 0.32 TOTAL AREA(ACRE$) = 0.11 TOTAL R[FNQFF(CFS) = 0.32 +rr*++i**+***,r**.+**+,r****k*+�*aa*******,r**�**w***,�*,tt*«*w*trww*«,r«**w,t*****,t* FLOW PROCE55 FROM NODE 4.20 TO I30AE 4.3D IS CODE a 51 »»>COMPUTE 'TRAPEZOIDAL CHANi�iEL x'LOW«a« »»>TRAVEi,TIME TH22U SUBAREA (EXIS'FING ELE�+fENT) «�« =z�a:��aaa¢cc===---��a��:��a:cca�occv^=====�vv===v=a�vaa�:x�c�a�cuae�=coaa ELEVATI023 DATA: UPSTREAM(FEET} - 220.40 AQWNSTREAM(FEET) = 196.00 CHANI3EL LENGTii 'I'�iRU SUBAREA{FE�T) � 1.54.00 CHANN�L SLOPE � 0.1559 CHANNEL $ASE(FEET) = 0.00 "Z" FACTOR n 1.250 MANNI3dG'S FAC'i'012 = O.Oi5 MAXIMUM DEPTH(FEET} = 3.00 CHANNEL FLpW 'i'}iRU SL]BAREA ( CF5 )� 4. 3 2 FLOW VELOCITY(FEET/SEC) � 6.93 FLOW DEPTFI(FEET) = 0.19 T'RAVEL TIME (hEIN. )= 4.37 TC {MIN. } s 6. 37 LONGES'i' FLOWPATH FROM NODE 4.10 TO NODE 4.30 � 304.00 FEET. *v.***w,r*x*+,t,t*r.s:+***t+****:t**,�t+t*++**ft*+f*+*,t******w**w*aw,r*xw***ax**v,** FLOW P320CES5 F'ROM NODE 4.30 TO NODE 4.3D IS COAE a 8� . ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAIi1LINE PEAK FLOW<¢«< IIm¢z�z=.�rs��=====Qac�c�ac��aaca�=--=-�--��---�-cc=�-=cvva�naa�aIIss�oIIooc=��av 140 YEAR RA3NFALL INTEi�iSITY(INCH/HOUR} = 6.310 RiTRAL DEVELOPMENT RUNOFF COEFFICIENT �.4544 SOIL CLASSIFTfiATION IS "D" S. C. S. CiFRVE 23UMBER {p,MC I I) = 8 7 SUBAREA AREA(ACRES) = 0.52 SUBAREA RUNOFF(CFS) : 1.48 TOTAL AREA(ACRES) � 0.63 'i'OTAi i2UNOFF(CFS) s 1.80 TC(MIN) � 6.37 �acc=aacc=-----c�aa�amauaaaca�uao=��cac�u�a��=��_�====�a��a��aa��o:��:caa FsND OF STUT)Y SUhIIdARY : TOTAL AREA(ACRES} � 0.63 TC{P'1TN.) = 6.37 PEAK FLOW RATE(CFS} - 1.80 a:caaa��mas�==-��-�---�aacceuexna:��vcc¢�acc��c�cc======ca=�====aaa�ca====��3 c:�xcaaaa=a=----aaassi-aacca�:��:xc�ucaaoaa��cc�=�===�=�va:�aa:��a��:a��ao EISD OF RATIONAL ME'I'fiOD ANALYSIS • � ***w*W***W***#**t**#***#****il3t}4f!*f*!*#t!f*#f***At*#**!***ti***ff*f*f!*fi RATIQNAL METHOD HYT]ROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DI�GO COUAiTX FLQOD CONTROL DISTRICT ]. 9 B 5, 1981 HYD120LOGY MAN[7AL (c� Copyright ].982-206� Advanced Engineering Software (aes} Ver. 1.5A Release Date: O1/Ol/2001 L�cense ID 1509 Analyais prepared by: Project Design Coneultants 7d1 B Street,5uite B00 5an Diego, CA 92101 619-235-5471 *********,r*****w*,r**++*r.** DESCRIPTION OF STUBY *+++f�f*+.**�,t�ttfft++st*t• * Bressi RdriCh - 2244 • * 1�0-Yr 6-Hr Browditch Hydrology * * �r� * **:w*+�t+ff*�t*******w**x*rr**w***w.***,t,t*,t++r**+*t+++*s**.**:,r.*f:.****,r.:. FiLE NAME: C:\2244\D5_DAT - TIME/DATE OF S'I'ETDY: 14:44 Ofi/10/2402 ---------------------------------------------------------------------------- USE22 SPECIFIED HYDROLOGY AND HYDRAUI,IC P+10DEL INFORMATION: ---------------------------------------------------------------------------- 1985 5AN DIEGO MANUAL CRI'TERIA . USER SPECIFIED STpRM �VE1�IT(YEAR) = lOD.00 6-F30UR DURATION PRECIPITATIQN (INCHES} � 2,800 SPECIFIED MINIMUM PIPE SIZE(INCH] a 18.D0 SPECEFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRTCTiON SLOPE = 0.85 SAN DIEGO HYDROLOGY �IANUAL "C"-VALUE$ USED F012 RATIONAL METHOD NOTE: ONLY PEAK CONFLTJ�NCE VAI,UE$ CONSTDERELI *i3SER-DEFINED STRLE'£-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HAF,F- CROWN TO STREET-CROSSFALL: Ci3RB GLTTTER-GEOMETRFES: MANNING WIDTH CROSSFAi�L IN- / OUT-/PARK- HBIGHT WIpTH LTP HIKE FACTOR NO. {FT) (FT) SIDE / SID�/ WAY (FT} (�"1'? I�'? IF'T1 (n? �__ �__-= aa�v�=c�c aaca_-_cc�ac----� ----a� ==sAa �¢oaaac ��_� aaII=aao }. 34.tl 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0:0150 GLOBAL STREET FLOW-DEPTH CONSTRAYNTS: 1. Relative Flow-pept37 a 0.00 FEET as (Maximum Allowab].e Street F'low Depth) -{Top-of-Curb) 2. (Aepth)*{Velocity) Constraint � 6.0 (FT*FT/S) *STZE PIPE WITH A FLOW CAPACITY GREATER THAN OR E(�i7AL 'FO THE UPSTREAM TRIBUTARY PIPE. * twt.*r:t*w******w�***********��r**t***,ta*a*v,*«,ew,r*,t,t***+r+++.f+t**:+*+*:,rt*at* FLOW PROCESS FROM NODE 5.I0 TO NODE 5.2fl IS CODE = 21 ---------------------------------------------------------------------------- y»»RATYONAL ME'FHOD INITIAL SUBP,REA ANALY5I8<aac< �_-__��==ccaaa:a�c�vav�aaa:acccoacc==aaaaacv=v=nrs===c�aaa�¢rcc�¢oaaaaoac¢a3 RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFdCATTbN 2$ "37" S.C.S. CiiRVE NL7MBER (AMC II) � 87 C � � I�TITIAL SiiBAREA FLOW-LENGTH � 99.00 UPSTREA�7 ELEVATION = 280.40 DOWNSTREAM EL,EVATION = 244.OQ ELEVA'i'ION DIFFERENCE a 40.Q0 iIRBAN SUBAREA OVERLAND TIME OF FLOW (I�4INL7TES1 = 3.393 �CAUTION: SUBAREA SiAPE EXCEEDS COT}NTX NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION A55UMED AS 6-IYSINUFES 100 YEAR RAINFRiL IN'TENSITY(INCH/HOUR} a 6.559 S[JBAREA RUNOFF{CFS) = 0.3Q TOTAL AREA(ACRES) = 0.10 TOTAL RUPIOFF(CFS) � 0.30 **+*wi*******�,*�e*+tf*•*ttt***:*,e******��i********t*a**,r**,r,r*******,rr*,r****** FLOW PROCESS FROM NODE 5.20 TO NODE 5.30 IS CODE = 51 »»>COMPU'T'E T'RAPEZOIDAL CHANNEL FLOW<aaa< » » >TRAVELTIME THRU SUBAREA (EXISTTNG ELEM�IT) « «� -�ass�=c�caaIIxcc===aa��:acx=�acc=-�cc�--�a��aoaa=��cc�===aamaai::��ac�:a��vaa ELEVA'FION DATA: UPSTI2EAM(FEE'£) a 240.00 DOWNSTREAM(F'EET) = 218.00 CFiANNEL LE[+IGTfi THRU SUBAREA(FEET) = 98.00 CHANNEL SLOPE � 0.2245 CHANNEL BASE(FEET) � 0.40 "2" FAC�'OR a 1.250 MANNING' S FAC�'OR = 0. 015 M�IXIMUM DEP7'ii (FEET) � 1. 44 CHANNEL FLOW THRU SiTBAREA(CFS) = 0.30 FLOW VELOCiTY(FEET/SEC) � 7.92 FI�OW DEPT'H(FEET) � 0.17 TRAVEL TIME(MIN.) = D.21 Tc{MIN.) = 6.21 L�C?NGEST FL+OWPATH FROM 230DE 5.10 TO NODE 5.30 n 197.00 FEET. +++:i****,rr*tf**+*******,r«***t***,t,t,r*�r******:+**:*+*++*****s,***v,w*,rx*,r**rr**w FLOW PROCESS FROM NODE 5.30 'r0 NODE 5.30 IS CODE � 81 • ---------------------------------------------------------------------------- »>a>ADDITIOPI OF SUHAI2EP, 3'O l�7AINE,INE P£AK FLOW««< �aaa�aQcaa�acc==-�avvvaz¢��aa¢-=�=__====�vua�nz======----aaee��sszaaax��r�� 100 YEAR RAINFALL INTENS�TY(INCH/HOUR) � 6_417 RL7RAT� DEVELOPMENi' Rl]NOFF COEFFICIENT = .45QD SOIL CF�ASSEFICATION IS njyn S. C. S. CURVE NiiMBER { AA4C I I) = B 7 SUBAREA AREA(ACRES) = 0.23 SUBAREA RL7Ai0FF(CFSj = 0.66 TOTAi� AREA{ACRES) e 0.33 TOTAL RUNOFF(CF$} � 0.96 'i'C iMTN) a 6 . 21 =-n�cn=aaocac��===aca=nzaaaa��aaaa==a---�zaaacvv�ac�a�a===�=a��a�aaaa�acccava END OF 5�'UDY SLJMMARY: T'OTAL AREA {ACF2ES ) = 0. 33 TC {MIN. )� fi. 21 PEAK FLOW RATE(CFS} � 0.96 __�_ �___� 2 O i� 1 A a �------- a 6 s 6 G G s s s a s Q� 3 3-_ __ a____ 3 0� i� II C � �_� �----- a� a a- S S 6 s G s __tG___�3'9QQQGLG�==CCa�__SSQQvaLiCa��--fSC=CSQfAQO�'.-�------Sssis�vsis�Oa END OF RATIONAL ME'I'fIOD AA3ALYSIS . � ********r*t*r***!f*+****a***xw*x*w*w***�****+**#+:f+*t+*t**r:*t*t+++++****++ RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACTCAGE Reierence: SAN, DIEGO COUNTY FiAOD CON'i'ROi, DISTRICT 1985,198f HYDROLOGY MPNUAL fc} Copyright 1982-2003 Advanced Engineering Software (aes} Vez. 1.5A Release Date: O1/a1/2001 License ID I509 Analyeis prepared by: Project Desa.gn Consultants 701 B Street,suite 8ti0 San Diego, CA 92101 619-235-6471 �r*ww*,r,r*t*r.+**+tt+**t+�w** �ESCRIP'I'ION OF STUAY *****:t**,rf+,r*:t+tt�***+*: * Breasi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydro].ogy * * D6 * k*********xx*tew*,tt*t+,rt*.+**r***+*w*w*«*****,r*x�*w,r«****+***,rt**+t:****+,r*e FILE NAT4E: C:\2244\D6.DAT TIME/bATE OF STLFDY: 14:46 06/10/2002 • ---------------------------------------------------------------------------- USER SPECIFiED HYDROLOGY ANB HYDRAUI,IC PiODEL INFORI�EATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO hiANi7AL CRITERIA . II3ER $PECIFIED STOREH EVE�1'I' (YEAR} a 3.00. Oa 6-HOUR DUi2ATEON PRECIPFTATION {zNCF�S) � 2.800 SPECIFIED MINIMiiM PIPE SiZE(INCH) � 18.00 SPECIFIED PERCE�I'I' OF GRADIENTS(DECIMALy TO iJSE FOR FRICTION SLOPE = 0.85 SAN DIEGQ HYDROLOGY MADFUAL "C" -VALUES i3SED FOR RATIOPIAL� METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CO2dSIDEREA *USER-DEFENED STREET-SECTIONS FOR COUPLED PTPEFi,OW AAFD STREE'FFLOW MODEL* HAI,F- CROWN TO BTREET-C1tOSSFAi�L: CLTRB (3U'I"�'ER-GEOI�4ETRIES: MANNING WIQ3'H CROSSk'ALL IN- / OUT-/PARK- HEIGHT WID�'Ii LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT} (�£j (FT) {FT) (nj x�� aaac= --c=v:��a ca��----_=---=an� a�:ac� �_--- ��au�r �IIaea ¢��c�w� 1 30.0 20.0 0.018/O.fl18/0_0�0 O.fi7 2.00 0.0312 0.167 O.fl150 C3LOBAL STREET FLbW-DEPTH CONSTRAINTS: 1. Re�ative F�ow-Depth = 0.04 FEET as {Maximum Allowable Street Flow Depthl -(Top-of-Curb} 2. (Depth}*(velocity) ConBtiraint � 6.0 (F�'*FT/S) *SIZE PIPE WITH A FLOW CAPACITX GRE.n.TER 'THAN OR EQUAi, TO THE UPSTREAM TRIBUTARY PIPE.+ t+*�:*****,rw****«*+***.+:t,r+.t:*.*+.****:++*+�********,rw**,t***.t**++t+,r**e*.s FLOW PROCESS FROM NObE 6.10 TO NODE 6.20 IS CODE n 21 ---------------------------------------------------------------------------- » »>RATIONAL METHOD INITIAI, SUBAREA ANALYSIS « «< a�aa�v�o===--------:zoaa�c�---�------�a==�v:aci=--====_ac�u��asz��aT=��---r RURAL DEVELAPMENT RLFidOFF COEFFICIEN3' _ .4500 SOIL CLASSiFICATI023 I5 "D" S. C. S. C[TRVE NUP'4HER (AMC I I) Q 87 • � INITIAL STJBAREA FLOW-LENG'i'H a 94.40 UPSTRElaM ELEVA'£ION = 292.00 DOWN5TF2EAM ELEVATION = 260.00 ELEVATION DIFFERFNCE = 31.00 iJRBAN SUBAREA OVERLAND TIME OF FLOW(MFNUTES) = 3.538 *CAUTION: SUBAR�A SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EX'rRAPOLATiON OF s10MOGRAPH USED. TIME OF CONCENTRATION ASSUMED AS 5-MII�F[JTES 100 YEAR RAINFALL INTENSFTY(INCH/HOUR} a 5.559 SCTBAREA RUNOFF(CFS) = 0.24 T'OTAL AREA ( ACRES ) � 4. 0 B TO'i'AL RUNOFF ( CFS ) a 0. 2 4 !r!r***#*#*�+t*�k�kt#fA#ar�F+Flrit*it*****#rr**it**tt+*+t**t4it***tiftti***ffif!}**ftf*if PLOW PROCESS FROM 230DE fi.20 TO NODE 6.3Q IS CODE a 51 ---------------------------------------------------------------------------- » » >COMPUTE TRAPEZOIDAL CHANNEL FLOW��st< »»>TRAVELTIME THRU SUBAREA (EXISTFAiG ELF�SENT) ««c a=====aaaa��a=---a��vas�---�c=��=�a��ua:nc==-=�=a=-----a�cex��acare��aaaa3rs ELEVATTON DATA: UPSTREAM(FEET) a 260.4D DOWNST'REAM{FEETj Q 208.00 CHANNEL LENGTH TF�tU SUBAREA(FEET) = 2&1.00 CHANi7EL SLOPE = 4.1992 CHANNEL BASE(FEET) a 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOit = 0.0�5 MAXIMUM DEPTH(FEET) � 7..00 CHANNEL Fi,OW 7'fiRU S[FBAR£A{CFS} = 0.24 FLOW VELOCI'TY{FEET/5EC) a 7_10 FIAW bEPTH(FEET) = O.i6 TRAVEL TIME(MIN.) = 0.61 TC(MZN.) � 6.61 LONGEST FLOWPATH FROM NObE 6.iD TO NODE 6.30 = 355.04 FEET. �,*i*****�,a**wt*++**,r+*t:*f*+f*k*iw****w,ra*�evr***,r****,t***.**+t**+,r*:*.*,r.*s;* FLOW PROCESS FRQM NO�£ 6.30 'E'O NODE 5.30 IS CODE a 81 . ----------------------------------------------------------- »>n�AbI'IITION OF SUHAREA TO MAZNLIPIE PEAK FLOW�c�cc �====vn��aouc�--�:��aacc------r--�-�nnaaa��aR�=�aav�a�==-�c�aaaa:�ca===��c� 100 YEAR RAINFALI, INTEt�S2TY(INCH/HOUR) � 6.1b0 RURAL DEVELC}PMENT' RUNOFF COEFFICIEI3T' _ .4500 502L CLASSIFICATION I5 "D" S.C.S. CURVE NiJMBER (AMC II) � 87 SUBAREA AREA(ACRES) a 1.06 SUBAREA RUNOFF(CFS) = 2.94 TOTAL AREA(ACRES} a 1.14 TOT'AL RUNOFF{CFS) = 3.17 'FC(MIN) n 6_61 c�----aac�aac�=--exv�av�SiR��R�-----�--s-SaCCC'�3�C¢��-----�CC�LSi�>liQSOL ENp QF STUDY SUMMARY: T07'AL AREA(ACRES} � 1.14 TC(MIN.) = 6.51 PEAK FLOW RATE(CFS) = 3.17 ¢ca�vv-===aa�:�c---a�a=�aas��¢¢ccaa��-===a=====a:¢�a:�caaa----=-------3�vcaa FFP---vCG�1�G�C�--�-�-GaLnSACQC��RL----vv==C==Esss�IICi3��-----------Yl�SQQ�A ENA OF RA'TiONAL h4E�'HOD ANALY5I5 • � *****#*f**#f#*#***ffftt*k*!*#ttf�f*�******�#*****************f****!**tw***�* RATIONAL METHOD HYDROLOGY COMPUTER PROGR.AM PACKAGE Reference: SAN DTEGO CdUNTY FLOOD CONTROL DISTRICT 1995,1981 HYDRQLOGY MANUAL {c) Copyright 1982-2001 Advanced Engineering Software {aes) Ver. ]..5A Re�ease T]ate: 01/O1/2001 Licenee ID 1509 Analysis prepared by: Project F?esign Consultants 701 B 5treet,Suite 8D0 San Diego, CA 92101 619-235-6471 **,r,r****►**f:*tt,r****:�**+ �ESCRIPTION OF STUDY *t�**,r*x*****w,r,r**,r*�er**** * Bressi Rdnch - 2244 . * * 100-Yr 6-Hr Browditch Hydrology * * D7 ; t*****��.***x*v�****r��***++#*s********:+***.**:t+*f�.*+*�.************�****** FIE�E NAME: C:�2244\D7.DAT TIME/DATE QF STUDY: 14:48 46/10/2002 ---------------------------------------------------------------------------- USER SP£CIFIED HYDROLOGX AND HYARAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1965 5AN DIEGO MANUAL CRITERIA • USER SPECiFTED STORM EVEFVT{yEAR) = 100.40 6-HOUR DURATION PRECIPITATION (INCHES) a 2.800 SPECIFIED MINIMUM PIPE SIZE{zNCH) = 18.00 SPECIFIED PERCENT OF GRADEEPIT$(DECTMAT�) TO USE FOR Fi2ICTION SLAPE = 0.85 SAN AIEGO H}CDROLOGY [�iANEJAL "C" -VALUES i7SED FOR RATIONAI, METHOD N4'I'E: ONLX PEAK CONFLtTENCE VALUES CONSIDERED *USER-DEFII3ED STREET-SECTIONS FOR COUPLBD PIPEk'LOW AND STREETFLOW MODEL* unr,F- CROWN TO STREET-CROSSFALL: CURB GLT'f'fER-GEOt+1ETRIES: MANNING WIDT'H CR05SFALL IN- / OUT-/PARK- HETGH'T WID'i'H i,IP HYKE FACTOR NO. (FT} (FT} SIDE / SIDE/ WAY (FT} (FT) (FT? (FT} {n} oaa �___= c��=-��aa accz�:�oa��c�� ua=a�� _�_�� av��a acac= ==��aa� 1 30.0 20.0 0.6iB/0.018/0.020 6_67 2.00 0.0312 0.167 O.D150 GLOBAL STREET FLAW-DEPTH CONS'i'RAII3T'S : 1. ReJ.ative Flow-17epth = 0.00 FEET as {Maximum Allowable Street Flow Depth) - ITap-of-Curb) 2. {flepth)*{Velocity) Constraint = 6.4 (FT*F'T/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER 3'HAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *******+***a***,r**«tr***,t*+r*tt***t,t*t*:*++*++**+***t;w*+*�.**:**********,rwx*,r* FLOW PROCESS FRQM 230DE 7.i0 T4 NODE 7.20 I5 CODE = 21 »»>RATIQ2iAL METHOb INITIAL SUBAREA ANALYSIS«�« ccasca==�=c=�=-----��a�cr-�snmeeaaaa�aoc�awII3co==aa��==�v:�aoc�¢=�======ca RURAL DEVELOPME2dT RUNOFF COEFFICIENT = .4500 SOIi, CLASSIFICATION IS "D" S.C.S. CLTRVE NiTMBER (AMC II) = 87 • � INITIAL 3LTBAREA PLOW-LENGTH � fi9.60 UPSTREAM ELEVATION = 273.00 DOWNSTREAM ET��VATION a 250.00 ELEVATION DIFFERENCE a 23.00 LTRBAN SITBAREA OVERLAND TIME OF FLOW (MINU�!'ES) � 3. 020 iCAUT20N: SUBAREA ST�OPE EXCEEDS CQUNTY NOMOGRAFH DEFINITION. E7CTRAPOLATiON OF NOMOGRAPH iJSED. TIME OF CONCENZ'RATION ASSUMED A5 6-MIPIUTES 100 YEAR RAINFA3�L INTENSITY(INCH/HOUR) � 6.559 SUBAREA Ri7NOFF (CFS] = 0. 12 TOTAL Ai2EA(ACREB} = 0.04 TOTAL RUNOFF(CFS) = 0.12 «****w,t**rr**+t****+t�***********x***,r*,r,rw**w*,r*v,tex*,t*,t*******«**,t**trr�**,t,t�r** FLOW PR�CESS FROM NODE 7.20 TO NODE 7.30 IS Cp1JE �$1 ---------------------------------------------------------------------------- » » >CQMPUTE TRAPEZOIDAL CHANNEL FLOWcc<c< »»>TRAVELTiME TFi22U SUBAREA (EXISTING ELEMEN'P) �«�� zaa�c=a�===naaas==-��aa:��amaaaaacoscc�c=====______=�=��a�aa�o�vaaacccaaa��a ELEVATION DAT'A: UPSTREAM(FEET) a 250.00 AOWNSTREAM{FEET) a 2D8.00 CIiAI�TNEL LENGTH THItLi Sl]�AREA ( FEET ) � J.5 8. 0 0 CHANNEL SLOPE � 0. 2 6 5 8 CHANNEL BASE(FEET) � 0.00 "Z" FACTQR = 2.250 MANNINC3'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) � 1.00 CHANNEL FLOW 'I'HRU SUBAREA(CFS) � 0.�2 �'LOW VELOCITY{gEET/SEC) = 6.65 FF,OW DEPTH(FEE'F) a 0.12 TRAVEL TIME(MIN.) � 6.4fl TC{�II3.) = b.4U LONC3ES'T FEAWPATfi FROhS NODE 7. k 0 Tq IdODE 7. 3 0 = 2 2 7. 0 0 FEET . +*+t++**�**w�r**,t,t*�*tt**+*r*t*tifft+t*+**t�*t+k�i+.*t***,�w*,r***ww,tw**wrw,t**,t*,t FLOW PROCESS FRbM NODE 7.30 TO NODE 7.30 IS COAE a B1 • ---------------------------------------------------------------------------- »»�ADDTTION OF SUBAREA 'i'O MAYNLINE PEAK FLAWc<a« aaaa==----a�e�a�====_==��a�:��cc��oaaaaa=cv-c--------eamaa��aaoaa�aa¢aacaaac 100 YEAR RAINFALL INTEidSITX{TNCH/HOUR� = 6.294 RUR.AL� DEVELOPMEN�' RUNOFF COEFFICIE31'I' s.4500 50IL CLASSIFICATIbN TS "D" S.C.S. CLTRVE 3dUMBER (AMC IF) = 87 SUBAREA AREA{ACRES) = 0.45 SUBAREA RITNOFF(CFS) = 1.27 TOTAL AREA(ACRES) � 4.49 TOTAL� RUDIOFF(CFS} = 1.39 TC(MIN) = 6.80 a�acoa��c=====�aaacca�==--��c�sc��aaaa��a�acaccc��c=====a=��naaa�naaaa��a�a END QF STUDY SUMi+fARY : TOTATJ AREA(ACRES} a 0.49 TC{MI�I. ) a 6.40 PEAK FLOW RATE(CFS} _ �.39 �v�o�cvac��--=:aaaac¢c=�----------ex�aex�ccamcc-n:��uacc��==�__��=====c�aa aacccca¢c�=====��caacca=�_-ca�aaaaeaa��ccaa��¢ac¢ccccTr===�aa=ac�aaaa��raa� END OF RATIONAL hEETHOD ArIALYSIS . �• ***********w*******####t**#*t*tii***#******i**w**R******##********#**i*****f RATIONAL METHOD HYbROLOGY COMPUTER PROGR.AT7 PACKAGE Reference: SAi� DIEGO COUNTY FLOOQ CONi'ROL DISTRICT 19$5,198}. HYDROLOGY MANi7AL (c} Copyright 1982-2001 Advanced Engineering SofLware (aee} Ver. 1.5A Release Date: O1/O1/28D1 License ID 1509 Analysie prepared by: Project Design Consultants 701 B 5treet,Suite 804 5an Diego, CA 92101 619-235-6471 :*****t�*++.***v�tcw***r.*f**: bESCRIPTION OF 5T[TDY *a*tvr*r**+r*t+t**++**�r*,et**s * Bresai Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology � * D8 * t***+t:*tt***+*�*vr+***,r***tr*****r,rt+**:.*t.*+**f+*r�***w,rw�rxx******w�**,t** FIiE NA�fE: C:\2244�D9.DAT �It+]E/DATE OF STLTDY: 14:50 06/10/2002 ---------------------------------------------------------------------------- USER SPECTFIED HYDROLOGY AND HYDRAUL�C �IODEL I2dF'OitMATION: ---------------------------------------------------------------------------- 1985 5AN DIEGO MANUAL CRITERIA � USER SPECIFIEA BTORM EVENFIYEAR} = 104.00 6-HOLTR DURATION PRECIPdTATI0I3 {INCHES) � 2.800 SPECIFIED MINiMUhi PIPE SIZE(II3CH) = 18.00 SPECIFiED PERCENT OF G32ADIENTB(DECIMAT�1 TO iTSE FOR FRICTION SLOPE a a.85 SAN DIEGO HYDROLOGY MANTJAL "C"-VALUES USE❑ FOR RATIONAL ME�'HOD PIOTE: ONLY PEAK CaNFLUEI+7CE VALUES CQNSIDERED *USER-DEFINED STREET'-SECTIONS FOR COUPLED PIPEFLOW AN17 STREETFi,OW MODEL* HALF- CROWN TO STREET-CROSSFAI,L: CURB GUTTE32-GEOMETRIES: MANNIPIG WIDTH C120SSFAI,L IN- / Oi]T-/PARK- HEIGH'i' WIDTH LIP HIKE FACTOR NO. (FT) (FT} SIDE / STbE/ WAY (FT) {FT) (FT) {FT) {nj _-c a�auc =====a:a¢ a=--===ana:aas=ac c�q=== s�a�c oa=ccc v==-_ cv�:��a 1 30.0 20.0 0.018/D.018/0.02D O.fi7 2.06 0.0312 D.167 0.0150 GLpBAL STREET FLQW-DEPTH CONSTRAIN"I'S: 1. Relative Flow-pepth = 0.00 FEET ae (Maximum Al].owable Street Flow Depth) -(Top-of-Curb) 2. {Depth?t{Ve3ocity} Conetraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQU� TO THE UPSTREAM TRIBETTARY PIPE.* *vr*ws***+:*+*:e++i****a*w**w*********t+*+*****f**:++3***+.*****,r*,r****r++w+rrt FL4W P120CES5 FROM NODE B.10 TO NODE 6.20 IS CODE = 21 ---------------------------------------------------------------------------- >n »aRATIONAL METHOD INITIAL SUBAREA ANALYSiS « «� =-c�aaysaacac===�accaaco=aac=a==_=ex�oaaIIacoassc====accv�aaaoaa==---nvraa��: RURAi, DEVELOPMENT RUNOFF CQEFFiCIENT � .4500 SOIL CLASSIFICATIOFd 25 "D" 5. C. 5. CURVE i1[JMBER {p�C Y I) = 8 7 • • INITIAL SL7BAREA FLOW-LENGT'H = 1D9.00 UPS'I'REAM ELEVATION = 273.OD DOWNSTR�AM ELEVATION = 250.00 ELEVATION DIFFERENCE = 23.00 URBAN SUBAREA QVERi�AND TIME OF Fi,OW{MIi�UTES) � 4.421 *CAUTION: BLFBAREA SLOPE EXCEEDS COUNTY NOI'40GRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USEi). TII'� OF CONCENTRATION ASSUMED AS 6-MIidiJ'I'ES 10D YEA.R RAIAJFALL INTENSITY(INCH/HOUR) � 6.559 SiFBAREA RUNOPF(CF5) = 0.18 TOTAI, AREA{ACRES) = 6.Ofi TOT}1L RiJr10FF�CFS) = 0.18 i*�r*#*+4*tt*f f *�rik**Yr*YrYr�r***it***}****#*f+t*+k+t*y'f te*f fit***ik***ir**VF�/rYriFVFikie***i�*VF FLOW PROCESS FROM NODE 8.20 TO �iODE 8.30 IS CODE � 51 -------------------------___-----------------------------_--_----------------- » » >COMPUT� TRAPEZOIDAL CHANNEL FLOW«ccc a»5>TRAVELTIME THRiT SUBAREA (EXIS'FING ELENSENT) a«« acc�aac�-ac---a�ee�cu====a=====aacnxac�amcca----ac--aa�:aa====�_______�____�_ ELEVATI02d DATA: i3PSTREAM(FEET) 0 25D.00 DOWNSTREAM(FEET) � 218_4a CiiANNEL LENGTH THRl3 SUBAREA(F'EET} � 27i.04 CHANNEI, BLpPE = 0.1�81 CHANDFEL BASE (FEET) = 0. DO "Z" FACT'OR = 1. 250 MANNING' S FACTOR = 0. d15 I�iAXIl�fUM DEPTH (FEET) = 1. 00 CHANNEL FLOW 'i'EiRLi SUBAREA ( CFS )= 0. 1 B FI,OW VELOCITY (FEET/SBC) a 5. 33 FF,OW DEPTH (FEET) = 0. 16 TRAIIEL TIME (MIN. ) = 0 . 85 TC (MIPI . ) = 6 . 85 LONGES'i' FLOWPATH FROM N017E 8.10 TO NODE 8.30 a 380.00 FEET. ****,r*,r**t*rr+t**a**+**fw�r******w***w,r***w,t**��a**+f,r*t:+t****,r�.t******k**** Fi,OW PROCESS FROM NODE 8.30 TO NODE 9.30 IS CODE = 81 • ---------------------------------------------------------------------------- >7»>ADDITION OF SUBI�LRE.P. TO MAINLINE PEAK FLOW««< sscc:a===a===�aacno=----��--c-�vavaa¢=c�coo�===�acxnaaaasv=-=v==�=saeramavzaa 104 YEAR RAINFALL TNTENSITY(INCH/HOUR) = 6.Q23 RiFRAL AEVEL�OPMENT RUNOFF COEFFICIENT a.4500 501L CLASSI�'iCATION I5 "D" 8.C.5. CURVE NUMBER (AMC II) a$7 SUBAREA AREA(ACRES) a 0.57 SUBAREA RUNOFF(CFS} � 1.54 TOTAi� AREA(ACRE3} = 0.63 TOTAI� iZUNOFF(CFS) = 1.72 TC(MIN) � 6.85 ��ea�a=c==c=---anaaacca�t��----�a-�saaa��ar�=----5c=a��rac=��----===aa�=�a ESTD OF STiTDY SUh4MARY : TQTRi AREA(ACRES} = 0.63 TC(MIN.) = 6.85 PEAK FLOW RATE{CFS) = 1.72 acnacn�:aca==---ca�aaz��ac�sa=====_===��ace::caaoo---n�csva�ccaaQc=�===______ c�aaa�sa-=�aa=-�aaa�__ccc�c�---��aacva:��:c-=c-----a��sT=�cRv�v-v=-===�aa END OF RATIONAL MET'HOD ANAL,X3IS • . t+***t***+*:**t+w*t*+*�*******w*****w�ww**x**********t***t*t******�wwr****�* RATIONAi, METHOD HYDROLOGY COh4PUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FI�OOD CONTROL D25TRICT 1985,1961 SYDROLOQY MANUAi, (c) Capyright 1982-2001 Aavanced Engineering 5oftware {aes) Ver. 1.SA Release Date: O1/O1/2001 License ID 1549 Analysie prepared by: Project Design Consultiants 701 B SLreet,Suite 80D san Di.ego, CA sziol 619-235-6471 ***r**fs#*+t*,rt+*,r*:+*+*** DESCRIPTION OF STUDY ***"'**************rw,r***,r,r * Bressi Ranch - 2244 * � 1D0-Yr 6-Iir Browditch Hyclrolagy * + �g * ****ax�***,r**t**,r+ti+*t+**t++***t**,r***ff*t+tf**+a�**+*******w,r**wxw,t*****,r FILE NAME: C:\2244\D9.DAT 'iII�/DATE OF S'I'LfDY: 14:52 05/10/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY ANA iil'I]RAiJL�3C MOl?EL IidFORMATION: 1985 SAPF AIEGO I�4ANUAL CRITERIA . USE12 SP�CIFIED STORM EVENT(YEAR) = 100.00 6-HOU32 DURATION PRECIPETATiON {INCHES) a 2.8p0 SPECIFIED MINIFfUM PIPE BIZE {�I�iCH} � 19 . 00 SPECIFIED PERCENT OF GRADIENTS(DECTMAI�) TO USE FOR FRIC3'ION SLOPE = 0.85 5AN DIEGO HYDROT,OGY MANiJAL "C"-VALUES USED FOR RATIQNAL METHOD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED *USER-DEF�NED 5'�'REET-SECTIOhFS FOR COUPLED PIPEFLOW AND $TREETFLOW MODEL� xnT,F- CROWN TO STREET-CROSSFALL: CURB GUT'T'ER-GEOPSETREES: MANfIING WIDTH CROSSFAI.L ZN- / OUT-/PARK- li�TGHT WID'i'H LIP HIKE FACTQR NO. (F"T} (F'Tj SIDE / SIDE/ WAY (FT) (FTj {}�'} (F'P) (n) �cc ��caa ----��cv� ��ascoaa:a�aaa¢¢�� .ars�=== __ -a�a:� vn:z� �cc=--- 1 30.0 20.0 0.418/0.018/O.D20 D.67 2.00 0.0312 0.167 0.0150 GLOSAL STREET F7AW-DEPTH CON$'i'i2ATN"TS: l. Relative Flow-Depth = 0.00 FEET as {Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. (bepth)*(Velocity) Constraint = 5.0 (FT*FT/5j *SIZE PIPE WI'i'H A FLOW CAPACIT'Y GREATER THAN OR EQUAL TO 'i'HE UPSTREAM TRIBUTARY PIPE.* **}*#i********ir*yr**itYr*******#itit************##*3+tt4tiFt*ttt****f*!*****Vryk*�k�F* Fi,OW PROCE55 FROM NODE 9.10 TO NODE 9.20 IS CODE = 2� »»>RATIONAL I+fETHOI� iN2TIAT� SiTBAREA ANALYSISc«« a:��::c�caaa---�v==cn�accna3��c-�aaacoaa��aaav===��______====�aavvaaaaaac=-- RiJRAL AEVELOPt+]ENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CUF2VE NUMBER (AMC II) = 87 � • INITIAL SUBAREA FLOW-LENGTH = 217.OD IIPSTREAM ELEVATION = 335.00 DOWI3STREAM ELEVATION = 276.OD ELEVATION DIFFER£NCE = 59.00 [T72BAN SUBA3tEA OVERLAND 3'EME OF FLOW (MINLiTES} - 5, 732 �CAUTION: SUBAREA SLOPE £XCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAP07�ATION OF NOMOGRAPH USED. TxME OF CONCENTRATION A55UMED AS 6-hfiNUTES 100 YEAR RAINFALL INTENSITY(INCfi/HOUR) = b.559 S[,TBAREA R[JNOFF (CFS) a 0. 18 TOTAL AREA(ACRES) = 0.06 'FOTAL RUNOFF(CFS} � 6.18 if**ff*}�r�r�lr�lr**YrieYr**Yr*itir#**#**RA1�***iF***#t*tt*#*ftt�k*�kt�t�k*!*ttfr:!}f fy;;y�*4t1� FIAW PROCESS FROM NODE 9.20 TO NODE 9.30 IS CODE a 51 ---------------------------------------------------------------------------- »»>COhSPL7TE TRAPEZOIDAL CHANNEL FLOW««� »»>'T'RAVELTIME T'HRU SLTSAREA {EXISTiNG ELEMENT) �a«¢ =vcn��cc�aaa��ccR-=-��---�-a��=�aaaamv�auccccc=-=------rzcas�aesta�ava�==-=� ELEVATION DATA: UPSTREP.M(FEET) = 275.00 DOWi�ISTREAM(FEET) = 270.00 CHANNEL LENG'i'H THRU SUBAI2EA(FEET) =. 1d7.00 CHANNEL SLOPE = 0.0561 CIiANNEi, $ASE (FEET) = 0. 00 "Z" FACTdR = 1. 250 MANNING'S FACTOR = 0.015 MAXIMUM DEPTH(FEET) = 1.00 CHANNEi, FLOW THRiI SUSAREA ( CF5 )_ ' 0. 18 FLOW VEIACITY(FEET/SEC) � 4.10 Fi,OW DEPT'H{FEET) n 0.19. TR.AVEL TIME (MIi�i_ ?� 0.44 Tc {�IN. )= 6.44 LONGEST FLOWPATH FROM NODE 9.1d TO NODE 9.30 = 324_00 FEET. t++***+*.:*****+*tt**++****t***,r**a*«*,rw****wr,rvr***t*r.f.r.**++r:*+**:**ft**+*r FL,OW PROCESS FROM NODE 9.30 'i'O NOF?E 9.30 iS CODE = 81 • ----------------------------------------------------------------- »»>ALtDITION OF ST7BAREA TO MATNT,INE PEAK FLOWc«« na�aecca:co�occ----------��sc�namaoovaasgcc��Rw��===a======vae�cnaaaccoaaaac� lOD YEAR RAINFALL IN'TENSITY{INCH/HOUR) � 6.269 RURP.L DEVELOPMENT RUNOFF COEFFICiENT = .45D0 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (AMC II) a 87 SUSAREA AREA(ACRES} � 0.25 SUBAREA RUNOFF(CF5} = 0.71 TOTAF, AREA { ACRES )= 0. 31 TOTAE, RL3NOFF ( CF5 )= 0. B 8 'TC{MTN) s b.44 amavnr��scacooc�====_^�====a�=====��aa��asm:acai��c-=Q----�es�=�sca:aaesnuc� END OF STUDY SUMI�4ARY : �`OTAL AREA{ACRES} - 0.32 TC{MIN.) = 6.44 PEAIC FL4W 12A'3`E{CFS) - 0.88 ==_v_====z:vaaean�T�ao¢�==�c��ac---�------c=�ec�¢�aacaoas=----a===_nanc=-=aa =ccnrsc==�:aoaao¢T===cc�====__�====�naa��za�aaa��oca3c�oc-----�---ruaaas¢s:�c END OF RATIONAL METHOD ANALYSIS . � ***ww******a**ww******�****t***:ff++tttf**+tf**++*tt**tt+**tet*++tfett****r* RATIONAL METHOD IiYi?ROLOGY COMPUTEFt PRQC3RAM PACKAGE Reference: SA23 DIEGO COUNTX FI,OOA CONTROL DTSTRICT 19 B 5, 19 91 HYpROIAGY MA�NIJAL {c) Copyright 1982-2401 Advanced Engi.neeri.ng Software (aes) Ver. 1.5A Release Aate: O1/D]./20D1 License ID I509 Analyei.s prepared by: Project Design Conaultante 741 B Street,Suite SOQ San Diego, CA 92101 619-235-547� f*rtf*t+***+**�t*w*w�**t**yr DE$CRIPTTON OF STUDY *+*+t**:******f**,r**t�r�r:*t * Bressi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D1Q " i.r.*+*+t+*,r***tft+*�***ws,***w,r,rx**xw,t,t****w,t****,t,t***,r*r*r.+***+*,t**r*w***,r• FILFs 3�IAME: C:\2244\D10.DAT �'IME/DATE OF S�JDY: 14:55 05/10/2D02 ---------------------------------------------------------------------------- USER SPECTFiED HYDROLOGY AND HYDRALFLIC MODEL INFORMATIOI3: • ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAI� CRITERIA ' � USER SPECIFIED S3'ORM EVEI3T (YEA�2) = 100 . a0 6-HO[FR DLTRA'A'zON PRLCIPETATION {II3CiiES) a 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) � �8.00 SPECIF�ED PERCEN'F OF GRADIENTS{DECIMAI.) TO LTSE FOR FRICTION SLOPE a 0.85 5AN DIEGO HYDROLOGY MAKf3AL "C"-VALUE$ USED FOFt RATIpNAL METHOD NOTE: ONLY PEAK CO�IFLUENCE VALUES CONSIDERED *USER-DEFINED S�'REE3'-SEC'I'iONS FOR COUPi,ED PIPEFLOW AtdD STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUT'TER-GEOMETRIES: MANNING WIDTH CR05SFALL IN- / OUT-/PARK- HEIC3HT WIDTH LIP HIKE FAC'I'OR NO. {FT) (F'F? SIDE / SIAE/ WAY (F"T} (FT) (FT) (F'T) (na vaa a�anra c�==acvaa aaao��a�aaoc r aacxa- a�=-- -�-cn= =ccaa =u��vaa 1 30.0 20.0 0.018/0.018/O.D20 D.b7 2.00 0.0312 4.167 0.0150 fi,LC3BAi, STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth Q 0.00 FEET as (Maximum AllawabZe Street F].ow Depth) -(�'op-of-Curb) 2. (Depth}*(velocityl Canstraint = 6.0 {�+�/S1 *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR E4UP3� TO THE UPSTREAM TRIBUTARY PIP£.� t****r**:f**t*ft***t+*tf**t+*********************vc*v.****w,r**sr**,t***r,t*****,r,t FT,CIW PROCESS FROM NODE 10.10 TO NODE 10.2D IS CODE = 21 a»»RATIONAL METHOD INITIAL SUSAREA ANALYSISc�c�c �n�aaaar�ac��e�===�aa-==caaaseveavaaa:evcaoa��oaa==ccc===-=-_---��c=c�==ss�v- RURAL DEVELOPMENT RUNOFF COEFFICIETIT = .4500 SOIL CLASSIFICATION I$ "D" S.C.S. CCTRVE NUMBER (AMC II) = 87 • . zr�zmxaL suB�z�. FLow-U�c� = 3��.ao UPSTI2EA�7 ELEVAT�ON = 380.Op AOWNSTi2EAM ELEVATION = 276.00 ELEVATION DIFFERENCE = 104.p0 URBAN SUSAREA 01TERLAND TIh4E OF FLOW{MINUTES) � 7.519 *CAU'TION: SUBAREA Si,QPE EXCEEDS COUNTY NQMOGRAPH AEFINTTION. EXTRAPOLATION OF NOMOGRAPH USBD. 100 XEAR RAFNFALL INTEI3SITY{ZNCH/HOUR) = 5.670 SUBAREA RUNOFF(CFS} = 0.33 TOTA.�. AREA(ACRES) = 0.13 TOTAL RUNO�'F(CFS} a 0.33 t+****.ft*+*:,t**v�x*,r«*t*++***t+**r**f*****�*+********,r**w,r,t,tvr******,t+,rr:,t�++ FLOW PROCESS FROM NODE 30.20 TO AIODE 10.36 IS COAE � 5k 7»»COMPU'i'E TRP.PEZOIDAL CHANNEI, FLOW�c<cc »»aTRAVELTTME THRU SUSAREA (EXIS'FI2�IG ELEMENT} t�<c< eaaa�aava-x-veseaa�o=v=�m�aaa��a�oaam=----a-cna�c��:uaca�==aaaaaa��aanc�va� Ei,EVATION DATA: UPSTREAM(FEET} a 276.00 DOW3dSfiREAM(FEET} � 263.00 CHANNEL LENGTH TiHRU Si7BAREA(FEET) � �135.00 CHP.�INEL SLOFE = 0.0963 CHANNEL BASE(FEET} = 0.00 "Z" FACTOR = ]..250 !�lP.N3�IING' S FAC'TOR � 0. 015 MP.XIMUM DEPTH (FEE3') = 1. 40 CHAi�INEL FI,OW THRU SUBAREA ( CFS ) a 0. 3 3 FLOW VEi,OCITY(FEET/SEC) � 5.97 Fi�OW DEPTH{FEET) = 0.21 TRAVEL TIME(MIN.) � 0.38 TC(MIN.} n 7.90 LQNGEST FLOWPATfi F'ROM NODE 10.10 TO NODE 10.3R = 512.D0 FEET. *ww*,t**,r*•**frt*f**+********�ew,r,t,t**,t***+t**t**,r**ws**f*s�***,r«*x,�**,t,tvrw*tr*,t�,r FI,OW PRbCESS FROM NODE 3D.30 T� NODE 1D.30 IS CODE = 81 ---------------------------------------------------------------- _ _ � >n»>ADDITION OF Si7BAREA Tp MAINLINE PEAK FI�OW«<c< aaa¢auaca===�ava:ac=ac==-��G�ceaaa�a3�==�c====amv::mcas�====r5rss��a�c�sc�ao 100 YEAR RATNF'ALL INTENSITY(INCH/HOUR) a 5.494 RURAL DEVELOPMENT RUNOFF COEFFICIENT �.4500 SOIL CT,ASSIFICATION IS "D" B.C.S. CURVE NUMBER (A6SC II) = 87 SUBAREA AREA{ACRES) a 0.60 SUBAREA RLT�IOFF{CFS) � 1.48 TOTAL AREA{ACRES} = 0.73 TOTAL RUNOFF(Ck'S) = 1.82 TC (MIN) = 7 . 9D s� ¢�C��C---i260�Q��.��===a66C�LaaRCC-�-�C--�1313Q0l�C��GT====aaGGQ�naaCC�C�aC E�]D OF STCTDY SUNII+lARY: . TOTAL AREA(AC3�E8} = 0.73 TC(MIN.} - 7.9p PEAK FLOW RATE(CF5) = 1.82 a===aac��aa�c=----aa:�Qauau�cso===aacaa�aaa�oa====--cnuc��=u=o�===aaa�=cnaae c�az==-----ceivaaa�===t=====��aaaaacc====a==-�c�aaaua�u�c==aavvccsoaava=-=va END OF 1ZATIONAL ME?'HOD ANALXSIS . • a*******A***#t#t**f*t*t***f+w:*t++*****:*****�**rw***�w**wt**w***x***t*t**** RATIONAI, ME'THOD HYDROLOGY COMPUTER PROGRAt4 PACKAGE Reference: 8AN DTE(30 COtTNTY FLOOD CONTROL DISTRICT 19 B 5, 19 81 HYDi20LOGY MADIUAL (c? Copyright 1982-2001 Advanced Engineering Software (aes) Ver. 1.5A Release 17ate: O1/O1/200Z License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,5uite 800 San Diego, CA 921D7. 619-235-6471 **a**w+.x*w***w**+t�*t,r**,r+ DESCR?PTTON OF STCTDY *i*****'*w*w,r***,t**rr*,t,r**x* * Breasi RanCh - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D11 * *tt*++++f**�ts�,t**,rx�tw,rirt*,r*t*riryt:a+t*f*t+,rr**t*tr*:tt+:***i.,t*,t*,t,t,t*at,t***,t*** FILE NAME: C:\2244\D11.DAT TIME/AATE bF STiT!?Y: 15:39 D6/10/20Q2 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAUi,IC MODEL INFO1tMATION: ---------------------------------------------------------------------------- 1985 5AN DIEGO h4ANTJAI� CRITERIA • USER SPECZFFED STORM EVENT(YEAR) a 100.04 6-HOUR Di7RA'FION PRECIPITATION (YAiCHES) a 2.804 SPECIFIED �7IIdIMUM PIPE SiZE (INCFI) = 18 . QO SPECIFiED PERCENT OF GRAAIENTS{DECIMAI,) TO USE FOR FRIC£ION SLOPE = 0.85 SAN DIEGO HYDRQLOGX MAN�JAL "C"-VAiiIES USED FOR RATIONAI, ME'i'HOD NOTE: ONLY PEAK CONFLUENCE VALUES CO3JSIDERED *i7SEd2-DEFINED S'i'REE�'-SECfiIONS FOR COUPLED PIPEFLOS^1 AND STREETFLOW MODEL* HAI,F- CROWN TO 5T'REET-CROSSFALL: CUR9 C3UT'PER-G�OMETRIES: hSANNING WIDTH CR05SFALL IN- / OLTI'-/PARK- HEIGHT WI17'TH LIF HIICE FACTOR NO. (FT) (FT) SIDE / STDE/ WAY {FT') (FT) (FT) (F'F) (n) _^^ =a==n aa:aaav== ====acn==anasaaem oa:��a oo--- -===�v aaraa a:a¢vaa z 30.o zo.o o.aza/o.oia/o.o2a o.s� z.00 a.os�z o.a67 0.0�50 GL4BAL STREET F�,OW-DEPTH CONSTRAINTS: 1. Relative Flow-pepth = 0.00 FEE'T as (Maximum A�lowable Street Flow Depth) -(Top-of-Curb} 2. {p�pth)*{Velocity) Canetraint a 6.0 (FT*FT/5) �S�ZE PIPE WYTH A FLOW CAPACITY GREATER THAN OR EQUAL 3'O THE UPSTREAM TRIBiTTARY PIPE.* ***+++**r.**ff*t**:*****,r,r*ww***tx**«w*,tt,t*t**+t+*f+tf*+**r*+t:*+,t*t:******* FLOW PROC£55 FROM NODE 11.10 TO AiODE 11.20 IS CdDE � 21 »»>RATIODiAi, METHOD INITIATI 3UBAREA Ai�TALYSISc«« caaz�a��-cvavzcaxaaaxc---c=a----c----aaa¢nxaa::�cs��=c=====_===��aasamaa� RLiRAL DEVEi,OPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICA'TTON 25 "D" S.C.S. CURVE NUMBER {�C II) a 87 - • � INITIAL SUBAREA FLOW-LENGTH a 423.00 UPSTREAM ELEVATION a 400.OD DOWi1$'TREAM ELEVATION = 278.00 Ei,EVATION DIFFERENCE = 122.00 URBAN SETBAREA OVERLAND TI['4E OF FLOW (MINUTES) = 7.848 *CAU'T'ION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH . 17EFINI3'I023. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALE, I2�FTENSI�'Y(INCH/HOUR) = 5.516 $[7HAREA RUNOFF (CF5) = 0.62 TOTAI, AREA{ACRES) a 0.25 TOTAL RLTNOFF(CFS) = 0.62 t****rti�f*++*****,r**t,r********t**wt*,r****�t**+t**#*,r*a******,r+*.***+s***#** FL�ClW PROCESS FROM NOAE 11.20 TO NOAE 1]..30 IS CODE = 51 ---------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAi, CHANNEL FLOWc�<cc » » >TRAVELTTME THRU SUBAREA (EXISTING ELEMENT)� «�< vacc�3cc=-�aa�a��aca�========�a��=�amv�aavc��az�aaea��aa�¢asaQaa�c��va:� ELEVATi013 DATA: UPSTREAM(FEET) � 278_00 AOWNSTREAM(FEET} - 263.00 CHP.NNEL LENGTH TFiRU SUBAREA(FEET) = 296.00 CHANNEL SLOPE � 0.0507 CHANNEL SASE(FEET) = O.DO "Z" �'ACTOR n 1.250 MANNING' S PACi'OR � 0. 015 MAXIMU�! DEPT'H { FEET) � 1. D 0 CHAPINEL FLOW THRU SUBAREA(CFS} - 0.62 FLOW V�LOCITY(FEET/5EC) = 5.43 FLOW DEPTH(F�ET) = 0_30 TRAVEL TIME(MIN.) � D.91 TC{MIN.) a 8.76 LONGE'ST FL(}WPATH FRQM NODE 11 . 10 Tb NO17h' 11 . 3 0 s 719 . D 0 FEET . trr*****tr,t**ffft+.:ftt***+*,t*+******�ra*********s,****a*v„t*x*,t***,t,t*****,twx **x* FLpW PROCESS F'ROM NODE 11.30 TO NODE 11.30 I5 CODE a 81 ------------------------------------------------------------------- --- - � »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLQW«c« :�zacaaaaa��===a=cca:�vaaco=a=�==v=-acac----�---___=v_=ac�=amaaa�cc�aaaa�a� 100 YEAR RAI3JF'ALL iN'TENSITY(FNCH/iiOURj n 5.140 RURAL DEV�LOPMENT RUNOFF COEFFICIENT e.4500 SOI� CLASSFF'TCATION IS "D" S.C.S. CURVE NCIMBER (AMC I11 = B7 . SUBAREA AREA(ACRES) = 1.20 SLTBARFA RUAiOFF(CFS) = 2.7B TOTAL AREA{ACRES) a 1.45 TOTAL FtUNOFF(CFS) e 3.40 TC(MIN) a 8.76 �a�maa��c========�aaaaaIIoaauu��zaRau===ct�=�=��_____====�n�===��cv=a::ccx�a� END pF S'I'UDY SUMMARY : . TOTAL AREA(ACRES) � 1.h5 TC(MIN.) � 8.76 PEAK FLOW RATE{CFS) = 3.40 �=--=a�v=c=:�n�c==aca---nvc=crnaancavemass�aavaaaaa��a��cxaaoc�=��ca=�=�T��=== �a:csa�aa=====_==��a�as�aa�awp�uc�==�oa�=��.:��--------c=��==aacn=��acevaaa� END OF RATIONAL METHOD ANALYSIS • � *r**tt**!***+*Af**t**t**t*********t**:*++*t**f+**+*:**t***f**:***;t*+*!*:*tr RATIONAL METHOD HYDROi,OGY COMPU'I'ER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL {c) Copyright 1982-2001 Advanced Engineering Software (aes} Ver. 1.5A ReZease Date: OZ/O1/2001 License ID 1509 Analysis prepared by: Project Aesign Consultants 701 B Street,Suite 800 San I]iego, CA 92101 619-235-6471 **,r***r**w*f**t***a**,r**t+t DESCRIPTION OF $TT3DY *+t+r**:*tt****r**+*tf***tr: * Bresai Ranch - 2244 * * 100-Yr 6-Hr Srowditch Sydrology *' * D12 * *,t*rrt#*r,r**ft*,r*:*ft+******•********,r******,r*x***w,t**«#rr**tt+*#tt�*+*+tt** F'ILE I3AME: C:\2244\D12.DAT TIME/DATE OF STUDY: 15:01 06/lfl/20D2 ---------------------------------------------------------------------------- USER SPEC�FIED HYbROLOGY AND HYDRAULIC MODEL iNFORMATION: 1985 SAN bIEGO MAN7JAL CRI'i'ERIA . i7SER SPECIFIED STORM EVEN'.i{yFAR) 0 100.40 6-HOL7R DURATION PRECdPITATTON (INCHES} a 2.SQa SPECIFIEA l+fINIMi7M PIPE SiZE ( INCH) a 18 . 00 SPECZFIED PEI2CENT OF GRADIENTS(DECIMAI,) TO U5E FOR FRICTION SLOPE = 0.65 SAN DIEGO HYDROLOGY MANI7AL "C"-VALUES USED FOR RATIONAT, METHOD NOTE: ONLY PEAK COi�IFLUENCE VALUES CONSIAERED *USER-DEFINED ST'REET-SECTIONS FOR COUPLED P�PEFi,OW RND STREETFLOW MOflEL* HALF- CRpWN TO STIZEET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANN�NG WZATH CROSSFALL IN- / OCT£-/PARK- HEIGHT WIDTH LFP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) �FT) (FT} (F"Ty (n) anc aa:av m3aG�==== =-acvaaa�4�aaa�cc aac-c= _____ __=ca� aasca aoac��a 1 30.6 2D.0 O.OiB/4.Oi6/0.02D D.67 2.00 0.0312 0.167 0.0150 Gi�OBAL BTREE't FLOW-DEP'i'H C�NSTRAIAI�'S : 1. Relative Flow-Depth = 6.00 FEET as (Maximum A�lowable Streeti Flow Depth} -(�op-of-Curb) 2. (Depth}*(Velocity) Constraint = 6.0 (FT*FT/S} *SIZE PIPE WITfi A Fi,UW CAPACITY GREATER THAN OR EQUAL �'O THE UPSTREP.M TRIBUTARY PIPE.* *,t•****.*,r***t+****3t+*:*++��*f+*�:***++*******w*sr**,r********++.++***.+++*:a FLOW PROCESS FROM NODE 12.10 TO �IODE 12.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RA7'IOP3AL ME�'HOD INITIAi, SUBAREA ANALYSIS««< _�_-==��aas�=G�sx�----_----��c��s�acve�caa��o�----------c===��a:ca�ac�ccom�cac RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 50IL CLA55IFICATION ZS "D" S.C.S. Ci7RVE NUMBER {pMC II} - 87 � 11 TNITIAI, S[JBAi2EA FLOW-LENGTH = 366.00 � UP$'1'REAM ELEVATION a 400.00 AOWNSTREAM ELEVATION � 298.00 ELEVATION DxFFERENCE � 102.00 URBAN SUBAREA 4VERLAND TIME OF FLOW{MINU'I'E5) = 7.384 *CAU'FION: SUBAI2EA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFZNITION. FJCTRAPOLATION OF NOMOGRAPH USED. 1D0 YEAR RAINFALL INTENSITY(INCH/HOURj = 5.737 SLTBAREA RTJi�OFF(CF5) � 0.52 TOTAi� ARE.A(ACi�E5} � 0.24 TOTAL RUNOFF(CFS) = 0.52 ***++*****f�***tt******a*�***,r***,r*�*«*w****+*******,r�,rr�*�*�*rr*,r***ww**«w*,r** FL�W P220CESS FROt+f NODE 12.20 'FO NODE �2.3D IS CODE a 51 » » >COMPUTE TRAPEZOZDAL CHANfIEL FLOW<c«c » » >TRAVELTIME THRU SUBAREA (EXISTING ELEMENT) «�� ===��van:v�aaa=c---neaaaus��a��===a��=aa��=�aa��vc=�aaa�vaa��a:vn�z�va=-=a� EL�7AT�ON DA7'A: UPSTREAM(FEEi') = 298.00 AOWI,VSTREAM{FEEi') a 272.00 CHANNEL iENGTH THRU SITBAREA(FEET) = 323.D0 CHAi�TNEL SY,GPE s 0.0805 CHANNEL BASE(FEET} � a.00 "Z" �'ACTOR = 1.250 MANNING'S FACTOR a 0.015 MRXIMUI+1 DEPTH{FEET) a 1.04 CHANNEL FFAW THl2il SLTBAREA{CF5) = 0.52 FLOW VEI,DCTTY(FEET/SEC) = 6.01 FLOW DEPTFi{FEET) � 0.26 TRAVEL T'IME (MIN. )= 0. 90 'I'C (MIN_ ) a 8.28 LONGEST FL,OWPATFi FROM NODE 12.10 TO NQDE 12.30 = 689.04 FEET. t+.**,e*Wvcx,rx*rr***#+t***3***t+t�*+*,t*+*******v�*****,r**��,xww*�r*,rxxwwxx�sr*w,twvr�cr* FLOW PROCESS FROM NODE 32.30 TO NODE 12.30 IS CODE = 81 � __»>�>ADDITION OF SUBAREA TO MAINLINE PEAIC Fi�OW�ca<a __ G it C� G 6 O Q Q C�� --� �--� 6� n s s� a C 6 Ga L G 3- C�� --- a��____�1 ____�tf 3 6 6II� 3 6 t� G G� C Q 100 YEAR RAINFALL ZNTENSITY{INCH/HOUR) s 5.328 d2URAL DEVELOPMEN'P itUNOFF COEFFICIENT � .4500 SOIL CLA58IFICATION IS "D" S.C.S. CURVE NUrIBER (AMC II) = 87 SUBAREA AREA(ACRES) R 1.21 SUBAREA RUI30FF(CFS) = 2.90 7OTAL AREA(ACRES) a 1.41 TOTAL RUNOFF{CFS} = 3.42 'FC {MIPF} � 8.28 ___====�aas�c�aa�v=v�=-==aasnaaacsaoaa�v�3aac�==�cT====aa===-�vnaacava�==c�a END OF S�'[TDY SL7MMARY : _ TOTAL AREA(ACRES) = 1.41 TC(MZN.) � 8.26 PEAK FLOW RATE(CFS) a 3.42 ��vaccuc��---��a�zsmcamac---c-----�-c=-=eee�cc===aaacc�¢oaa�a�ua��c�=c�3cc--_c �==v==c�a��aaaac==---o---�aa�a��oasam�c�u�a3n��c�o�=========a=====�a:vvcxaa E�1D OF RAT14NAL METHOD ANALYSIS • � +**s**:>ttf*tt*!!***************t*t*****w*t*#***r*****�****t***t*#+#*t#*##** RATIOI3Ai� METHOD HYDROLOGY COMPUTER PROGRAt+i PACKAGE Reference: 5AN DIEGO COUNTY FLOOD CONTROL DIST'RICT 1985,1961 HYDROLOGY MANLiAL (c) Copyright 1982-2041 Advanced Engineering Software (aes) VEr. 1.5A Releaee Date: 01/O1/2001 License ID 1509 Analysis prepared by: Projecr Design Consultants 701 B Street,suire 800 San Diego, CA 92101 519-235-6471 **,rf*,rrr�+++*r**+t*:******* DESCRIPTION OF STUDY ********�'******++:*t:*tr*r. * BreBsi Ranch - 2244 * = 100-Yr 6-Hr Browditch Hydrolagy * t D13 * a*vr�ww*�ew**,t*tr***:s+t***t**s**+t****t*t+**********+.***�**w**�**,tftr,t*,t*,tw** FILE i�iAME: C:\2244\DZ3.DAT T'IME/DATE OF STUDY: Z5:04 06/10/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYI7RAULIC t+fODEL INFORMATION: ---------------------------------------------------------------------------- 1985 3RN DIEGO MANiIAE, CRI'i'ERIA � L15E12 SPECiFIED Si'ORM EVEN'i'{}[Ep,R� � ],04.00 6-HOE7R DURATION PRECIPITATION (INCHE$� a 2.$OQ SPECiF2ED MINiMUM PIPE STZE(INCH} a i8.00 SPECIFIED PERCENT OF GRADIENTS{nECIMALf TO USE FOR FRiCTION SL+OPE � 0.85 SAN BIEGO HYDROLOGY h4ANUAL "C"-VALUES USED FOR RATIONAL IMEi'HOD NOTE: 03�iLY PEAK CONFLLTENCE VALUES CONSIDfiREA *USER-DEFINED STREET-SECTIONS k'OR CRUPLEp PTPEFLOW AN17 STREETFLOW MODEL* HAT,F- CROWN TO S'I'REET-CKOSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL �N- / dUT-/PARK- iiEIGiiT WIDTH LIP HI1� FACTOR Np. {FT) (�'T) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT} (n) =c= �-c-- �a�r�auaa G=ccc��--=ca==aca ��vas� :aaoa ==c=c= -�-_- ----�-- 1 30.4 20.0 O.O1B/4.018/0.020 0.67 2.OQ O.D312 0.167 0.0150 GLOBAL STREET FLOW-bEPTH CONSTRAIN'PS: 1. Relative Flow-Depth n 0.00 FEET as {Maximum AZlowable Street F�ow Depth} -(Top-a£-Curb) 2. (Depth)*{Velocity} Constraint = 5.0 (F'T*FT/S) *SIZE PIPE WIT'H A FLOW CAPACITY GREATER T'H.n,N OR EQUAE, TO THE UPSTR_EAI�E �'RIHUTARY PTPE.* ir�F�Flc�lt*Vrl�Yr*ir****Yr*i[f #*#*'t***'t*t�k�kk*4�tiFtit*!Yr*�r*ir****�f ***1r**k�kir*�lelr�ttY*NtMRit****** FLOW PROCESS FRQM NpDE �3.10 TO 3�iODE 13.24 25 CODE = 21 ---------------------------------------------------------------------------- »»>3ZATIpNAL METHOD INITIAL SUBAREA ANAi�Y5�5«<c< __�___�_====�c�==vs�oaauR�ssuc�===c�========-a��=��za=aa=3=cc====_=�===r�=c== RL7RAL DEVEi,OPME23T RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S.C.S. CURVE NUMBER (ANiC II} � 87 r � L_J . INITIAL SUBAREA FLOW-LENGTH = 368.00 UPSTREAM ELEVATIOI�I = 40Q.00 DOWI3STREAM ELEVATION � 298.00 ELEVATION DIFFERENCE = 102.OQ URBAi�I SUBAREA OVERLAND TIME OF FLOW (MINiTTES) e 7.417 *CAUTION: SUHAREA SL,QPE EXCEEAS COLTTITY NOPfOGRAPH DEFINITION. EXTRAPOLATTON OF N0�'fOGRAPH USF..D. 100 YEAR RAINFRLE, INTENSITY(INCH/HOUR) a 5.720 SLTBAREA RUNOFF(CFS) a 1.34 TOTAI., AREA(ACRES) = 0.52 TOTAL RUNOFF(CFS) = 1.34 *v,****x*«*,r,r****#vr****t**t:****.,.**+*:+.,,,*****.t**,.+**3..*f****.,*t:tf**+.**. FLOW PROCESS FROM NODE 13.20 TQ NODE 13.30 IS CODE n 51 ---------------------------------------------------------------------------- »»>COMPU'i'E TRAPEZOIDAL CHANNEL FLOW�«« » » >TRAVELTIME THRU SUBAREA {EXISTING ELEM�ZdT)cc<cc ao��a�TcaGa��----a��c��a3vcaac==aacc--=�ccc==-»aac--=-�-----�ssc�=====c3c�- ELEVATION DA'FA: UP3TREAMfFEETi a 298.00 DOWNS'TREAM(FSET} . 237.00 CHP,NN�i, E,ENG'FH T'HRU SiTBAREA(FEET) a 531.00 CHANNEL SLOPE = 4.�149 CHANNEL BASE{FEET) = 0.00 "Z" FACTOR = 1.250 MAi�INYPIG' S FACTOR II 0. 015 MAXIhNM DEPTfi (FEET} a 1. 0� CHANNEL FLOW TiiRU SUBAIZEA(CFS) a 1.34 FLOW VEE,OCYTY(FEET/SEC) � 9.84 Fi,OW DEPTH(FEET') d 0.35 TRAVEL TIME(MIN.) = 1.00 Tc(MIN.) � 8.42 LONGEST FLOWPATH FROM NODE 13.10 TO NODE 13.30 = 899.00 FEET. �.t.r**++**********v,*,w***,r,r***********,r**w***+**w*,r***t*:t,r*************+*+* FLOW PROCESS FROt�7 NODE 13.34 TO NODE 13.30 IS CODE = 81 ---------------------------------------------------------------------------- • =6�a�36RDDI�'ION-OF-SUBAREA TO MAINLT1�iE PEA1{ FLOWc<cc< =�caaae:caa¢asca=aa�c�o�cu=uoa��==�c.T�===�_=====cac=n= 100 YEAR RAINFALL INT'EidSITYL2NCH/HOU32) = 5.272 R[I12AL DEVELOPMENT RUNOFF COEFFiCIENT = .4500 SOiL CLA55IFICATION �S n�n S.C.S. CURVE NUMSER (AMC II} = 87 SUBAREA AREP, (ACRE$) = 3.79 SiJHAREA RiJNOFF {CFS) a 8. 99 TOTAL AREA(ACRES) a 4.31 TOTAL� RL3NOFF(CF5} - I0.33 TC(MTN) = 8.42 namacsaa�x�ccII=====_=====aaccsa-cav��aaaccoascaccvc�==c---------�-��--ccn�==- END OF S'I'iTDY SUMMARY : . 3'OTAI, AREA(ACRES) ¢ 4.31 TC{MIN.) � 8.42 P�AK FLOW RATE(CFSy = 10.33 -=r====-�vaa::�u��3�G��---�--�---�-�----�------�asaaaara��cc�3aacc===�ac¢= IIa�r�aa¢caauo�====___=��Qaa��aaaa:accaaa�ac=�cavv_______________ccnaaaa�a END OF RATIOI3AL METHOD A.NAI,XSIS . • *****w***w***:+*++*:**+*+tf*t+++*f**t**********t***�*******w***t****t**r**** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COEJNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY PlANUAL (c} Copyra.ght 1982-�001 Advanced Engineering Saftware (aes) Ver. 1.5A Release Date: O1/0�/2001 License ID 1509 Analysis prepared by: Project Design Consultants 701 B Street,Suite 860 San Diego, CA 92101 619-235-647J. ****wv,*a,rW**,r*f*+*+,rr*:*w* �ESCRIPTION OF STUDY ****x*,rw,r,r***#*++**fr,r,r*,r* * Bressi RanCh - 2244 4 * 100-Yr 5-fir Browditch Hydrology * * D14 * *y**+****tt*+****x,r**t**rr+,r*►,rrrrr*f++r*ft,r:*,r**w+ti*****a*******wwwx*:*x*,rW FILE NAbfE: C:\2244\I?14.DAT TIh1E/AATE pF S'E'UDY: 15:06 46/10/2002 ---------------------------------------------------------------------------- USE22 SPECIFIED HYDROLOGY AND HYDRAULIC MQDEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MA3dEJAL CRITERIA • USER SPECZFIED $TORM EVEN'P (YEAi2) a 100. 00 6-FiOUR DURAT'IOAI PRECIPITATION (I2dCHE5) = 2.800 SPECIFIED MINIMUM PIPE SIZE(INCH) a 16.00 SPECIFIED PERCENT OF GRADIENTS(AECIMAL} TO USE FOR FRICTION SLOPE = D.85 SAN DIEC30 HYDROLOGY MAN"{3AL "C" -VALUES i7SED FOR i2ATIONAL MET'HOA NOTE : ONLY PEAK CONFLUENC� V7�LUE5 CO2+35ID£RED *USER-DEFINED STREE'£-SECTIONS FOR COUPLED PIPEFLOW AND $3'REBTFLOW MODEi,+ NA7,F- CROWN TO STREET-CROSSFALL: CCTRB GUTTEI2-GEOMETRIES: MANNING WIDTH CROSSFALL I�i- / OLT'I'-/PA.RIC- HE�GHT WIDTH LIP HIKE FACTOR NO. � fFT) (FT) SIDE / SIDE/ WAY (FT) (FT) (F"F) (FT) {n) ��c --na= -a�naaacc =a-�-cc==-=naa��v oa�a�= ^___� �e��va aaa�= -c=�c-- 1 30.0 20.0 0.018/0.0�8/0.020 0.67 2.�0 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAZNTS: 1. Relative Flow-Depth = 0.00 FEET as {Ma�cimum Allowable Street Flow Depth) -(Top-of-Curb? 2. (Depth}*(Ve�ocity} Conetraint a 5.0 {FT*FT/5} *SdZE PIPE WITH A FL�W CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* t*+:**,r:.+w:*+*r***********x*w**x***tr,r**«*�**+***t,r:*.**t**+**r:*******,rw*,r* FLOW PROCESS FROM NOBE 14.10 'i'O NOAE 14.20 IS CODE � 21 ------------------------------------------------------------------------..__.. »»>1tATIONAL METHOD INITIAL� SLTHAREA ANALY5I5««< �vao-�--^-====ave�a=�a�cc------====_nezec-aavv::vG=c��---====�a:ccanac==a=an- RURAL DEVELAPMEN'� RUNOFF COEFFICIENT = .450D 50Iv CLASSZFICATION IS "D" S. C. S. CURVE NUMBEd2 {p�+�C I11 � 87 C� . TNITIAL SUBAREA FiOW-LENGTH = 611.00 UPSTREAD4 ELEVATION A 400.Q6 DCfWNSTREAM ELEVATION = 237.00 fiLEVATION DIFFERENCE = 163.00 Lri2BAN SUBAREA OVERL�ArID TIME OF FLOW (MINUTES )= 9. 6 B 0 *CAU'FION: SUBAREA SLOPE EXCEEDS COUNZ'Y NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. *CATTTTON: $UBAREA FLOWLENGTFi ERCEEDS COLTNTY NOMOGRAPH DEfINITION. £XTRAPOLATION OF NOMOGRAPH USED. ].DO YEAR RAI23FALL INTENSITY{INCH/HOUR) 0 4.818 SUBAREA Ri7NOFF{CFS) = 0.72 TOTAL AREA(ACRES) = 0.33 TOTAL RUNOFF{CFS) a 0.72 �**t**,r****,rw***,t+rr«*,t**t+t*rr,t*t**sr**+t*f*+t*+***t*,r*:*,e*.*.t,r****.t**:t++++ FLOW PROCESS FRaM NODE 14.20 TO NODE 14.30 YS CODE n 51 ---------------------------------------------------------------------------- » na>COMPUTE TRAPEZOIDAL CHANNEL FLOWa « « »n»TRAVELTII�iE THRU SUSAREA (EXISTING ELEMENT) <c<c< aac��c�===��t==�=�a�aaa¢c�aaa:aaavvsea:caoaacca--ca=----c�a¢n-r:asvn-ac�v=n� ELEVATION DATA: UPS'I'REP.M (FEET) a 237 . 00 DOWNS'TREAM (FEET) a 235. 04 CHANNEL LENC3TH 'PHRU SUBAREA(FEET) d 55.00 CHANNEL SLOPE = O.D364 CHAN�IEL BASB(FEET} . 0.00 "Z" FACTOR = 1.250 MAI�NING'S FACTOR v O.OI5 MA7{IMUM DEPTH(FEET) a 1.00 CHANNEL FLOW THRU SUBAREA(CFS) a 0.72 FLOW VELOCITY(FEET/SEC) � h_94 FLAW DEPTfi(FEET) = 0.34 TRAVEL TIME(MIN.} a 0.19 Tc{MIN.) = 9.87 LONGESi' FLOWPATH FROM NODE 14.10 TO NODE i4.30 = 666.00 FEET. ****,r**f*t*:*,t*�**t*****av,�r****xv,w***�,x*.�rw,r**x,t**w*+,t,r+t+*+:f*+t**#+t**:+++ • -_Fi,OW PROCESS FROM NODE 14.30 TO NODE 14.30 IS COI7E = 81 ---------------------------------------------------------------------- »»>AAAI'FION OF SUBAREA TO MAINLI27E PEAK FLOWc<c« ac¢va�xa�asv�ac=----=c----c====cr==�====nacaar�aaac¢oa�v=�=c-----�a===vv==aT 104 YEA32 12AINFAL�L INTENSITY{INCH/HOUR} � 4.759 RURAL DEVELGPMF�IT R1J�IOFF COEFFICIENT = .4504 SOIL CLASSIFICAT�ON IS "D" 5.C.5. CURVE NUMBER (AMC II) = 87 SUBF,REA ARFA(ACRE$j = 5.30 SUBAREA RL7NOFF{CFS) � 11.35 TbTAi, AREA (ACRES) e 5. 63 TO'i'Ai, RUNOFF {CFS) = 12 . 07 TC (MTN} . 9 , g7 . c��ucca�=r=Rao===avva==�caaevaasaa��cca:caa��naa-=c==�---�cna�-=�av¢a�c�vava END OF STUDY SUMMARY: TOTAI, AREA(ACRES) = 5.63 TC(MIN.) = 9.87 PEAIC FLOW RATE(CFS) � 12.07 =-==v==-v-=�c�a:acoa�v�c�c��aac�c==Taaoaz=c�v=c�v===-��a=vvs��na�acccaa�c===-= II6QQ3GEl6GLiGC6�------�----�-----5�_6____0La0G =C6�1siGs��---_ ��-----------ftC� ED3D OF RATIOATAI, ME'i'HOA ANALXSIS . . i******iit*i*A!#****t#********R*****##***ft*4i4*tiii:!*itt}!**tiitit**tli�lt RATIOPFAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNT'Y FLOOD CONTROL AISTRICT 1995,1981 HYDROLOGY MANiJAL {cy Copyright 1982-2001 Advanced Engineering So�tware {aes) Ver. 1.5A Release Date: O1/O1/2001 Licenee ID 1509 Analysis prepared by: Pxoject Aesi.gn Consultants 701 B Street,Suite B00 San biego, CA 92101 619-235-6471 **+ff*:*+f;ft++****+*+�+rw+t* I}ESCRIPTION OF STUAX *****+t,►*t**t,r,r*r**,r:,r**�r* * Bressi Ranch - 2244 t i 100-Yr 5-Hr Browditch HydrqZogy * * D 15 '� tr,t�w,t**,t*w+*+t****:fffr***i***+********w*�**ws,�ck***,r,t*sr*tt**,r**t**+**+**:rr FTLE NAME: C:\2244\D15.DA'i TIME/DATE OF STUDY: 15�fl8 06/10/2002 ---------------------------------------------------------------------------- USER SPECIFIF.A FiXDROLOGY AND HYDRAULIC MflDEL INFORMAT�ON: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAE, CRITERIA • USER SPECIFIED STORM EVENT(YEAR) � 100.40 b-HOUR DURATidN PRECIPITAi'IOi�i (TNCHESi = 2.500 SPECIFIED MINIMUM PIPE SiZE{INCH) = 18.d0 SPECIFIEA PERCENF OF GRADFENTS(DECIMAL} T`O USE FOR FRICT�ON SLOPE a 0_85 $AN DIEGO HYDROLOGY hlANUAL "C"-VALUES i75ED FOR RATIQNAL METHQD NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDEREA �USER-D£FINED STREET-SECTIONS FOR COUPLED PIPEFi�OW AND 5'I'REETFLOW MODEL* �iAT,F- CROWPi TO S�ET-CROSSFALL: CURB GUI'TER-GEOhiE'I'RYES: PL�,NNING WID'i'H CROSSFAi,L IN- / OU'F-/PARK- HEYGFiT WIDTH i,IP HIiCE FACTOR Nq. (FT} (FT) SIDE / SIDE/ WAY (FT) (FT) {FT} {FT) (n) -�a -�aaes a��a�aII�� F�----=ac��c�aa vauc�� =c�3c --�rs�� -�aue r-�cm:� 1 30.0 20.0 0.019/fl.016/0.020 0.67 2.OQ 0.0312 O.lfi7 0.4i50 GLOBAL STREET FLOW.-DEPTH CONSTRAINTS: 7.. Relative Flow-Depth a 4.00 FEET as (Maximum Allowable Street Flow Depth) -(Top-af-Curb} 2. (Depth}*(Velocity) Constraint a 6.0 {FT+FT/5) *SIZE PIPE WITH A FLOW CAPACTTY GREATER T'HAN OR E¢IFAL TO THE UPSTREAM TRIBiJTARY PIPE.* �k�F�Rlr�lrir�ICYr�t*itYr***f **t#f it#�i4**�kttf3f�tw***#f **f ar*i ***sFiriFikVFirYrlririr�t***#*1******** FLOW PROCESS FROM 230DE 15.10 TO NODE 15.20 IS CODE � 21 » »>RAT�ONAL METHOD INITIAL SUBAREA RNALYSIS��cc< =a=acc==__-_=asaa��c=aaaaaa�=��=�-v==�v===�naa3�¢accaaa---�-----�er�====nan� RUR�T, DEVELOPMENT RLIi�TOFF COEFFICIENT = .4500 SOIL CLASSIFICATEON IS "D" S.C.S. CLiRVE NUMBER (AMC II) � 87 r � L J \ . INITIAi SUBAREA FLOW-LENGTH = 678.D0 UPSTREAM ELEVATION � 410.00 DOWNSTREAM ELEVATION � 249.00 ELEVATION DIFFEREI�CE � 161.00 UFtBAPI $UBAREA OVERLAND TIME OF FLOW(PSINUTES) = 10.6Q0 *CAUTION: SUBAREA SLOPE �XCEEA3 COUNTX 2�iOMOGRP.PH bEFINITION. EXTRAPOLATION OF NOENQpRAPH USED. *CAU'TION: SUEAREA FLOWLENGTH EXCEEDS COi3NTY NOl�iOGRAPH DEFINITI0�1. EXTRAPOLATION pF NOhiOGRAPH i75ED. 100 Y�AR RAYNFALL INTENSITY(INCH/HOUR) = 4.544 SUBAREA RT.J3dOFF{CFS) � 0.65 TOTAL Ai2EA(ACRES) II 0.32 TOTAF, RUNOFF(CFS} 3 0.65 *��****,wx**,r*�r***,r,r*+*rr****+*��*+*�*wv.****�x*aw********.+***********+*t,r.+,r FIAW PROCESS FROM NODE 16.20 TO NODE 16.30 IS CODE = S1 ---------------------------------------------------------------------------- »»>CdMPiJ'I'E TRAPEZOIDAL CHANNEL FLOW«c« >a»>TRAVELTEME THRU SUBAREA (EXiSTING ELEMENT� « � « LLAGL---��--�ls6��C----G�=6II1aSSS�a�RO3F--F-�---sa3C6si ¢� OaOC-�-��_�___��C-- £LEVATION DA�A: UPSTREAM{FEET) = 249.00 DOWNSTREAM(F'EEi') a 226.00 CHANNEI, LEr7G'�'H THRLT SUBAREA(FEET} a 237.00 CHAt3NEL SLOPE = 0.4970 CH.�NNEL $A5E{FEET} e p_pp ^Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXIMUM bEPTH(FEET) a 1.00 CHA2+iNEL FiOW THRU S[TBAREA iCFS )= 0. b5 FLOW VELOCITY{FEET/S�C) � 7.09 FLOW D£PTH(FEET) a 0.27 TRAVEL TII'4E(MIN.} s p.56 Tc(MIN.} - 11.15 I,C)NGE$'i' FEAWPATH FROM NODE 16.10 TO NODE i6.30 � 915.00 FEET. *:*+:*+*�*++******x******w+t**+,r++*r*****+f*,t*****,�*****awscw*,tw*tr,t*rr*tr****,trr . _-FLOW-PROCESS FROM NODE 16.30 i'O NODE 16.34 25 CODE � S1 --------------------------------------------------------------------- »»>ADDITION OE' SUBAREA TO MAINLINE PEAK FLOW<a «< aan�an�oaa=c--�n==�a��m¢u=��=�_____=====aanaaa==a-a�===aaaesxaaaavaaccuT�aca 100 YEAR RAINFALL INTENSITY(INCH/HpUR) = 4.396 Rt7RP.L DEVELOPMEN'f RUNOFF CO�FFICIENT = .45fl0 50IL CLASSEFICATION IS "D" 5. C. S. CTJ.RVE i�1JMBEFt ( AMC I I) a 8 7 SUBF#RFA Ai2EA (AC12ES ) a 1. 54 SUBAREA RLTNOFF {�FS} = 3. 05 TOTAL AREA(ACRES) = 1.86 TOTAI, RUNOFF(CFS) � 3.70 TC{MINf � 11.16 - aoacac��--=a�a:��cc�a==---�ccu-ue��acaawuc---�cv��a�vn�aII�c=cc==----_�-- END OF STLTDY SUMMARY: TO'I'AL AREA{ACRES) � 1.86 TC(MZN.) � 11.16 PEAK FLQW RATE(CFS) = 3.7D _ _ _ _ _ _ G1] G �1 = 6 SG A �ii� - - - - - - �� a 6 i � s i s 6 6 O C � C� - - - - - - - - �1 6 � � a II G �� CG � - - - - � - - � a a Q 6fl ! C QaSs�liOLg.-.__�__�__flassiSCa_�3C�____�C___6GaStII�:-.�v_=__�a�C3=Ls�sasQ��C6__ END OF RATIONA.L METHOD ANALYSiS • i.***t**�t*.***.f*�*�**�************�***********************,#,**t***�*.#**** RATTONAL ME�'HOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: 5AN DIEGO COUHTY FTAOD CON4'ROi, DISTRICT 1985,1981 SYDROLOGY hiANUAL (c) Copyright 1982-2001 Advanced £ngineering Software (aes} Ver. 1.5A Release Date: D1/03/2001 License ID Z509 Analysis prepared by: Project Design Coneultant� 701 B Street,Suite 800 San Diego, CA 92101 619-235-6471 *****+t*f++*+**w*f***+w*** DESCRIPTION OF STI7DY ********�'*******'*�**+�*** * Bressi Ranch - 2244 * � lOd-Yr 6-Hr Browditch Hydrology * * D16 * ir*�k�kikYrYr�FYr1r**!**##**+t***ttikf!=ltfwtf**if*f+*#iik*irt****irVtlrityr+tlr****it******ir*it FILE �IAME: C:\2244\D16.DAT TEME/DATE OF STiTDY: 15:1] 06/10/2002 ----------------- ----------------_-_-_------------------------------------- USER SP£CIFIED HYAROLOGY AND TiYbI2AULIC N30DEL INFORMATION: ---------------------------------------------------------------------------- 1485 SAN DIEGO MANTJAL CRITERIA - . USER SPECIFIED 5�'ORh4 EVENT(YEAR) = 100.00 6-HOUR DURATION PRECiPITATION (INCHES} = 2.800 SPECIFIED MINIMUM PIPE STZE{INCH} � 1g.00 SPECIFIED PERCENT OF GRP.DIENTS(D�CIMAL) TO U5E FOR FRICTIQN SLOPE a 0.85 SRN DIEGQ HYDROLOGY MAN7lAL "C"-VAI,U£5 i3SED FOR RATIONAL hSBTHOD NOTE : ONLY PEAK CO3�IFLUENCE VALiJES COHSIDERED *USER-DEFINED S`i'REET-SECTIONS FOR COUPLES] PIPEFLOW ANb STREETFiAW MODEL* HAT,F- CROWN TO STREET-CROSSFALL: CII12B GUTTER-GEOMETRIES: MANNING WYDTH CROSSFAiS, TN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. {FT} (FT} SIDE / SIDE/ WAY {�) {�) (Fi') (FT} {n} ___ ____� ==��a...� a��T=��=g��===___ �e�==� �o�� __��_ _��=_ =c�c�a= 1 30.0 20.0 0.018/O.D18/Q.�20 0_67 2.00 0.0312 0.167 4.0150 GLOBAL STREET FLOW-DEP'T'H CONS'T'RAYNTS : J.. Relative Flow-Dept�i � 0.00 FEET as (�laximum A�lowable Street Flow Depth? -(Tap-o£-Curb1 2. (Depth)*{Velocity) Constraint = 6.0 (FT*FT'/$} *SEZE PYPE WITH A Fi,OW CAPACETY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIP�.* *k*****Wx**,r****+,rir*+,r**f*+**++t++f********a*:*t+*a*�.*+**a*****,�**trw*,t,t***** Fi,OW P320CES3 FROM NODE 16.10 TO NODE 16.20 IS CODE = 21 »»>RATIONAT� P4E'I'HOD YNITIAL SUBAREA ATIALYSdS«cc< =co=�a=--c----��aaszaca:aocvaococac�--aa^===v=n===aaaays:a:co�ac====c=-------- RURAL DEVELOPNlENT RUNOFF COEFFICIENT = .4500 50IL CLASSFFICATION IS "D" S. C. S. C[T32VE NL7MBER ( RMC I I} a g 7 . � INITTAL $UBAREA FE,OW-LENGTH = 646.Q0 UPSTREAPF ELEVA'i'IO�I a 405.OD DOWNSTREAM ELEVATION = 238.OD ELEI7ATION DIFFERENCE = 167.00 URBAN SUBAREA OVERLAND TE�IE OF FLOW[MINi3TE5) � 10.058 *CALITION: BLiBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFZNITION. E}CTRAPOLATION OF NOMOGRAPH USED. *CAUTIpN: SUBAREA FLOWLENc3TH EXCEEDS COUNTY NpMOGRAPFi DEFINITION. EX'i'RAPOLATION OF NOMOGRAPH USED. 100 YEAR RATNFAE,L IN'PENSITY(INCH/HOUR) = 4.70D SUBAREA RL7NOFF(CFS) a 0.70 TpTAL A22EA{ACRES) = 0.33 TOTAL RUNOFF(CF$} � 4.70 t**t***f*�.**+*�,►,r«***+*�r*,r**+r**f***+,r,r.*tf�t++t*ft++*�f*t*s.******r*****++** FLOW PROCESS FROM NOAE 15.20 TO NODE 15.3a IS CODE = 51 ---------------------------------------------------------------------------- » »>COMPUTE 'Y'RAPBZOIBRL CHANNEL FLOWcc�c< »»nTRAVELTIME THitU SUSAREA (EXISTING ELEMESI'i') ««< =c===-escaa�ac�=.c---��n:�raa:a��vacscc��----c====r�era:�ccuc�c====�_=====GacR= ELEVATION DATA: UPSTREAM(FEET) = 238.00 DOWNSTREA�7(FEET) Q 226.00 CHP.NNEL LEidGTH Ti�2U SUBAREA(FEET} a 259.00 CHANNEL SLAPE = 0.0445 CHANNEL BASE(FEET) � 0.06 "Z" FACTOR a i.250 MANNINC,'S FACTOR � 0.415 MA%IMUM flEPTii(FEET) = 1.00 CHAI3NEL FLOW THRU SUBAREA ( CF S) � 0.'7 0 FLOW VELOCITY(FEET/SEC) a 5.28 FLOW 17EPTH(FEET) � 0.33 TRAVEL TIME(MIN.) = 0.85 Tc{(yIN.) s I0.91 LOI3GEST FLOWPATii FROM NODE 15.10 TO NODE 15.3D � 915.OQ �'EET. *****++t*++.*:***�**+*****W**rx,rx,t,r,r***t***,t+rr.***+++****r.*w+++**�****++***,t • --FLOW PROCE55 FROM NODE i5.30 TO NOEIE Z5.3D IS CQDE � 81 ---------------------------------------------------------------------- »»>ADDITION OF SUBAREA 7.'O MAINE�INE PEAdt FLOW�«« aaaa=--^-----�aa�a�-===_---��cc�a=r��esc:accau�--==_====�mccaaamcaac=�==ca=c 100 YEAR RATNFALL INTENSITY(INCH/HOUR) = 4.461 RURAI� AEVELOPI'hEN'£ RUNOFF COEFFICIEA7T = .4500 SOIL CLASSIFICAi'ION I5 "D" S.C.S. CURVE NUMBER {AMC II} = 87 SUBAREA AREA(ACRES} � 2.23 SUBAREA RIJNOFF(CF5) = 4.48 TOTAL ARF.A(ACRES) = 2.56 TOTAL RL7NOFF(CFS) a 5.17 TC(MIN) = 10.9i - �_=====ree�a�aacca��------a�aa�aaa::a��ac�x=ca��---a��c=aeaea�ac��=c��----�c-- END OF ST'LTDY SL7M�IARY : TOTAL AREA(ACRES) = 2.56 TC{MIN.) 0 10.91 PEAK FI,OW RATE (CFS) a 5. 17 �n�a�asvoaa�----na=a« cama¢T=oac�o-�--^T------c=-z�ccaaa===------m==-�aa��a�c rvv�c--=v==_naa�aocc---a====a-a�=�cvcccc�aaec�a�=--a==-v=caaaxscoaav�--^_-vv ENi? OF RA�IDNAL METHOD ANALXSI3 � J • t*w*****tww*tt******t*t:t+t*:****r*t*frt*t***f***ttr*tttrft*t**::*r**tr**:rt RATIONAL METHpD HYbRQLOGY CQMPUTER PRpGRAM PACKAGE Re€erence: SAiJ DIEGO COUNTY FT�OOA CON'FROL DISfiRICT 1985,1981 FFXAROLOGY MANURL {c1 Copyright ].982-zo01 Advanced Engineering Software iaee) Ver. 1.5A Re].eaee Datie: O1/Ol/2D01 Licenee ID 1509 AnalysSs prepared by: Project Design Coneultants 701 B Street,Svite 8a0 San Diego, CA 92103 619-235-6471 i.i�,t**+**,t***xt*w*t**+r***+ �ESCRIPTION OF STETbY +*t***+******,r**rsa�,e*t*f*: * Bressi Ranch - 2244 � * l0a-Yr 6-Hr Browditch Hydra�ogy * * D17 w s***t**:f**+*a*a**a*ax*w,r*x**,r,r,r,r,r***#w**,r****,t***,t****+t*+++**:*fftt*#**f FILE NAME: C:\2244\D17.DAT TIME/AATE OF STUDY: 15:14 06/10/2002 ---------------------------------------------------------------------------- U$ER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: 1985 SAN DIEGO MANUAI� CRiTERIA � USER SPECIFIEA STORM �N'i'(YEA12} _ �OD.00 6-HOUR DURATTON PRECIPITATION (INCHES} a 2,$00 SPECIFIED MINIMUM PEPE SIZE(INC}i) = 18.00 SPECIFIED PERCENT OF GRADIEl�ITS (DECIMAL) 3'O iJSE FOR FRICi'IpN SLOPE = 0. 85 5AN DIEGO HYDROi,OGY F4RNUAI, "C"-VAI,UEB USED FOR RA'i'IONAL t+I�'i'FfOD NOTE: ONLY PEAR CONFLl7ENCE VAI,UES CONSIDERED *USER-DEFENED STRE�T-SECTIONS FOR COi]PLED PIPEFLOW AND STREETFLOW MODEi,* HP.LF- CROWH TO S'FREET-CROSSFAE,L: CiFRB GiTF'E'ER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OU'F-/PARK- HEIGHT WIpTH I,IP HIKE FACTQR NO. (FT) (FT) SZDE / SFDE/ WAY {FT) {�) (FT) {FT) (n} �� ====a ��a��o =aaaa=-=vcv=====_ ====a- ---ars ccu�vc a�o:� ��aa:cc 1 30.4 20.0 d.016/Q.OIB/0.020 0.67 2.00 0.03�2 0.167 D.0156 GLOBAL STREET FLOW-DEPTH COI35TRAINTS: 1. Relative Flow-pepth a 0.00 FEET as (M�imum Al�owab�e street Flaw Depthy -{Top-of-Curb) 2. (Depth)*(Velocity} Canstraint a 6.0 (FT*Fi'/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAPI OR EQUAL TO T'HE UPSTREAM TRIBU'TARY PIPE.* +****:*,r****+t*�***************�r****v,ww,r****w*w*ww*x**,tw***t*#,r**t+*+**#f++* FLOW PROCESS FROM NODE 17.10 TO NODE 17.2D IS CODE = 21 ---------------------------------------------------------------------------- >5»>RATdONAL ME'i'HOD INITIAL SUBAREA ANAI�X3I8«�« =��a�c-v======a�aaovsc=aoama===c�ao=====a=-----�=----aa�a=sss�c�vaavvaa�rraaa RURA..L DEVELOPMF31�' RUNOFF COEFFICIENT = .4500 502L CLASSIFZCATTON ?S "D" S.C.S. CURVE NUMBER (AMC Ii) a 87 C J � INYTIAL SUBAREA k'LOW-LENGTH � 300.D0 UPSTREAM ELEVATION = 410.00 DOWNS'i'REAfY4 ELEVATION = 2 4 9. 0 Q ELEVATION DIFFERENCE = 16}..00 URSAN SUBAREA OVERLAND TTME OF FLOW(MI23UTES} = 5.373 *CAUTION: SUBAREA SIAPE E7CCEEDS COE7NTY NOMOG3ZAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TFME OF CONCENT'RATiaN ASSUMED AS 6-MINUTES 100 YEAR i2AIPIFALL �N'FENSIT'Y {;NCH/HOUR} c 6. 559 SUBAl2EA R[TNOFF (CFS) = 1.33 TOTAL AREA(ACRES) = 0.45 TOTAL RUNOFF(CFS} � I.33 �==naaacaazocccc==a��-c�vaa��a:��:acaa�aa:��=aaaa�aaw�cva�ac¢�cr��cca=ct� END O F S TUDY S UN4dARY : TOTAL P12EA(ACRES} = 4.45 TC(hfIN.) = 5.00 PEAK FLOW RATE(CFS) � 1.33 t==ee�m�racacac¢�--�=ca�aua:��ca��n:Bcacaa=ccama�=ca��--a�====c�==�=c��===== aac=��=�====cacaa��a��=-c�----�cc==�v�at�=r3cceYceaa�a��ao��asc¢oaaa�3a�aaa�� ENL� OF RATIOI3AL� METHOD ANALYSIS �� • � tt******t****+t*****�*******r********w***w�*t**:***t**!*+**�t**w*******�Af** RATIOPFAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE i2eterence: 5AN DIEGO COUNTY FLOOD CONTROi, DIS'T'RICT' i 9 B 5, 19 81 HYDROI,OC'Y MANf3AL (c) Copyright 1982-204z Advanced Engineering Saftware (aes} Ver. 1.5A Release Date: O1/D1/20D1 L,icense zn 15Q9 Ana�ysie prepared by: Projecr Deei.gn Coneultants 701 B Street,Suike 800 San biego, CA 92101 619-235-6471 *****++t*::*t*:*+*t**+.**** I1£SCRIPTION OF STUAX ****:*+**�*******,r******** * Hresei Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D18 * *�,****w*****�t*►t+*:***x**f�.t.*+*+++***kr*a**«�r,r***+*:*t*tf+t***,r**.*�3*+t* FILE NAME: C:\2244\D18.DAT TYME/DATE OF STUDY: 15:1b 06/].0/2002 USER SPECIFIED HXDRQLOGY AND HYDRAULIC MODEL INFORMATION: ----------------------------------------------------------------------------- 1985 SAN AIEGO hIANUAL CRI'i'ERIA • USER SPECFFIED STORM EVEN'i'(YEAR} a].00.QO 6-HOUR DURATION PRECIPITATION (TNCFiES) � 2.800 SPECIFIED MINEMUM PIP� SIZE{I?�CH} . 18.OD SPECIFIED PERCEAI'F OF GRADIENTS (DECIMAI�) TO USE FOR FRZCTION SLOI�E a 0. B5 SAN AIEGO HYI?ROI,OGY MAN[JAL "C" -VALLTES USED FOR RATIONAL METHOD NOTE: aNLY PEAK CONFLUENCE VALiFES CONSIAEREA *US�R-DEFINED S'I'REET-SECTIONS FOR COUPLED PTPEFLOW AND STREETFLOW MODEL* un,r,F- CROWN TO STREET'-C120SSFAI.,L,: CURB GUTTER-GEQMETRIES: MP.NNTNG WIDTfi CR05SFALL iN- / OUT-/PARK- HEIGHT WIDTH LZP HTKE FACTOit NO. (FT) {FT) SIDE / SIDE/ WAY (F�} (FT} {�) (FT) {n) aee =c==c -e�vaaa�a Qa---v�=-=-�a=a3: �aav:a =---- veaaaa aac-- -c^--v= 1 34.D 20.0 0.018/0.018/0.024 0.67 2.00 0.0312 0.167 0.0150 GiABAL STREET FLOW-bEPTH CO3JSTRAIN`i'S : 1. Rel.ative F�ow-Depth = 0.04 FEET as (Maximum AllowabZe 5treet Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity? ConBtiraint a 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREA2'ER THRN OR EQUAL TO T'F�E iTPSTREAM TRIBiJ'T'ARY PIPE. * *tf**********«,t*t*t*f*+,r}:**.**::**+*****+*+****aw***,r*w,r«*******:*a*.*.**** FLOW PROCESS FROM NODE 18.1Q TO NODE 18.20 IS CODE = 21 ---------------------------------------------------------------------------- »>��RATIONAL M�'I'3-iOD INITIAI, SUBAFtEA ANALYSIS«<c< �a=�3�cca�c------�z�ava�a----��-----c�==a�a��aacc=c�----c--=-saoacc--��--___ RURAL DEVELOPMENT RLT3�IOFF COEFFICIENT = .4500 SOIL CLASSIFICATION IS "D" S. C. 5. CURVE Ni3MBER ( AMC I I) = 8 7 • � INITIAL SUBAREA FLOW-LENGTH = 287.00 UPSTR.EAM ELE�iATION = 340.00 DOWNS'i'RERM ELEVAT'ION a 279.00 ELEVATiON DIF�'ERE?10E a 61.00 URBAN SUBAREA OVERLPND TIhifi OF FLC?W {MINU�!'ES) � 7. 155 *CAUTIQN: SUBAR�A SLOPE EXCEEDS COUNTY NOMOGRAPH DEFiNIT'ION. EX'I'RAPOLATIO3J OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) a 5.854 SITBAREA RiTNOFF(CFS) = 0.32 TOTAL P.REA(ACRE$} = 0.12 TOTAi� RUNOFF(CFS) = 0.32 *,r*******+++:**t.+*t*+********�r**k**w,,,r***�t*,r*,r******.#*.:*tf*+****+****:++f FLOW PRpCESS FROM PIODE 18.20 TO NODE ].8.3Q IS C4DE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIAAI, CHANNEL FLOW««< »»>TRAVELTIME THRU Si7BAREA (EXISTING ELEMEN'F} �«« oaaag==cac��o��_cc�=�mac:aaaa�accac-^-=a�====�v=��=aa�cc��x�==�c�c-=a:a�sv ELEVATION DATA: UPSTREAM(FEE3.') � 279.40 AOWNSTREAM(FEET} - 234.00 CHANNEL LENGTH THRU SUSAREA(F'EET) a 184.04 CHANNEL SLOPE = 0.2446 CHANt�7EL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR a D.Q15 MAXIMU�+f DEPT'H(FEET) a 1.06 CFL�NtdEL FLOW THRiJ SUBAREA(CFS) = 0.32 FLOW VEi,OCITY{��ET/SEC) � 7.95 FLOW DEP'i'H(FEET) a Q.16 TRAVEL TTME(MIN.) 0 0.39 TC{MIN.) � 7.54 IANGEST FLOWFATH FROM NODE 18.J.0 TO NOAE i8.30 a 471.00 FEE'i'. +.**r*******w,rsr****+*+:+*.*,�.tff++**++**►**+*********«�rr***tr,t,t**t*+***�*++:,t FLOW PROCESS FRpM NODE 18.30 TO NOD£ �8.30 IS CODE � 8I ---------------------------------------------------------------------------- � "��=»A,pDITION OF 5T7BAREA TO MAINLINE PEAK FLOWc<c<¢ =ss�ara=�ua�---�-=�--aaa�cc�=�aaanxc=-===c----vnv�naaIIcuo��--=.-__�� 10D YEAR RAI2�IFALi, INTENSITY { TNCH/HOETR) = 5. 659 i2URAL DEVELOPMENT RLTI+iOFF COEFFICI�NT � .4506 SQIL CLASSIFZCATIDN I5 "D" S. C. 5. CCTRVE NUMBER {,�C I I) = 8 7 SUBAREA AREA(ACRES} � 0.51 SiiBAR.EA RUNOFF(CFS) = 1.30 TOi'AL AREA(ACRES) = Q.63 TOTAL RUNbFF{CFS) = 1.51 TC {MI?�T} a 7 . 54 cca�¢c========��a=aa-v==-�==esa��aaa:aaaa¢�R�===�_====�aaaaaaaacvaa=---��a�- END OF ST'CTDY S[JMMARY : TpTAL AT2EA(ACRES} = 0.63 �'C(MIN.} � 7.54 PEAK FLOW RATE(CFS) � 1.61 =�11S66aaII�iLCGGt==�6 GIDa2ii36Ga3�---��---�3-trtl=�3CEaitOAY��=��_____===�=c�� aa30a ��G----�___CYa�C�-�____�____�[aL!lOiIIIGGGGiiiF-�--a_____aasEaLCII��a��-�3�-- END OF RATIONAL METHOb ANALY5I5 . � *#****+t*�*****:***+*i****t*******w*w**w******www**xW**t****�******#�******* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 19 8 5, 19 S 1 HYDROE,OGY MANTJAi (c) Copyright 1982-2001 Advanced Engineering So€tware (aes) Ver. 1.5A Release Date: O1/O1/2001 E,icense ID 1509 Ana�yaie prepared by: Project Design Consultants 701 S Street,Suite B00 San Aiego, CA 92i01 619-235-6471 w*,rw�r***,r,r***t+t**:*f+***+ DESCRIPTEON OF STUDY **www*,r,r***,r*�***#******,r,r * Bressi. Ranch - 2244 * * i00-Yr 6-Hr Browditch HydroZogy ' * b19 • **+*t***r**�*,r,t*****rr*:++,r*:++****t*t+**tft++****f********,rwx*w***xvr****xw FILE NAME: C:�2244\D19.DAT TIME/DATE OF STUDY: 15:19 06/10/2002 ---------------------------------------------------------------------------- USER SPECIFEED HYDROLOGY AND H]'DRAULTC MObEL INFORMATION: 1985 SAN DIEGO MAt3i7AL CRIT'ERIA . USER SPECIFIED STORM EVFNT(YEAR? = 100.00 6-HOi7R DURATION PRECIPITATION (INCFiES) � 2.800 SPECIFIEf3 MINIMUM PIPE SZZE(INCH) = 19.00 SPECIFIED PERCENT OF GRAi}FENTS(DECIhfAT,) TO U5E FOR FRICTION SLOPE = 0.85 SAN DIEG4 HY�i�RpLOGY MANUAL "C"-VALT.FES USED FOR RATIONAL METHOD NO'£E: ONLX PEAK CONFLUENCE VALUES CONSIDERED *USER-DEFTNED STREET-SECTIONS FOR COUPLED PZPEFI.�OW AND S'T'12�ETFLOW MODEL� HALF- CROWN TO STREET-CROSSFALL: CURB GUTTFsR-GEOMETRIES: MANNING WIDTH CROSSFAF,L IN- / OU�'-/PARK- FiEIGH!' WIDTH LIP i3IKE FACTOR NO. (FT) (FT} SIDE / S�DE/ WAY (FT) (FT) (FT) (FT) (n) �aa =ca:� ._________ �nssur�aa�aaa¢��=�sa « TR�= -�aaa c�aa�� c==�a ca-�3co 1 30.0 20.0 0.4I8/0.418/0.02Q 0.67 2.Q0 0.03�2 0.167 D.0150 GLOBAL STREET FE,OW-AEP'I'H CONSTRAINTS : 1. Relative Flow-Depth = Q.OD FEET as (Ma�cimum AZlowable Street Flow Depth) -(Top-of-Curb? 2. (Depth)*{Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAIJ OR EQUAi� TO THE UPSTREAI�E '�'RIBUTARY PIPE. * :**.*:**f+***********,r*«*,r*****,rvr**:*tf+#*:t+t**+*:3..t++*+**�t**�**********, FLOW PROCESS FROM NODE 19 .].0 'I'O NObE 19.20 IS CODE _. 21 �a»>RATIQNAL MET'HOD INITIAI, SU$AREA ANALYSISc«« aan-==�naa�ac=o====c----�----naaaoecssavaaasea��vav====Tr=-=c�aac�a�m�aca=c=ca RURF.L AEVELOPMENT RUNOFF COEFFICIENT n.4500 SOIL CLASSI�'TCA'FFON �5 "D" S.C.$. CCJRVE NUMBER {AMC EI) = 87 r � L_J � I2�iITIAL Si7BAREA FLOW-LENGTH a 175.00 UPSTREAM Ei,EVATION = 3i7.00 DOWNSTREAM ELEVATION = 250.a0 ELEVATION DIFFERENCE = 57.OD URBAN SUBAREA OVERLAND TIME OF Fi�OW(MINUTES) � 4.847 *CAl7Ti0N: SUBA72EA SLOPE £XCEEDS COUNTY i�iOMOGRAPH bEFINIT20N. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRAT�ON ASSUMED A5 6-MIhFU'TE5 100 YEP.R RAINFALL INTENSITY(II3CH/HOUR) = 6.559 SUSAREA RiJ3�iOFF { CF5 )= 6. 8 0 "TO'I'AL AREA ( ACRES ) G 0. 2 7 TOTAL RUNOFF ( CFS )� 0. 8 p :*t+*�t**f+*********w,t*rr**,r*r.*f*t,r****tf+**++,r,r+*t+*,r,r.r:*+�ff*+*f*t,t++ts:ft FLOW PRDCESS FROM �IODE 19.20 'TO NODE 19.30 I5 CODE = 51 ---------------------------------------------------------------------------- »>syCOMPUTE TRAPEZOIDAL CHANNEL FLOW« «< n>n»'T'RAVELTIME 'I'HRU SUSAREA (EXISTING ELEMEN'1') «<a¢ =c_=-=c��aaeer�ucacc==�=cvnaa��aaa�caoaaa==---�=c=--�a��va��aznvcaaa�uc¢n ELEVATION DATA: UPSTREAM(FEET) = 26D.Q0 DOWNSTREAM(FEET) = 218.40 CHANNEL LENGTH THF2U S�BAR�A{FEET} � 154.00 CHA.NNEL SLOPE = 0.2727 CHANNEL BASE (FEE'I') � 0. 00 "Z" FACTOft = 1.250 E�fANNTNG'S FACTOR a 0.4�5 MAXIMLTM AEP'I'H{FEET} � 1.00 CHAN23EL FLOW THRU S[TBAREA ( C�S } s D. 8 0 FLOW VELOCZTY(FEET/SEC) a 10.95 Fi,OW bEPTH(FEET) � 4.24 TR.AVEL TIME(MIN.) a 0.23 T'c(MIN.) � £.23 LdNGEST FLOWPATH FROM NODE 19.20 TO NODE 19.30 a 329.00 FEE'F. +f,rr�*f++t+*:f+**+tt*+*t*****+,r,r*****w,r*w*«*,r**srs�*,t**tr.t**+*+**,rt**+t+*:,rt*+. FL(3W PROCESS FROM NODE 19.30 7�'O NOAE 19.30 I5 CODE o 8}. • ---------------------------------------------------------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOWt« « �aaa=cn=aa��ca=�c=---c�aaaasaaQa::ccaa:aca----=----=�a==accvnaaa==�v==c=c=� 100 YEAR RAIidFALL INTENSITY(INCIi/HOUR) = 6.399 RUR.AL DEV'�T,bPMENT RUNOFF COEFFICIENT a.450� SOIL CLASSIFICATION 25 "D" S. C. S. CLTRVE i�IUMSER {AMC I I} = 8 7 SUSAREA AREA(ACRES? = D.5b SUBAREA RUNOFF(CFS) = 1.61 TOTAI� ARFA{ACRES) = 0.83 TOTAL dtUNOFF (CF5) = 2.41 TC{MIN) = b.23 -_____a�acccnxa�ucoa=v==a�v=a�aa�ccaaa��a�aa3accc=---c�==-vaaa�s::zocaaaavca EI�FD OF STUDY SLTMMARY : 'FOTAL� ARFA(ACRES} � 0.83 TC{t9IN.) � 6.23 PEAK FLOW RATE(CFS) m 2.41 _--====v-__==--:��aacT-vv=o^v-v�c===-�a��a=cavca:sc---c=a===�acs=-eao��aas�e ____=====cnn-n:caoacc=�=======�sam=aaa��vaz:aava�==--_--=--aaaavas��c¢na�c=� END OF RATIONAL METHOD ANP,Z,Y3IS . i.*t*t,****t�***}***.***�*.t****.t**�*******�w***********�*.********�*.****** RATIpN'AL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN llIEGO COLFNTY FLOOD CONTitOL DISTRIC�' 1985,1981 HYDROLOGY MANUAL ic} Copyright 1982-2001 Advanced Engineering Software iaes) Ver. �.5A Release Date: O1/O1/2001 License ED 1509 Analyeis prepared by: Project Design Coneultants 701 B 5treet,Suite 800 San Diego, CA 921.01 619-235-6477. **,r►*w,r***ws*+*r.++*rw*:*+t DESCRIPTION OF STCTDY +**�,*a****�***wx**,rx**++** * Bresei Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology - * * D28 * t******x�,**r*w**w,t,t**t,r*t***t*t***:*+**,r.*:,e,r++**s:�*t***i**+********a,t**r FILE NAME: C:\2244\D20.DAT TIME/DATE OF STUDY: 15:21 06/10/2042 USER SPECIFIED HYDROLOGY ANA HXARAULIC I�ODEL I�IFb12MATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO I�4ANf7AL CRTTEREA � USER SPECYFTEb STORM EVENT(YEAR) a 100.Ofl 6-HOUR Di3RATION PRECYPITATION (INCHES) = 2.600 SPECIFIED MINIMUM PIPE SIZE(INC7d) Q ].8.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAI�} TO USE FOR FRICTIOid SLOPE ¢ 0.85 SAN DIEGO HYDROLOC�Y MANiJAL "C" -VALUES iJSED FOR RATIONAL t+fETHOD NOTE: ONLY PEAiC CONFi,�NCE VALUES CONSIDERED *USE32-DEFiNED STREET-SECTIONS FOR COUPLED PIPEFLOW P,ND STREETFiOW MODEL* i3ALF- CROWN TO ST'REET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / Oi.Ji'-/PARIC- HEIGHT WiDTH LIP HIKE FACTOR N0. {FT) (FT) SIbE / 53DE/ WAY {FT) {FT) (FT) {FT) (n) ava :eeoa a�a�¢=e-c ----�eseaav�ssaaeea �aa��a o�a�t =c==== �aa�e aaa�env 1 30.0 20.0 0.018/0.018/0.020 0.67 2.D0 0.03J.2 0.167 0.0150 Gi,OBAL STREET Fi,OW-DEPTH CONSTRAINTS: 1. Relative F].aw-Depth = O.OD FEET as (Maatimum Allowable Street Flow Depth) -(Top-of-Curb} 2. (Depth)*{Velocity) Constraint = 6.0 (FT*FT/S} *STZE PIPE WITH A FLOW CAPACITY GREATER TFiAN OR EQUAL TO THE 1JPS'i'RE.n.M TRIBUTARY PI PE .* :t.*�++*tr****+*****�*a*,r*****«,r,r******+,r,r*****+tt**#*t+**++**tt**+*t*f*,r*** FLOW PROCE55 FROM NODE 20.10 TO NOAE 20.20 IS CODE = 21 »»>RATY02+iAL METHOD INI�'IAL SUBAREA A3�iALYSiSccc<c c=a===�ecvc¢aaaaa�c==cca-a===�v�-na�aut====c�=aaaaa�c�naacacc---��--c=a�a==c RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 BOIL CLRSSIFICA?'ION IS "D" $.C.S. CURVE NUMBER (AMC IIy = 87 � • INITTAL SUBAREA FLOW-LENGTH = 60.D0 i)PSTi2SAM ELEVATION � 2 6 0. 0 0 DOWNSTREAM ELEVATION � 240.00 ELEVATION DIFFE32ENCE � 20.00 iFRBAN SUBAi2EA OVERLAND TIME OF FT�OW (MTNUT�$� = 2. 816 *CAUTION: SUBAREA SLOPE EXCEEAS COUZ±TY NOMOGRAPH DEFINITION. EXi'RAPOLATION OF NOMOGRAPIi USED. TIME OF CONCEN'i'RATION ASSUMED AS 6-MINUT�S 100 YEAR RAINFAI,L I23TEN5ITY(INCH/HOtIR} = 6.553 BUBARFA RU2dOFF(CF5} a p.�g TO'I'AL AREA(ACRES) s 0.06 �'O'T'AL R[T2d0�'F(CFS) � 0.18 *++�********w,r,t*t*r+*tt*t**+***ttif**+++***,t*�*s.***�*aw,r**ww**tr*tr,t****�vrw�,r** FI�OW PROCESS FROM NODE 20.20 TO NODE 20.30 IS CODE = S1 ---------------------------------------------------------------------------- » » >COhSPUTE TRAPEZOIDAL CHANNEL FLOW<aa « » » >TRAVELTIME THRU SLJBAREA (EXISTING ELEMENT)cc� « =-=�=cc¢�aa��c=-a�a::��c=acc====-=---vaaaasaaacac=-�o--aaae:��vc�:ccav:az�av ELEVATION DATA: UPSTREAM{FEET) � 240.Q0 DOWNSTREAM(FEET) a 218.00 CtiP.NNEi, LEt�IIGTH THI2U SUBAREA(FEET) G 109.00 CiiANNEL SLOPE � 0.201B CHANNEi, BASE(FEET) a D.flO "Z" FACTOR = 1.250 MANNING'S FAC'i'OR = Q.015 MAXIMUM DEPTH(FEET) z 1.00 CHANNEL FLOW 'i'HRU SUBAi2EA(CFS) = O.iB FLOW VELOCIT'Y (FEET/SEC) = 6. 48 FF�OW DEPTH {�fiT) � q. 15 TR.AVEi, TiME (MiN. }- 0.28 Tc {MIi3. )= 5.28 LONGEST FLOWPATH FROM NODE 20.10 TO NODE 20.30 � 169.40 FEE'i. *+t*r*t+++:.++********,r**w,t***tr*****.tt***f+,r**w+t�*t+*********rw*ve*,rw**xw*w � FLOW PROCE55 FROM �70DE 20.3a TO NODE _-_-20.34-IS_CODE a B1 »»>ADDITION OF SiTBAREA TO MAINi,INE PEAK FIAW�c«< _=-===ce:acc=---��--��scc��c=�---'.�--=-a��vaaaac=------�vcc:�ocac�=��assc--- 100 XEAR RAINFALL IN'PEN52TY(INCH/HOUR) � 6.369 RURAi, bEVELOPMENT RUNOFF COEFFYCZENT = .45fl0 SOTL CLASSIFICATION 25 "D" S.C.S. C[TRVE NCFMBER (AMC II) = 87 SUSAREA AREA(ACRES) = D.20 SUBAREA RiTNOFF(CF8) = 0.57 TOTAL Ai2EA(ACRES) e 0.26 TOTAL, RLTNOFF(CFS1 = Q.75 TC{MIN} � 6.28 ====anvca�v�a�======�aa�a�a:as�cc�=a----e=n=nvcaa�a�ac===�=�=nna:acaaa:��:cc END OF STUDY 81JMMARY : TOTAL Al2EA fACRES) .� 0.26 TC (MIN. ) � 6. 28 PEAK FLOW RATE(CFS) a 0.75 ac�==a---�cnasa�agc---------ca�aa�maaa=v�Q�=======aaa�av===�=__=====aaav=aaa a=v=c===ccvaauv�=�c====na�a�caccasoaa==--c-----�accaaco�======�aaa�aaa�ua:=a END OF RATIONAL METHOD ANAT,YSIS � . k*#t**�******w**t****t*#*#*#**i4*****f*f*i*lfwf**t*fk****#�**********#*****t RA�'IONAL METHOD iiXDROLOGY COMPUTER PROGRAt+f PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DIS'TRICT � 9 8 5, I 9 B 1 HXAROLOGY MAI�IUAL {c) Copyright 1982-20D7. Advanced Engineering Software {aes) Ver. 1.5A Release Aate: O1/O1/2001 License ib 1549 Analysis prepared by: Praject Design Consultants 701 B Street,5uite B00 San Diego, CA 92101 619-235-6471 *r***t+++**t*t****rw***r.** DESCREPTION QF STiTDY *e*f*t*i***t***a*******+*+. * Breesi Ranch - 2244 * * 106-Yr 6-Hr Browditch Hydrology * * D2Z * **f***.***,e+**+*fi*r*:*,r*****�r****,r*******,r**,r*****,r***;w*:**+***++**t**+* FILE NAME: C:\2244\D21.DAT TIME/DATE OF STUDY: 15:22 06/10/2042 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMA'i'dOPF: 1985 SAN DIEGO MANUAL CRITERIA � UBER SPECIFIED STORM EVENT(YF.P.R) = 100.00 6-HOiJR DURATIQN PitECIPITATION {INCFiES) = 2.800 SP�CIFIED MTNTMUM PiPE SIZE(It3CH) = 18.00 SPECIFIED PERCENT �F GRADIEN'i'S(DBCIMAI.) TO LTSE FOR FRECTION SLOPE = Q.85 SAid DTEGO HYDROLOGY MANLTAL "C"-VAL�UES USED FOR RATI023Ai� ME'I'HOD NOTE: ONLY PEAK CONFLUENCE VAI,UES CONSIDERED *USER-DEFINED STREET-SECTTONS FOR COUPLED PIPEFLOW AND STREETFLOW MppEL�' HALF- CRQWI3 'TO STREET-CR055FAI,L: C[J12B GUTTER-GEOMETRTES: MA2rNTNG WIDTH CROSSFALL IN- / OiFT-/PARK- HEIGHT WID�'H LTP HIKE FACTOR NO. (F'Z') (FT) SIDE / SIAE/ WAY (F3') (FT) (FT) {FT) (n) fSCC a6G66 �3LR----� SQ¢OIIZC��Ca�---� �--�-- -a6C6 ]LR4Gli- ---�- ----___ 1 30.0 20.0 0.018/6.018/O.Q2D 0.67 2.00 0.0312 0.167 Q.07.50 GL4BAL STREET FLOW-DEPTH CO2�ISTRAINTS: 1. Relative Flow-Depth = O.flO FEET ae (Maximum Allowable Street Flow Depth) -(Top-of-Curb) 2. {Depth)*'(Velocitiy) Constraint = 6.0 (FT*FT/S) *5IZ£ PIPE WITH A Pi,OW CAPACITY GREATER THAN OR E4t7AI+ TO �[7PSTREAM TRIBTJ�'ARY PIPE. * ,rw*****,t,t*rr#******:a**:t+****+*�************,r**,r**�**«**�*t*tf*,r****+++t+*** FLOW PR�CESS FROM NODE 21.10 T'O NODE 21.20 IS CODE = 21 n7a�n12A'TEONAL METHOD INITIAL SUBAREA ANALYSIS�c¢ « �===ccnnxscroaacc-====v=aac=n�s��:aaaaac�==-�------�-csoaaa�-v===v==vvn==c Fti7RAL DEVEE,OPMENT RUNOFF COEFFICIENT a.4500 SOIi CLASSIFICATION IS "D" S.C.S. CURVE NUMBER {AMC IT) � B7 � . INITIAI, 3UBAREA FLOW-LENGT'H = 54.00 U$STRF.AM E�'LEVATION o 260.00 DOWNSTREAM ELEVATION A 244.D0 ELEVATION DXFFERE2+iCE = 24.00 URBAN SUBAR�A OVERLAND TIME OF FLOW{MINU'I'ES) a 2.816 *CAUTION: SUBAI2EA SE,C�PE EXCEIDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATTON ASSLTMED A5 6-f+1INU'fES 104 YEAR RATNFALL INTENSITY{INCH/HOUR) = 6.559 S[TBAREA RUNOFF(CFS) a 0.21 TOTAi. AREA(ACRES) � 4.07 TOTAL RUNOFF(CFS) � Q.21 #*#**f*'k**ff ff *i*i*lrtklrN�'***�[***R***#*it##4**Rf t�kiit*ttt4ttfi*!ii*fi*!i[#iltt4kt FLOW PROCESS FRQM NODE Z1.2p 3'O NdDE 21.3D IS CODE � 51 ---------------------------------------------------------------------------- »»>COMPU'I'E TRAPEZOTDAL CHANNEL FLOW««< » »>TRAVELTIME THRU SUBAREA (EX25TING ELEMENT)c�c« aaaa¢a�aaa=--c=a=c��:oc�---------aa�=a-=�va��aaas�c-----a-ssvaa�:::�a�a-==aa ELEVATION DATA: UPSTREAM(FEET} � 240.OQ DOWNSTREAM(FEET), = 218.06 CHANNEL LENGTH THRU SUBAREA(FEETj = 109.00 CHANNEL SLOPE = Q.2018 CHAPINEL SASE{FEET} a D.00 "Z" FACTOR R 1.250 MANNING'8 FACTOR = 0.015 MAXIMUM DEPTH(FEET) � 1.00 CHANNEL FLAW THRU 5[JBAREA{CFS} � 0.21 FLAW VELOCITY (FEET/5EC) = 6. Bh FL�OW DEPTH (FEE'T) n 0. 16 TRAVEL TIME(MIN.) = 0.27 TC(MAN.) = 6.27 LONGEST FLOWPAfiH FROM I+iODE 21.io T'O NODE 21.30 = 169.00 FEET. **t*r***�*****+*:t+****«**t++,t****r********a**axk*,r*t**+,r*sf*+,r++:**r:+*+*** � Y_FLOW'PROCESS-FROl�1 NODE ---21-30`TOLLNODE---'T21'30-TS-CODE e 81 »>a>ADDITION OF SUBAREA TO I�{AINLINE PEAK FLOW«cc< aeac�ca�¢�c--v==c=na�a�c=====_-----es=-=�vaacnaa�cc=�---=---cnaaaa:vaa��a:c== 100 YEAR RAINFAE�L zNTENSITY(INCH/HOUR} . 5.378 RUR.AL pEV�LpPMEN'T RUPiOFF COEFFiCFENT = .4500 SOIL CLAS3IFTCATION IS "D" S. C. S. CURVE 23UMBER (At�fC I I) = 8 7 SUBAREA AREA (ACRES )= 0. 25 SUHAR�A RiFNdFF (CFS�)_ = 0. 75 T`OTAL AREA(ACRES) � 0.33 TO'TAL RUNOFF(CFS) � 0.95 i'C (MiN? = 6 . 27 • avccaa�cca-a--=----xn�naacaa�cacvv^�v-====c�-aavoaaaa=aa=-----�---aac�n�c�v� FNb OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.33 TC(Mit3.) a 6.27 PEAK FLOW RATE(CFS) = 0.95 ______36GlasCCaO�--------5]fG36SR43GPAiic___��_�__G�IIaa6isiQYO��_��----G_____G aC__�sQs0i6��OC��---12r==IItSSSiQCG��3O�----�----IILIISCi�3L0eC---��---L[66r�t0Qi END OF RATIdNAL M£THOD ANALYSIS u . ****#****t****++r*:*f***+****�********w***�w*�x**w*�xr**w*�**rwww*Ww******** RATI4NAL METHOD HYDROLO('Y COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLAGY MANTJAL (c? Copyright 1982-2d01 Advanced Engineering Software (aes? Ver. 1.5A 12elease Date: O1/D1/2001 Licenae ID 1509 Analysis prepared by: Project Design Consultants 70Z B 5treet,5uite 800 San Diego, CA 92101 639-235-6471 ,r*�r****tr*******:*t*+*r*►** DESCRIP'FION OF STUDY ****'*******'*****+rr*,r****** * Breaei Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D22 * ,r***********,r****,r++r***�r*+++t*:+*t*w**.***�*+*�.�*r**t****+************+** FILE NANiE: C:\2244\D22.DAT TIME/DATE OF ST'LTDY: 15:25 06/10/2002 ------------------------------------___-_-----___---------------------------- USER SPECIFIED HYDROLOGX RND FiYDRAiTL�C MObEL INFORMATIOI3: ---------------------------------------------------------------------------- 1985 SAN DIEGO MAN[IAL CRITERIA � USER SPECIFIED STORM EVE2+i'I' {yEAR} � 104 . 00 6-HOUR DURATION PRBCIPI'FATION (INCHES) � 2.BOb SPECIFIED hfINIMiFhE PIPE SIZE(INCH) = I8.00 SPECIFIED PERCENT OF GRP.DIEN'i'S {DEC2MAT�) T'O iiSE FOR FRICTION SLOPE = 0. 85 5AN DIEGO FiYDROLOGY MAt�FiJAL "C"-VALUES T3SED FOi2 RATIONAL ME'£fiOD NOTE: ONLY PEAK CONFLUEI3CE VALL7ES CONSIDERED *USER-DEFINED STREET-SECTIONS FOR CQUPLED PIPEFIAW AND STREETFLOW MODEL* 4iALF- CROWN TO STR.EET-CROSSFALL: CURB GUTTER-GEQMETRIES: MANNING WIDTH CROSSFALL IN- / OLTT-/PARK- HETG31i' WIDTH LIP HIFCE FAC'i'OR NO. {}�) {FT) SIDE / SIDE/ WAY {FT) (FT) (FT) (FT) (n) aaa ��caa -------cc aaaaaa:a¢o��aaacc= �_____ ____� aaac�� aaaac naa:�s� 1 30.0 20.4 D.018/0.018/0.020 0.67 2.00 0.031� 0.167 D.0150 GLOBAi STREET FI,OW-DEPTH CONSTRATN'E'S : 1. Relative Flow-17epth = D.00 FEET a� {Maximum Allowable Street Flow Deptil) -(Top-of-Curb} 2. (Depthl*(Velocity? Constraint = b.0 (FT*FT/S} *SEZE PIPE WITH A FLOW CAPACITX GREATER THAN 4R EQUAL TO THE i3PSTREAM TRIBUTARY PIPE.* +r***t*�*,t�**wtr**x,r,t*iri.irtw*******f**+t**:++*:++***:tw*��***+ir***�*,t********,t FLOW PROCE55 FROM NODE 22.10 T'O NODE 22.2D I5 CODE = 21 ---------------------------------------------------------------------------- »»>32ATiONAI, METHOb INITIAT, SUBAREA ANALYSISc«« -�__=��:�aac==-=---t�c=�-c�ce�:��ava:c�a=oasRc---=-====cc===xaaaa��cv::r�c�� RURAL DEVELbPMEN'I' RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION I5 "D" S. C. S. CURVE A3TJP4BER ( AMC I I} = 8 7 �1 �� . iNITIAL SiFBAl2E,A FLOW-LEI+7C3TH = 125.00 L7PSTREAM ELEVATIO�I = 300.60 DOWNSTREAM ELEVATION a 258.00 ELEVATION DIFFERENCE a 42.Op URBAN SUSAREA OVERLAND TIM� OF FF,UW(MINLiTES} � 4.054 *CAUTION: SUBAREA SLOPE EXCEEAS COUNTX NOMOGRAPH DEFINITION. EXTRAPOE,ATION OF NOhiOGRAPH IDSEi}. TIME OF CONCEPFTRATION ASSUMED AS 6-MINUTES 104 YEAR RAINFALL IDTi'EI3SI�'Y ( TNCH/HOUR) m 6_ 559 SUBAREA RUNOFF(CFS) � 0.24 TOTAL AREA(ACRES) = 0.08 TOTAL RUNOFF(CFS) a 0.24 ****«*,r,r,r,r****r+****t.t**+*t.++*tt*fff.+*+.*::*tff;t+t�*++***�i�f*+*+*f*t,.*. FLOW PROCESS FROM NODE 22.20 TO PIODE 22.30 I5 CODE = 51 ---------------------------------------------------------------------------- >n»nCOMPU'FE TRAPEZOIDAL CHANNEL FLOWccccc »»>TR.AVELTIME TFiRU SUBAREA (EXIST�2�fG ELEMENT} �«« �aaeac��c---�vaa:�c==c�c---��--===�=c--�ta�==�=accauv�aa��cae=a��==-- ELEVATION DATA: i7PSTREAM(FEET} 0 258.00 DOWNSTREAM(FEET) = 256.00 CHANNEL LE2+iC3TH THRU SUBAREA(FEET) R 155. DO CHANAiEL 5L(}PE a 0. 012i CfiANfTEL 9ASE (FEET} � 0. 00 "Z" FACTOR a 1. 250 MAPINING'S FACTOR a 0.015 MAX�ML7M DEPTH(FEET} = 1.OD CHANNEL FLOW THRU SUBAREA{CFS) = 0.24 FLOW VELCICIT'Y(FEET/SEC) = 2.45 FLOW DEPTH{FEET) � 0.28 - TRAVEL T�ME(MIN.) = 1.12 Tc(MIN.} a 7,1z LONGEST FLOWPATH FROM NQDE 22.10 TO NODE 22.30 s 290_00 FEET. .::*+.*sft**f+*+�**,rvr*«w,tw**t**�***tr,t*,t,t***r**tr,t*s*•*t+t****+*,r***t**::*t*+** � __FLOW_PROCESS+FROM'�IODE^-_--22.30-TO-NODE--'--22.30_IS_CODE n B1 »>7>AI}DITION OF SUBAREA TO MAY2dLINE PEAK FLOWt«« ��aaa�a=3a=--��a�a�cco�ac.--vRgc��=��a=�---co=---c=a=�aa�va�aaaaaaaa��vcaaam 100 YEAR RAINFALL ENTENSITY(IPICH/HOUi2) = 5.873 Ri112AL DEVEiOPMENT 32UNOFF COEFFICIEN'� _ .4500 SOIL CLASSIFICATION IS "D" S. C. S. CLTRVE NLiMBER {p,M� II )= B7 SUBAREA AREA(ACRES) � 0.30 SiTBAREA RUNOFF{CFS) = 0.79 'I'OTAL AREA(ACRES} � . 0.38 TOTAL RUNOFF(CFS} - �.03 TC(MiNy n 7.12 ��av�acc¢oII « ��====avaa�v�aaaa�va=aacamc��ama�ac-=acc----v��-navvc=�-=�vrs�== END OF STiTAY 3UrII�SARY: � TO'i'Ai� AREA(ACRES) a D.38 TC(MIN.) = 7.�2 � PEAK FLOW RATE(CF5} Q 1.03 . �ac===-�in:3caov�c�===a=�=�ceana:�aav�e=�c�aa�=ca�vncc-�=�¢cc�==cccc==�=-�__ i va��==anaaac�c�=======aavamva�a:aaa�aaaca�aaev�aaaanaa=--c-=a===�c=------=__ END OF RATEONAL METHOD ANALYSTS ` J � **+*******#*�#*f**k*wtR*}#***##tt**ft�#****t*##*+t**t**4ff**ifftfff***!*tt** RATIONAL ME�'FiOD HXAROLOGY COMPUTER PROGRAM PACKAGE Reference: 5AN DIEGO COUNTY FLOOD CONTROL DIBTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-20o1�Advanced Engineering So�tware laes? Ver. 1.5A Release Date: D1/O1/2001 Licenee ID ].509 Analysi6 prepared by: Project Design Coneultante 701 B Street,Suite B00 5an Diego, CA 92101 619-235-6471 r,:*t,r*r,r****+*t**t,t*�t***** AESCRIPTION OF STUDY +*+**+:*��*+**tt*�****rrtf * Breesi Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydrology * * D23 * ****,r,t**#:t+,r***•+tt**+**t*+*s,**t***vrx«w*,t,t,r****,tvr***+*:**+t**::*a***,rr**+ F�LE NAME: C:\2244�D23.DAT TFT+fE/DATE OF STiJDY: 25:27 06/i0/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYD320LOGY AtdD HYDRAULIC MODEL INFORMATION: 1995 SAN 17IEG0 PEANI7AL CRITERIA . USER SPECIFIED STORM EVE23T(YEAR) = lOQ.00 6-HOUR DURATION PRECIPIT'ATION (II3CHES) � 2.800 SPECIFIEA MINIMUM PIPE SIZE(INCH} = 18.00 SPECIFI�D PERCENT OF GRADIENFS{DECIMAI.) TO USE FOR FRICTTON SLOPE = 0.85 8AN DIEGO HYDROL�OGY h4ANIIAI, "C" -VAi,UES USED FOR RATTONAL ME'THOD NOTE: ONLY PSAK CONFLUENCE VAI,LTES CONBIAERED *USER-DEFINED STi2�ET-SECTIdNS FOR COUPL� PEPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO S'£REET-CROSSFALL: CURB GUFTER-GEOME'FRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDT'H LIP HIKE FACTOR 130. (FT} (F3') SIDE / SIDE/ WRY (FT) {FT) (FT') {�T} {n) ___ =a�-� oa¢c----� �c�aea�coaaa:�3ca c==�cc �a�-= raa��a csso� ==��T= 1 30.0 2D.Q 0.018/O.O1B/U.020 8.67 2.40 0.0312 0.157 0.0150- GLOBAL STREET FLOW-DEPTH CONSTRAINFS: 1. Relative F�ow-Depth = O.OD FEET as (Maximum Allowable Street Flow pepth} -{Top-of-Curb) 2. {Depth)*(Velocity} Conetraint = 6.Q {�*�/S? *SIZE PIPE WITH A FLOW CAPACITY GREATER 'FHAN OR EQUAL TO 'i'HE iJPS'I'12EAM TRIB[J'i'ARY PIPE. * **x*wr,rwvr*�***+r:+*.,r:*t+*:*+****�*:**,�*�t***,ra***w*«*w,r«*wf*,rt*****f******:f FLOW PROCESS FROM NODE 23.10 TO NQDE 23.20 IS CODE = 21 ---------------------------------------------------------------------------- »>nnRATTONAL METFiOD INITIAL SUBAREA ANALYSISa«c� c�=c=_===��vaaacc�=�c�--��c=��v��vcsaa��aaac====-==-�cc��:accccc=�=��_�_ RT3RAI� DEVELOPMENT RL�I6FF COEFFICIE�i'I' �.4590 SOIL CLA55IFICATION IS "A" 5.C.5. Ci7RVE NUMBER {AMC IT) = 87 • � INITIAL SUBAREA FLOW-LENGTH � 94.40 UPS'F'12EAM ELEVATION = 30D.00 DOWNSTREAt9 ELEVATYON = 258.OQ ELEVA'TYON DIFFERENCE n 42.00 URBAN STBAREA OVERLAND TIME QF FLOW(MINUTES) = 3.083 *CAUTION: S[iBAREA SLOPE EXCEEI}S COi7�+ITY NOMOGRAPH DEFINITIO3d. EXTRAPOLATION OF NOMOGRAPH USED. TIME OF CONCENTRATION ASSUFlED AS 6-MFNiUTES l0a Y�AR RAIIdFAI,L INTENSITY(INCFI/HOUR} a 6.559 SUBAREA I2UNOFF(CFS) = 0.24 TO'i'AF� AREAiACRES} = 0.08 TOTAL RiTNOFF{CFS) = 0.24 *�*r**+*�*+**�*��x****,r**:**+***.*,r:�**+++*r:***+tf*wr+,r*******x*«w*,r**,rw*w* FLOW PROCESS FRaM NObE 23.2D TO NODE 23.20 IS CdDE s 51 ---------------------------------------------------------------------------- » »>COMPUTE TRAPEZOIDAL CHANNEi, FLOWc<c<c »>n�TRAVELTIME THRU SL7BAREA {EXIS�'INC3 ELEMENT} a«¢< 3OC��----C[�aaliilG�L3�=��msis0lC��-----�i't�_�_[IQ1l�tt6�IDAAIIF�----�----a�6a_¢_ ELEVATION DATA: UPSTREAM{�EET) � 258.00 DOWNSTREAM(FEET) = 256.00 CHA23NEL LENG'I'H 7'HRU SUBAREA(FEET) = 16B.00 CHANNEL SLOPE = 0.0119 CHANNEI, BASE(FEET) � 0.04 "Z" FACTOR � 1.250 MANNING'S FACTOR a 0.015 MAXIMUM DEPTH(FEET) � 1.00 CHANNEL FLOW THRU SUBAREA{CFS) � 0.24 FLOW VELOCITY(FEET/SEC) = 2.45 FiAW DEPTH{FEET} = D.28 TRAVEL TINfE(MIN.) � 1.Z4 TC{MIN.) a 7,i4 LONGEST FLOWPATH �'RO[�4 AIODE 23.14 TO NQDE 23.20 a 258.00 FEET. ********f*+.+*t*it***+***********,r*****t*t*ffft*r:+********r**t*******r***** � FLOW PROCESS FROM NODE --_23.30-TO-I30DE-_-__23�3D_IS-CODE = 81 »»>ADDITION OF SUBAREA T'O MAINLINE PEAK FLOW« «� -_��==-==cva:aac=------�m��rvoc��-----------�aaaasa===c==---a�c�aza�ca:�oa 140 YEAR RA3NFALL INTENSI'I'Y{INCH/HOUR) = 5_852 RUR.AL DEVEL�CfPMENT RiTNOFF COEFFICIk�7'P � .4500 SOIL CLA55IFICATION 25 "D" S.C.S. CURVE NUMBER (AMC II) = 87 SUBAREA AREA(ACRES) = 0.30 SUBAREA RUNOFF(CFS) � 0.79 TOTAL AREFI (ACRES) = 0. 38 TOTAL RLTNOFF (CFS) � 1. D3 TC(MIN) = 7.14 ' -��a�c---��abz��ac=---ece�x�¢caaa�c�-c�=�=---�eavaaa¢z¢�ac�---�==�=�vaa==- END OF STUDY SUMMARY: TOTAI, AREA(ACRES) a 0.38 TC(MIN.) a 7.14 PEAK FIAW 1ZATE{CFS) � 1.03 avcaa�=a====�==ai�ovIIac�---v=vca�aaccn�a:aacc�---=====aaaveaac=�=�a-v====a==- ==�az�=---sx�===cawacc�---�----�maa�vac=aac��-----c-�soQaca�c-----�---��acv�= ENb OF RATIONAI, I�SET'HOD ANALYSIS r � u � ****�****s*+++*tf**t+**w***+********x�*wtt*r***************tw**wr*****rW�*w* RATIONAL METHOD HYDROLOGY COMPU'iER PROGRAM PACKAGE Reference: SArI DIEGO COUNTY FLOOD CONTROL DISTRICT 19B5,1981 HYDROLOGY MANUAL (c) Copyright �982-20Q1 Advanced Engineering Software {aes) Ver. 1.SA Release Date: O1/O1/2001 License ED 1509 Analyeis prepared by: Project Design Consultants 701 B Street,Suite B00 San Diego, CA 92107. 619-235-5471 *****x*w,r,t**w**t+**:***+f* DESCRIPTION OF STUDY ****a***,rw**,t,r***,r,►*k,�*w** * Bres�i Ranch - 2244 * * 100-Yr 6-Hr Browditch Hydro�bgy * * D24 • +rft*w*****s,*****srw***+rtt**f+t****r*****e*+f*:**f+++*�*********ta*,r******* FILE NAME: C:\2244\D24.DAT TIME/AATE 4F STUDY: 15:30 46/10/2402 ---------------------------------------------------------------------------- USER SPECIFIED HYDROi,OGY ANA HYDRAULZC MODEL TNFORMATION: ---------------------------------------------------------------------------- 1985 5AN DIEGO MANUAi� CRTT'ERIA � USER SPECIFIED STORM EVENT{yF.AR) � 100.00 6-FipUR DiJ32ATION PRECIPITATION (INCHES) = 2. S00 SPECIFIED MII3IMUM PIPE SIZE(INCH) = J.8.00 SPECIFIED PERCENF OF GRADIENTS(DECIMAI,) TO USE FOR FRICTION SLOPE = 0.85 SAid DIEGO HYDR4LOGY MANUAL "C"-VALUES USED FOR RATIONAi MET3iOD NOTE: ONLY PEAK CONFLUENCE VAI�C7ES CONSEDERED *USER-AEFINEb STREET-SECTIONS FOR COUPLED PIPEFLOW P,2dp STREETFLbW MODEL* HAI��'- CROWN TO SfiREET-CROSSFAI,L: CURB C3U'T7'ER-GEOMET32IES: MAidNING WIDTH CROSSFALL IN- / DU�'-/PARK- HEIGHT WIDi'H LYP HIKE FACTOR NQ. (FT) (FT} SFDE / SIDE/ WAY (FT) (F�') (FT} {FT} (n) . v-= v=vva aaacc=--- v=_-naacaasaa¢o�m v�3caa va��= �amaa� a��:� �aaaQaa 1 3p.0 20.0 0.418/0.018/0.024 D.67 2.00 0.0312 0.167 0.0150 GLOBAL� STREET FLOW-DEPTIi CON3TRAINTS: 1. Re�ative Flow-Depth = Q.00 FEET as (M�imum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*{�elocity) Constraint a 6.0 (FT*FT/S) *SEZE PTPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL Td THE UPSTREAM �'RISUTARY PIPE.* +**:***3.++*f�+*****aw*,r«,tw**w*,t**tr*+*t,t***+++*#*ft**+**.*.:tt+************* FLOW PROCESS �'ROM NODE 24.1Q TO NOAE 24.20 I5 CODE o 21 ---------------------------------------------------------------------------- » »>RATIONAL MEi'HOD INITIAL $UBAREA ANALYSIS�a<c< oaoawc�a==aaacaa:a-==ca-----------rsscva-==vvaa:�aco��====c=�=��nca::vaca=c RUR.AL DEVELOPMENT Ri3NOFF COEFFICEENT = .4500 SOIL Ci,ASSIFICA'FION I5 "D" B.C.S. CLTi2VE NUMBER (AMC II) R 87 • � INITIAi, SUBAR.EA FLOW-LENGTH a 57.d0 UPSTREAE�S ELEVATTOt+Y = 240.00 DOWNSTREAM ELEVATION = 2iD.00 ELEVATION DIFFERENCE n 3D.00 URBAN SUBAREA OVERL�Ai�TD TIME OF FLOW(MINiJ!'ES) � 2.357 *CAUTION: SUBAREA SLOPE EXCEEDS COUN3'Y NOMOGRAPH DEFiPFITION. EXTRAPOLATION OF A10MOGRAPH USED. TY[+'iE OF CONCENTRATIOFI ASSUMET] A$ 6-MTNU'PES 100 YEAR RAINFALL iNTEN5iTY(INCH/HOUR) = 6.559 SUBAi2EA RUNOFF{CFS} = 0.15 'i'OTAL AREA(ACRE$) = 0.05 TOTAL RUNOFF(CFS) = d.15 �F�rit******##*+**+►t*it***I�iriciri**�F**�k**t*3arf***�lr*sk*�lr***t�r**�lc�/riksk**+ir*�F**ir�k*t*i*iF* FIAW PRQCESS FROM NODE 24.20 TO NODE 24.30 IS CODE a 51 » » >COMPITTE TRAPEZOIDAL CHANNEL FLOW¢« « »»>T12AVELTEME THRU SUBP.REA (EXISTING ELEMENT) ccc« ==�=a===acnasacnvaaa--a:�vscvmaQaaoaacva��sc��c¢�ru�===^_�______�====rs-ua�� ELEVATION bAT'A: UPS�'REAM {FEET) = 210. OD DOW23STREAM (FEET) = 192.OD CHANNEL i,ENGTH T}iRU SUBAREA(FEET) a 129.00 CHANNEL SLOPE = O.i395 CHP,NNEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = 0.015 MAXYMUM DEPTH{FEET) = 1.00 CHP.NNEL FLOW THRU SUBAREA{CF5) � 0.15 FI�OW VELOCIi'Y {FEET/SEC) � 5.40 FLOW DEPTH (FEET) a 0. 15 THP.VEL TIME(MIN.) � 0.40 Tc{MIN.) = 6.40 LONGEST FLOWPAT'H FROM NODE 24.10 TO NODE 24.30 = 196.00 FEET. �*�*i*+*******x**�***f*+t*t++*:t****+***:t+:*********�****+****+*�**+*:*t+t* FLOW PROCE55 FRqM 210llE 24.30 TO NODE 24.30 ES CODE = 81 � ------------------------------------------------------------------- »»>ADD2TION OF SUBAREA TO MAINLIPIE PEAK FLOW«c<c ___===-=c�a�c¢a�-v=v===aaae=-c�saa:aaaa��a��aaaaac--=c====-==a_==-=c=-c-v= 100 YEAR RAINFALL INTFNSI'�'X{INCH/HOUR1 a�.793 RURAL DE�JELOPMENT RUNOFF COEFFICIENT = .4500 SOIL CLASSIFICATION TS "D" S.C.S. CCTRVE NUMBER {AMC Id) = 87 $UBAREA AREA(ACRES) = 0.2D SUBAREA RUNOFF(CFS) a Q.57 TOTAL AREA{AC12ES} = 0.25 'I'OTAL� RUNOFF(CFS) a 0.73 TC(MIN) � 6.40 ---a�-----�v��3ascoc=�----�---�--��c=-x�naxca-aaeacr�zII�maac�-��_^====T� « � END OF STLTDY SUMMARY: TOTAL AREA(ACRES) = 0.25 TC{[�IN.} � 6.4p PEAK FLOW RAT'E(CFS) � 0.71 TsaosaTc--c--===�aa:�aa==ac=c==a=====------=====v===�aaa�a:mv:aavmaa�c=aacac� vv��c�--v^=�==c�caaaaa==a=�=====vt====-v�__=-==��ccv�saavaacn_a__._a=====^^__ END OF f2ATIONAL ME'T'HOD ANALYSIS r� �J � •iiii*iiif*ii**iii*******w**M*************************#*******#*##i#*####*�* RATIONAL ME'I'HOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: 5AN DIEGO COUNTY FIAOD CONFROL DIST'RICT i985,1981 HYDROLOGY MAN[JAL (c} Copyright 1982-2001 Advanced Engineering Software (aesl Ver. 1.5A Release Date: O1/01/2D01 License ID 1509 Analysis prepared by: Project Design Coneultant�s 701 B Btreet,8ua.te 800 San Diego, CA 92101 619-235-6471 y.*+r**:+**:+**t**+**w***,t* I7E5CRIPTION OF STUDY *�*****:***+*f:f*rr,rr*+**� * Bressi Ranch - 2244 * * 100-Yr 6-Hr Hrowditch Hydrology * * D25 * wwwr*tx,r****t***f*a�**a*+w*t*f,t***++**w***t**t*t*v,***w****,t*w*r***x,t***,r*,t,t FILE LIAME: C:\2244\D25.DAT ' TIME/DATE OF STUDY: 15:32 06/k0/2002 � ---------------------------------------------------------------------------- USER SPECIFIBD HYDROLOGY APID HYbRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANi7AL CRITERIA . USE32 SPECYFIED STOitt+f EVENF{ygpR) s 100.00 5-HOUR DURATION PRECIPITATIOI3 {INCHES) = 2.B00 SPECIFIED b4INIMUM PIPE SIZE{�NCH} � 18.00 SPECIFIED PERCENT OF G12ADIENTS(DECIMAI�) TO USE FOR FRICTIQN SLOPE a D.85 SAN pIEGO HYDROLOGY PlANL7Ri� "C" -VALrUES iFSED FOR RATIOI�AI� METHpD NOTE: ONLY P�AK CONFE,UENCE VAI,UES CONSIDERED �USER-DEFINED STREET-SECTIONS FOR COUPLED PIPBFLOW AND S'i'REETFLOW MODEL* FiAT,F- CROWN TO STREET-CROSSFAT�L : Ci]RB GUTTER-GEOM£TRIES : MANNINC3 WIDTH CROSSFA.i.L �N- / OUT-/PARK- HEIGH3' WIDi'H LIP HIKE FACTOR NO. (FT) {�'T} SIDE / SIDE/ WAY (FT) (FT) (FT) (F'i') (n) • a�� c=�-- -cc�a¢so�a c�G�acac-=--�c=-== a��=== aa�va ��c�a� -____ =�===ce 1 30.0 24.0 0.018/0.018/0.020 Q.67 2.00 O.Q3i2 0.167 0.0150 GLOBAL STREET FiAW-DEP'T'H C4NS�'RAYNTS: 1_ Relative Flow-Depth o o.aa FEET as (Maxirnum Allowable Street Flow Depth) -(Top-of-Curb) 2. (Depth)*(Velocity} ConstrainC = 6.0 (F3'*FT/S) *SIZE PIPE WITH A FLOW CAPACI'£X GREATER THAN OR EQUAL TO T'HE UPSTREAM TREBUTARX P�PE.* t**++*t*wtrtirw****,ts.t�tt**+**:t+******+*�r*:t,r*w*t*tf**ir+w�*****i.*�*+�*,t*irs�*w*,r,r* Fi,OW PROCESS FROM NODE 25.10 TO NODE 25.20 IS CODE = 21 ---------------------------------------------------------------------------- »»>RATIONAI, METHOb INI'FIAL SUBAREA ANALYSIS�«�� aaaa�a:c====o=--n7vvc�=aaavcoacsaaaac�ac=�Tct�====avaa�cna��ac�ca=a==cc-=a�= RURAL DEVELOPMENT RUNOFF COEFFICIENi' _ .4540 $QIL CLASSIFICA�'ION IS "D" S.C.S. CURVE NUMBER (AMC II) = 87 � � INITIAL SUBAREA FLOW-LENGTH a 62.00 UPSTREAM ELEVATION a 240.00 DOWNSTREAM ELEVA3'ION = 210.00 ELEVATION AZFFERENCE�a 30.00 iJRBAN SUBAREA OVEI2LAND TIME OF FLOW(MINLTTES} � 2.528 *CAU'FION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EX'TRAPOLATION OF NOMOGRAPH iJSED. TIME OF CONCENTRATION ASST.Jl+fED AS 6-MYNVPES 104 YEAR RAINFALL INTENSITY{INCH/HOUR} a 6.559 SUBAREA RLFfJOFF ( CFS � r 0. 3 0 TOTAL AREA(AC12ES) e 0.10 TOTAL RUNOFF(CFS) = 0.3a ******tt*:**tf*+tr****+.***w,r,rw,r,r,t**w***,t**t,t,t:t*,r*w*t+****y.****+,rt***+**fs+* FLC}W PROCESS FROM NODE 25.20 TC7 D30DE 25.30 IS CODE a 51 ---------------------------------------------------------------------------- » » >CQMPUTE TRAPEZOIDAL CHANNEL FLOWc«<t »»>TRAVELTThiE T'HRU SUBAREA (EXISTIDiG ELEMENT) cc<c< ��_=��.a�====��__=...:a�==��_____�====s�as�:a�na��==_______�________��___ ELEVATION DATA: L7P5TREAM(FEET) � 210.40 bOWNSTREAM(FEETf a 192.QQ CHANNEL LENGTH THRU SUBAREA(FEET) = 223.00 CHAN3�TEL SLOPE n 0.4807 CHANfFEL BASE(FEET) = 0.00 "Z" FACTOR = 1.250 MANNING'S FACTOR = D.015 hiP,XIMUM DEPTH{FEET} � ]..OR CH3INNEL FLOW THRU SUBAREA(CFS} = 0.30 FLOW V�LOCI'FY(FEET/SEC) = 5.32 FLOW DEPTH{��ET) n 0.21 �'RAVEL TIME (MIN. ) = D . 70 TC (MII�I. } = 6. 70 LONGEST FLQWPAT'H FR4M NODE 25.10 TO NODE 25.3D = 285.04 FEET. a*****,r*�r,r**«**r�+r*+*.**.**+***f***r************w*tr*,r******+***+*r.r#f*.+:+*+f . FLOW PROCESS FROM NODE --__25.30_TO`NODE__-__25^30_IS-COD� = 81 »a»ADDITIO�T OF SUBAREA TO MAINL�I3E PEA3C FLOW«c« a:ca�aaa�v---v==��aaa��¢xa=c=ac---�-c==-3�aaa��a:aca=---�------=---�Qaa==c�c �00 YEAR RAINFALL ZNTENSTTY(INCH/HOiFR) e 6.1Q9 RUR.P.L DEV�LOPMENT RUNOFF COEFFICIENT = .4540 SOIi, CLASSIFiCATION I5 "D" S. C. S. CURVE NLiI+BER { AMC I I) = 8 7 � SUBAREA AREA(ACRES) Q 0.36 SUBAREA 12UNOFF(CFS) = 0.99 TOTAL AREA {ACRES ) a 0. 4 6 'FO'TAi RUI30FF { CFS } a 1. 2 8 TC{MIN) = 6.7D • aa===aa:na�c---a==maa�aaaac�vaa�-vcva=v-==�===-a��a:sv�naaaav=va==---�cc---c END OF STUDY 5UMMARY: TOTAL AREA{ACRES} � 0.46 TC(MIN.) = 6.70 PEAK FLOW RATE(CF3) = 1.28 _ _ _ � _ _ = a E C = 6 i a B � a = _ _ _ _ _ _ _ _ = 6 6 6 6 �tQ � i a O A � _ ' = F = _ _ _ _ = _ = = = 9a a a a s i 3 � a C Ga � _ _ � �L = _ __ a� �___ a 6 C a Q 3 3�� ___�L ___ S[ Q t Q Q Q Q.:�II�� a�__ �_�___� G a E 3 Q 62 a n a IIII �� a 6 C_ ____ �� ____ END OF RATIONAL METHOD ANALYSIS . � n u APPENDIX 7.2 BLADED SWALE CALCULAT�4NS � � BRESSI RANCH Jab. No. 2244A0 TEMPORARY BLADED SWALE DESIGN Area � Swale Swale Swale acres cfs Side Slo Width ft De th inches 1 2 2to1 4 �2 2 4 2to1 4 12 4 $ 2 to 1 4 i2 6 12 3 to 1 6 12 8 16 4 to 1 8 12 10 20 5 to 1 1 Q 12 12 24 5 ta 1 10 12 14 28 6 tp 1 12 12 16 32 8 to 1 16 12 18 36 8 to 1 16 12 20 40 8 to 1 i fi i 2 22 44 10 to 1 20 12 Notes: 1. Mass graded � is based on 2 cfs/ac (most conservati�e cts/acre from mass grading hydroEogy) 2. 5wa�e slope = 2% � CJ � Table Rating Tab[e for Triangutar Channel � Pro�ect DescnpUo�i Worksheet Swale - 196 Sbpe Fbw Element Trianpular Channel Method Manninp's Formula SaNe For Discharge Input Data • Mannings Cbeff�cient O.D25 Left Side 51ope 2.00 H: V Right Sk1e Sk>pe 2.00 H: V Attribute Mlnlmum Maxtrnian Increment s�g (tvtc� 0.010000 o.os0000 o.ai0000 Depth (ft) o.SO 1.p0 0.50 5bpe Qepth Discharpe Velocity Fbw Wetted Top (ftltt) (ft) (cfs) {ft/a) Area Perimeter Width (�l cn1 (n) D.010000 0.50 1.09 2.19 �.5 224 2.D0 0.02D000 0.50 7.55 3.1D 0.5 224 2.00 0.030000 0.50 1.90 3.79 0.5 224 2.00 0.040000 d.50 2.19 4.38 0.5 2.24 2.00 0.05D000 Q.50 2.45 4.90 0.5 2.24 2.D0 O.D10000 1.00 6.95 3.48 2.0 4.47 4.00 0.02D000 1.00 9.83 4.92 2.0 4.47 4.04 0.030000 1.00 � 2.04 8.02 2.0 4.47 4.00 0.040000 1.00 13.90 6.95 2.0 4.47 4.OQ 0.0.50000 1.00 15.54 7.77 20 4.47 4.00 � ProJect Engineer. Adolph Luyo C.lhaestad\fmw12244_bladedswale.tm2 Project Deslgn Conaultenta FlowMaster v6.1 [614p] 06/10/02 D8:27:04 PM m IiaestaB Methods, Inc. 37 Bropks�de Road Waterhury, CT 06708 USA (2D3y 755-1666 Pape 1 0� 1 Table Rating Table for Triangular Chanr�el �l J u C� Pro�ect Descriptlon Worksheet Swa1e - 3 l0 1 Side Slope Flow Element Triangular Channel Mett►od Manninp's Formula Splve For �isCY�ar9e Input Data Mannings Caefficient 0.025 LeN Side Slape 3.04 H: V Right Side Slope 3.00 H: V Attnbute Minimum lutaximum Increment Sbpe (HlFt) 0.010000 0.0.40004 0.610000 Depth (fl) 0.50 1.00 O.SU Sbpe Depth D�schar�e Veloclty Flow Wetted Top (tVft1 (fl) (ctsl (fVs} Area Perimeter Wfdth (ft� (R) (H} a.010DD0 0.50 1.71 2.28 0.8 3.1 fi 3.00 D.020000 0.50 2.42 3.22 0.8 3.18 3.00 Q.030000 p.50 2.96 3.94 0.8 3.1 fi 3.00 0.040000 0.50 3.A2 4.55 0.8 3.16 3.00 0.050000 Q.50 3.82 5.09 0.8 3.16 3.a0 DA 10000 7.00 10.85 3.62 3.0 fi.32 $.40 .020000 � .00 15.34 5.11 3.0 5.32 $.00 0.030000 1.00 18.78 6 26 3.0 6.32 8.00 0.04000D 1.D0 21.69 7.23 3.0 fi.32 8.00 d.O�MM 1.00 24.25 B.OB 3_0 8.32 6.00 • Pro�ect En0lneer; Adolph Lupo c:lhaestad5fmw12244_bkadedswale.tm2 Project Deeiyn Conaultants FlowMaster v6 5[614a4 06/1 O/R2 Ofi 28:00 PM m Haestad Melhods, Inc. 37 Bropkside Road Waterbury, CT 06708 USA (203} 755•1 B66 Page 1 0l 1 Table Rating Table for Triangular Channel � Pro}ect Descnptfon Workshaet Swale - 5 to 1 5fde 51ope Flow Element Trian�ular Channel Met}'iod Manning's �orrnula Solve For Discharpe Input Data Manninqs Coetficiant D.025 Lett Side Slppe 5.00 H: V RiQht Side Slope 5.D0 Fi : V • Apribute Mlnlmum Maximum In�rement Sbpe (iV�) 0.010000 0.050000 0.010000 Depth (ft) 0.50 1.D0 0.50 Slope Depth Discharpe Velocity F7ow We�ed Top (ftltt) (ft) (cfs) (ffls) Area Perimeter Widih (�� (K1 tn) Q.O10000 0.50 2.91 2,33 i.3 5.10 5.00 Q 020000 0.50 4. 5 2 3.29 �.3 5.10 5.00 0.030000 0.50 S.O+I 4.03 1.3 5.10 5.D0 0.040000 0.50 5.82 4.6fi 3.3 5.10 5.00 Q.O50000 0.50 6.51 5.2� i.3 5.10 5.00 Q O1000p 1.p0 18.48 3.70 5.0 10.20 10.00 a.020000 1.00 26.13 5.23 5A � 0.20 10.00 D.030000 1.00 32.01 8. . . . 0.040000 1.00 36.98 7.3$ 5.Q 7 0.20 10.00 a.os0000 i.00 a�.az s.ze 5.a �0.20 �o.00 . Project Engineer. Adolph Luqo ' C:1hae&tad11mw12244_bladedswale.hn2 ProjecS Design Canaultanls FlowMaster v6 1[6140] O6J10102 08:28 39 PM � Haestad Methods, Inc 37 Brookside Road Waterbury, CT 067D8 USA (203) 755-7666 Page 1 of 1 Table Rating Table far Triangular Channel • Project Description Worksheet Swale - 6 to 1 Slde Sbpe F{ow Element Trlangular Chan�el Method Manninq's Formufa SoNe For D�scharpe lnp�t Data Mannings Coefficient 0.025 Left Side Sbpe 6.00 H: V Right 51de 51ope 6.00 H: V • AttriGute Mlnlmum Maximum Increment Slope(tUit) 4.a100D0 0.05D000 a.oti0000 Depth {ft) 0.54 1.00 O.SQ Slope Depth D�Scharpe Velocity Flow Wetted Top (itlit) (ft) (cfs) (ftls) Area Perlmeter W�dth (n� (n) cn) 0.010000 0.50 3.51 2.34 1.5 8.08 6.00 D.D20000 0.50 4.96 3.31 1.5 8.08 6.00 D.D30000 0.50 6.07 4.05 1.5 6.08 6.00 0.0�30000 0.50 7.Q1 4.87 1.5 6.08 6.00 0.0,5000D 0.50 7.84 5.23 1.5 6.08 6.00 0.010000 1.00 22.26 3.71 B.D 12.17 9 2.00 O.D20000 1.OQ 3�.48 525 6.0 12.47 12.00 0.030000 1.00 38.56 6.43 6.0 12.1 12. 0.040000 1.OQ 44.52 7.42 6.0 12.17 � 2.00 0.050000 1.00 49.78 B 30 B.0 12.17 12.00 � Project Engineer Adolph �uqo t:� lhydraullca12244_bladedswale.im2 Project Uesign Gonsultants FlowMaster v6.1 [6140] Q6J101Q2 O6 45 5D PM � Haestad Methods, Inc 37 Brookside Road Watert�ury, CT Q6708 USA (203) 755-1666 Page 1 of 1 Tabfe Rating Table for Triangular Channel � ProJect Descnptlon Worksheet Swa3e - B to 1 5�de Slope Fbw Element 7risnpular Channel AAethod Manning's Formula SoNe For Discharqe Input pata Manninq� Coe�icient 0.025 Lefl S�e Slope B.OD H: V Rtqht 5ide Sbpe B.Oa H: V Atiribute Minhnum Maximum Increment • Slope (fUft) O.p10000 0.�50000 0.010000 Depih (ft) D.50 1.D0 0.50 Sbpe Depth Dfscharge Vebcity Ffow Weried 7op (tUtt) (ft} (cfs) (fUs) Araa Perimete� 11VIdth � (ft=? �k) Ift) 0.010000 0.50 4.64 2.35 2.D 8.06 8.00 D.020000 0.50 6.64 3.32 2.0 8.06 6.00 Q.030000 0.50 8.13 4.06 2.0 8.06 8.00 0.040000 0.50 9.39 4.fi9 2.0 8.06 8.00 p.050000 0.50 10.49 525 2.0 $.08 8.00 �.04000p 1.00 29.80 3.72 B.0 18.12 16.00 Q.02000Q 1.00 42.14 527 B.0 16.12 16.00 D.030000 1.D0 51.81 6.45 BA � 6.12 16.00 Q.04D000 7.00 59.60 7.45 9.0 16.12 16.00 Q.050000 1.D0 66.63 8.33 B.0 18.12 16.00 0 . Pro�ect Enpmeer: Adolph Lupo 1.\ ..lhydraulics12244_bladedswale.lm2 Project Design Cansultants FbwMasler vfi 1[8140) 06�10/02 06:44:D8 PM Q Haestad Methods, Inc 37 Brookeide Road Waterbury, CT 06708 USA {243) 755-1666 Page 1 of 1 Table Rating Table for Triangular Channel � • Pro�ect Descriptbn , Worksheat Swale - 10 to t Slde Sbpe Fbw Element Trlangular Channel lu9ethod Manninfl's Formufa SoWe For Discharpa Input Data Manning5 Coetf3clent 0.025 Left Side Slape 10.00 H: V Rlqht Slde Slope 50.00 H: V Attribule Minimum Maximum Increment s�o� {run� a.o�000a o.050000 0.o�000a aepn, �n� a.so i.00 0.50 51ope Depih Discharpe Velocity Flow Wetted Top (iVft) (ftj {ctsy (TUs} Area Penmeter Width i� (ft) (n) 0.010000 0.50 5.88 2.35 2.5 10.0.5 10.00 0.020000 0.50 $.31 3 32 2.5 10.0.5 10.00 0.030000 a.50 10.18 4.07 2.5 1p.05 10.D0 O.D40000 D.50 11.75 4.70 2.5 10.Q5 10.D0 0.050000 0.50 13.4 4 5.26 2.5 10.05 10.00 0.014000 1.00 37.32 3.73 10.0 20.1 D 24.00 0.02D000 1.00 5278 528 10.0 20.70 20.00 �...�--- 0.030000 1.00 64.64 6.46 7 0.0 20.10 20.04 0.040000 1.00 74.64 7.46 10.0 20.'10 20.00 o.ar�0000 i.00 aa.as a.sa aa.a 20.�o zo.00 . Pro�ect Enpineer Adolph Lupo ' c:rhaestad�fmw12244_bladedswale.hn2 Project �eBlyn GonsuNenta FlpwMaster v6 1[6140] 06�10l02 06�29 38 PM m Haestad Methpds, Inc 37 BrooScslde Fload Waterbury, CT 06708 USA (203) 755-1688 Pape 1 of 1 V � C� APPENDIX 7.3 RIP-RAP CALCULAT��NS � � BRESSI RANCH Job No. 2244.00 � RIP-RAP SIZING Using Permissible Velocity Chart and Regional Sid. Ch�vg No. D-44 Riprap Q�00 Velocity Rock Thickness Length Width Locatian Ditches Pi e cfs f s Class ft ft #t R2 D11D2 0.86 11.8 114 Ton 2.7 12 10 R4 D31D4 400 5.1 20.Q 1�on 5.4 12 �0 RS D5 1 11.7 114 �on 2.7 12 i 0 R6 D61D7 3.2 15.1 1 Ton 4.3 12 10 R8 D8 1.7 10.6 1/4 Ton 2.7 12 1 D R9a EkF�erte Existin 12 10 R9b D9 0.9 6.8 No. 2 Backin 1 12 14 Ri0 D10/D11 1.8 9.9 " Li ht 2 12 10 R12 Q12 3.4 'l0.9 114Ton 2.7 12 1Q R14 D13/D1a 10.3 16.5 1 Ton 4.3 12 12 Ri6 D15/�16 3.7 12.0 1/4 Ton 2.7 i2 10 Ri8 D17/D18 1.6 13.7 1/2 Ton 3.4 �2 10 Ri9 D19 8(i00 18 17.1 1�on 4.3 12 10 R20 D24/D2i 8100 20 19.� 2 Tan 5.4 1 a 6 R22 D221D23 820Q 7.4 15.2 1 Tan 4.3 1 U • 6 R24 D241D25 8300 22.2 6.0 Li ht 2 10 10 R2fi D26/D27 0.92 14.4 1/2 7on 3.4 12 10 R28 D2$/C)29 0.24 11.9 114 Tan 2.7 10 10 R30' D30/D31 0.15 8.5 Facin 1.4 10 10 R32 D32 0.59 14.0 1/2 Ton 3.4 12 40 Notes: . 1. Q100 and V10D are from the flowmaster output for tha ditch sizing or AES �ipeflow for pipes. - R4 riprap sized for ditch outlet �elocity in lieu of the D-41 outlet velocity. - R19, R20, and R22 sized for pipe outlet velocity in lieu of ditch outlet velociry. 2. Rock Class and Thickness per the perrnisslble velocity chart. 3. Rock C1ass determined based on higher valocity if two ditches and pipe combine at riprap. 4. Rip Rap length and width are from Std. D-40. C� � � . ,� `�`= PROJ�CTDE,SlGN CONSULTANTS Pl.ANN1NG �NGiNEERING SRIIV£Y1NG 707 B Street, 5uite 720, San Diego, CA 92]O1 (b19) 235-647� � • Fax (619) 23�4-0349 PA G6 OF JOB N0. DR,4WH BY DATE �: • r i � � :r.i. � ti i� � �� .�/ � �wi/ ��P.ti(`�_� � � �ES 1 C-T7 I�f ��i,- 5'V N S A�✓A � ' � SL61°�S C /N Tsr°-ioRi _ _ .-� -� �- --� wo�r �As� Bf�s�„/ s�86 � %�T7YL- Ml�S S G��7�7 !�!'i o c> = g�Z c�' f}ss t•.�.r� Tw e� o2iP�-f�'P D6 r,�,.� �R-�-��rS Ta Bo ��"� c y DFS � C_ T�i►-5 � r! � OR Z�� T�q}�%y .�n �•-� a r�c-�.�/z-s ?�i � � � BA-s .�/ /u �D Po � r� �r-� � � �� ., r � �: � �}- ' G�: �� "� C�5 � � �� . �� 1 �ss �-,�� 10 ' w� o� ,e��AP SE �na.� .t/orrrc�l b�a/.Z �c.�a = �n . � -�'-j, s f�r' Td � /e .�DO •- !. � (�e.fm , ss � � � ��c� �r � G1f�.�f'� us� 4�E�� c'��55 R�f'/z,�q-� T= Z.o � AATE �'vP�G+�-c- �u. �s�s ( �a�:�s ��.�v� �s ��. B.4�� on,' c�'c��s� �� r'v.�D��rron�. • Temporary Riprap at Desilt Basins and 2:1 Slope Tra�sitia�s Wor�csheet for Rectangular Channel . • r � u Worksheet 10' Wide Riprap Section Fbw Element Ractanpular Channel Method Mannlnp'e Formula Solve For Channel Depth Pro�ect �escription Input Data Manninqs CoeH�cient 0.040 Slope O.SOQ004 fUft Battom Width 10.00 ft �ischarge 2fi.00 c!s Results Depth Flaw Area Wetted Perimeter Top Width Critical depth Critical Slope V eloCity Vebcity Head Specific Energy Froude Number Flow Type o.�s n 2.5 ft= i 0.51 ft ao.oa n 0.58 ft 0.032209 fVft 102i 1Va 1.62 ft �.87 tt 3.57 Supercriticaf ?ro�ect Engmeer. Adolph Luqo c:lhaestadt1mw12244•riprap.im2 Projed Desls}n Consultenu FbwMaster v6.i f614a] y 1/20l02 04:58.52 PM O Haeslad Method3, In�. 37 Brooks�de Road Waterbury, CT 05708 VSA {203) 755-15fi6 Paqe 1 0l 1 .. � ! I 20D-1.7 c.r.�r;r�n of R1or'ee end EiISs�Blanket ��.� �� Teble 200-1.7 vd. � �'� Fl�� O�1 O/�2 OrL3 l�+icr -r s.o. �oo s.�..ao rn � a� ►+e. s .a sn6• ci o.a — � M ►�.. z i.o �n• e3 n.a. — � s�s � �a an• — a.a. — s.s�ii � 2.0 �• -- x�• — �-trr � T1. t1r13 11s R7 ]rr — Sf�' 3�lm � t-u2' r.e. Sy� yti S.a 1' -- YI' �AMD iW� , t'1R' ' �.�. �}�T � �.3 t-trr — rrrE s�.t� .rqre e 1T-�o 2 s.. r — rrPe s+xu TON B See 2Q0-1.6 5ee a]so 200-1.8 R Practica[ �c of this table is lia�ited to situatioru ►here �7" is less than ireide diametar. (tj Averaye v�locitr in pipe ar botta� vetocicr in erwer9y dissipater, whichever is preater. (2? If desired riprap md fi[ter blanlcet cl�ss Is not available, use ne�ct largrr elass. (3) Filter blanktt thickrrtss a 1 foot or •i", whichever is te3s. (R) Stardard Specific�tio�t for P�lic 41or�s Constrvction. �5� p,G. a Aisintegratrd Granite, 1!R1 to 1D MM_ P.B. � Proces6ed lS�scella�eous Base• Type 8= Type B 6eddir�p o�aterial, (minivun 75X cruehed partfcles, 100X passirg 214" ceeve, 7R�c passinQ 1■ sieve}. �6) Sand 75� rctairwxd on �Z00 sieve. S�CTIOM 2D1 - CdiCREiE, IIORTAR A1m RELAiEb MATERIALS 201-1 PORTLAl�D GEI�IEItT COQCRETE 201-1.1.2 1.e9..�e1 1lodify T�ble 201-1.1.2(A) as follars: (1) Revits: Concrete Pav�men� (not inteyral with curb) 520-A-2500 To itead: Goricrete PavemGnt inot integrRl vith airb). 520-G-2500 Cross Guttar erd Alley Aproru) 560-G-3250 (2) Reviae: Cur6, inteqrnl Curb end Pavman[, 520-C-2500 Gutter. Yalk, Allry Ilprorss 520-C-2500? To Read: Lia-b erd ctittar (ceperate or combined? 52Q-C-2S00 �nd Halks 52Q-C-25DOP (3) C1�arge caxrcte clasa for "sideh�ll Surface Drair►eye fac�{fties� fro� "506-C-2S00' to �520-C-2500'. (4) Charge concrete class for "Pipe Bedding and Erieasement, Arrhors md Shnat Blacks. ifall S�port for Pipt� from "450-C-2000=• to ��iEO'L'Z��w. 12 � � 1 • : "�4, 0 7.� i J � � APPEND�X 7.4 D-41 CONCRETE ENERGY DISSIPATOR CALCULATION � � �cr SUB.ECT PAG� QF P�ro jeCt D�eSZgrr, COrisultar�s PLAI�INl1VC BJVCIJV14ER11yC SURVEYIIVG � Na 70f "B' Streei, Suite 720, San Dugo, Ca 9210J 619•235•6�7! FAX 231•09�9 DRAMlV 8Y i i1-S i p�lECJ(FD 8Y —, �^'r�i�� B�-�.�/ DYr�'� - DATE D�1 �E �5�� 1�caPw � L,Q. �o��vey v�>P�ec�c r.�o,�=c� D_ si��-/ ��o o �o �y �� wP� sTb 3 84'^ � S••,iCE A�o� �rr cc�s �xa,ci�u.�� e+-�oc.va L/� P Gr Sa rx D� � o C�o vr� S�d p- 4� l/S� �c.c�J�1- S� 3 84— ! fT'S ��✓ lzI 1 PTt� �.�/ �o,�.�t ��2r: Ia. �, i, w= 4. � Do �,� p� s, Q� 4�0 � f 2z, s�'��-� �$� sao �S) uJ - �` L- z' H= r8 '� _.6u7"LF�r__v�oc.lry ��r2--�_✓l�__s �Lcr �, • �i�aM G/6-ve.� J0. /. Z Gl��.�/ = szx7/ �= 20, 8 �Gaw DF�� D✓�+e S�GL , D� =�, B� tc,e.r�. �,4c._ v�P r� � Ov TG F� Gc- o i,v ��f�- = Dc- x �.t/ - �, g x ?-4 = 67. z S� Du 77�� v� a c.c ry _ Sbv/ 67• z � 7-'� s � /� d �rL� ,e�P-R� � E s i6�✓ pb� S, D, r'R-is c. G w o-�.�7 �,�. �� u= 7. 4,�, s r�„/5� ✓A�v��j USG � G/�� je�P'�,GG�S 7�-= Z c� ' B�'�7�/ n! r' •' M/2FF-�! 70 c� x G� L�iiZ FA'S�! C d2 � ' � TtfrG< �/4 � �- / %z �� BA- 5� � ,e�l�- 2.� �� = 4 x D� =� a' o-� .f/ - � vs� ��/�rti = � � i PAGE QF P�+o ject Deszgn Consulta�ts PLLA►Nl1VG EIVGINEERII�G SURVa7'IAIC � �Q 70f "S' Stra�t, 5uite 720, San Fitgo, CQ. 92l0! 619•235•6{7f FAX 23a•0319 DRAMH BY DATF �cr ._,.��5 s• r1�vC.ff - _ c�cxm 8r a�rF scre,�cr � , B ,,.t oe,� .�� D— 4� r7F�i�-1 nw�/ Bi�s �„/ ay-TL� �Y �� 24/3a " av�z��i P,PF s � Q= �6o G�'s. �cPvi ✓�t.�T �,v i � Th� = ¢. 5� C 5 4'' ) �/S� �-4/ �� S�- �� Pi !'� t,t/ ._ / 3'—O '� LI_ '% �r'¢ r �_ Q _9 „ Mtl�'X Q � �q � c��s > /6 c7 r_ �s �.�C . L'ff�GK w� � G A- c c7G�.0 I��S i 6-�/ �� iG-U,� �o,i, i) � ,� , r�� +.✓ic�� .� �i, = ¢ � 3 Z '� = IZ. � � � �' � � �3.�� , ��,�.�,,•�;.1�� P�� D,a�-rr �'�-r es� 2�'�� 30 �, C� PA(� LiF Pm ject D�eszg�r. Consvltarits PLANAIIIVG ENCIN�'�RIAIC S[IRVa!'71VC J� NQ 70i "8' Streat, Sv.iLc 720, San Dicgo, Ca 92101 � fi19•295•6�Ii1 FAX z3�•0349 DRAMN BY DAIE �aa�'cr ss P.ff a�a�m 8r n,�r� sus.,�c� _,�ysr�� 4ao - ,r7-4� r�u rL�� _ _ S y S TF'��t 4�0 0 r ��Y� �/1�%��7 OISsl�%��le �l PFi 5 / �� ~ Qran =" I00 c�S (� Il S PF� D�4! srz7� Us� u� = 10'- 6 '� L'i�G�' D�S/e�r�/ c�v � T7� �r- 8 P�D 6��r� f�/-8 durP�� s� �v�4�.v�v� PA--�� G+¢L��-R r�s �. v�-�` = �a ' �!.� v SE 0- 4/ vi ,�.c �i•! 510 ,./ S � OvTZF�i� �/P _ ,�� ,��5 �cS�✓ OvT7�� vFir-a C-� yY O✓� �r� U S/ LC- �,eon�c �� o, i, z �/w = iod /�d, s= 9 s� s �t-ow �a�Tl� O�v� S � G L = 1, 9� � �� c,f � a.�e �D S�GL = a/r-� - /ao -- /•4xIo,S . �- 6�g � �i on� �,SL� Zc� a �/• -7 ��..�, s� � � c,� is i►/a . 3 ,BA-�x. �c�r � J� r��crs� TI.c' o �o�vN0,2A-�n/ S- � u T7�i� f1'�Tf�15 c��A-T7or1 ��4 f'� c�c/fl�3zr E') IZlP ,�-p . 5�� f�fl�s� e�•! Dow�/D�R'i�✓ OU Tz-F-�� U S� ��L T8n/ �rP�r?�P� �� PRO�ECT s�e�cr PACE QF Pro jeCt DeSign Consvltants P1.AIVNING BNGINaERlNC SURy6YI1VC � � 701 "S' St�Qt, Sv.itQ 720, 5art Dicgo, Ca. 82JQi 6!9•23S•6{71 FAX 23I•0949 DR11MN BY �/GSS % �G � G 1i��4 �7�c/yt1 /�'zc: � (�lECKID 8Y s YS r�r�t gc� s.� �-4 ! b--�¢ /�2 �y s r��_ 90 3� �/P� S ��'� ��, �L� �,� = �Z. L��'s . Us� D-- 4 i �,� � " �,o� v�.� = 6 '- 9 " f� - S r 3 • , L � 9'- a'� DA Tf DII IF M� Ct = 38 ��s > zZ.Z ��s c��C, C� C[-�� K ��S, 6-+-� t3,°�s� �...r L�P+N e.� L�r� � �� lo, �.,_ aZ�' p vV - �.-�Dr� w = 3•z � 2.0 � � `¢ , � � �� 5.,� � ��-�T'� o� � u5� �-4i �� s�G,�s� �I�Fc�oc,�r! o�.r� �n s��. '�c r�l f=t G, � o,, .•Z DG = 0��7� � R�R- =( o•��)( 6 �?S� = 4.�Z5 s� a -�� . 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' ' � . . . . � ' " "'_""..."" _'" '' '_' '_� ' ' • � . � � ! i t r ; � I � � � I � � il «. -w, � V,� 1 N : � .� S f� � I � r.l 1' . z � � �, � -� . i . ► c .'� + I � a v�� C n; � -� . lI '' y N �. �� L' i 1' J�r"�`Y`i' �ti ,i��i7�•i� �:7 m � „ .`.. : � T T � •K oi � � r � + ^� o r � � � r � ti r � ' w m N z Y c�i �� ' �/y �� V �• y � -*�r:'�� M ��« � ' . � Q O� �� ___�_� '° ` fl 0 i . = c � ° � . � � o ..,� a p n n o Q z � r� Q ��0�4 - m � �� d � t s r N T 9 2 � ) � y n � � � a � � t r � 9-�IIIA ] � Type Titie• Date Units' � 5hape� Slope Fbw (9) Vo Yo n Span Ye Fr No Resuirs: USBR 6 5ystem C00 �iza�az Engksh C�fCU�Of 0.38 i00 ff�ls 47.336 ft/s 0.950 ff .a� s 3.5 ff 1.028 ff 9.228 35.821 ff Ouflet V8loCiTy w W1 VY2 L �i L2 K� � H3 N4 Tl T'2 � i4 TS � ol�,�ESPo.�lD��1� D—�f CAuovT io'- `" D- / 6.854 ft15 1d.p00 ff �✓ 0.750 ft Tw 2.750 ff ' � 13.417 ft L s.�so rt � 9 7.b67 ff 6 �.�� ft - - -- H 3.750 ff ,[ �.�� ff d 4.167 ff 0.667 ft fa _ �, ,_� 0.667 ff �� 0. 750 ff � t {� o.c�� rt T.,`. 0.250 ff --- � 10'-b � s! yz � �;�1. �4'-a'" !o`—o" 8=a" , ,. s-o„ 3�—�� ,Y9 ,. $A . r0 �r � �� R��Z�� Us� D�-91 �w� ro'-�'"� � � 0 � � . • � APPEND�X S DETENT�ON BASIN CALCULATIONS �� RATIONAL METHOD FiYDROC'�l2APH P�20GRAM COPYRIGHT 1992 2001 RICK ENGINEEI2tNG COMPAfYY RUN DATE 11�7/02 HYDROGRAPH FILE NAME Textl TIiv1E OF CONCEfYTRATEON 15 MfN. •b u�7UR RAINFAL� 2.8 INCHES � AREA 149.1 ACRES k��OfF COEFFICIENT 0.7 PFAK OISCHARGf 463.2 CF5 11ME (MIN} fl 0 TIME (MIN) � 15 TIME (Mlf� � 30 nME (MII� = 45 11ME (MI� = 60 T1ME (MI1+!) � 75 11ME (MII� = 40 TiME (MII� = 105 TIME (MII� � 120 TIME (MI1� = 135 TIME (MII� - 150 i1ME (MIN) = 165 FIME (MIN) = 1 BO FIME (Ml�f} = 195 T1ME (Mlf� = 210 T1ME (MIN) a 225 T1ME (MITJ} a 240 T1ME (MITJ} 0 255 FIME (MIN) a 270 T1ME {MI�I} a 265 T1ME {MIIJ} = 300 T1ME {MII� = 315 AME (MIM = 330 TiME (tvflM � 345 TiME (Ivfll� = 36D T1ME (MI(V} = 375 DISCHARC'E (CF5} = 0 DISCNARGE (CFS7 � 18.1 DISCNARGE (CF� = 19.2 DISCHARGE (CF� = 20.5 DISCHARGE (CF5} = 22.1 DISCHARGE (GFS} 0 24 DISCHARGE (CFS� = 26.4 DISCHARGE (CF� = 29.5 DISCHARGE (CFS7 = 33.9 DI5CH.412Gf (CFS� = 44.3 DISCNARGE (CFS� a 57.1 DISC}�iARGE (CFS� a 75.1 DISCHARGE (CF5) = 463.2 DISCHARGE (CF� __� 7I. (o DISC�lARGE (CFS� = 60.2 DISCHARGE (CF5} = 44.9 DISCWARGE (CF5} = 36.7 DISCHPJ2CE (CFS} = 31.5 DISCHARGE (CFS� = 27.9 DISCHARGE (CFS� = 25.i DISCHARC'f CGFS� � 23 p15C�lARG� CGFS? a 21.2 DI5C1-iARCF CCFS) � 19.8 DISCHARC',E (CFS) a 18.h DISCiiARC��E (CFS) = 17.h DISCHARC�E (CF57 � D • /N�L o „�� h�Y D�a 6-��f� • **t+**sf+fr*rtr**+++xrt**r*rtk+++t+*++++++++f+++f+t*s+++*f+*****+W*****��**+��* • RATIONAL METHOD HYDROLOGY COMPUTER PROGRn.M PACKAGE Reference: SAid DIEGQ COUNTY FLOOD CONTROL DISTitICT 1985, 1981 HYDFtOLOGY MAi�F[7AL {c} Copyright 1962-2001 Advanced Engineering Software (aes} � Ver. 1.5A itelease Date: Ol/O1/20D1 License IB 1509 Analysis prepared �y: ProjectDesi.gn Consu].tants 7p1, B Street, Su9.te B00 San Di.ego, CA 92101 f619) 235-6471 �*w*,r,rtr*�vr***a*r,r**v.**,rw*,t DESCRIPTTON OF STUDY *w*w+�wxvrW�,*****+,r+w*�*+** * BRESSI RANCH - UL'T'IMATE CdNDITION * * OS-1 HYDROGRAPH COMBINATION ` * 100-YEAR STOAM EVENT t **.*,«.*«x�,..x,.**.*******.«*,.*,.+,....*.,.:**..,..««..*..*,.**.x.,**�x*.,.*..«+..�+++** FILE NAME: 13250S1.DA'T' `I'I[�/DA3`E OF STUDY: 15:21 11/07/2002 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULiC MODEL INFORI+4ATIOid: 1965 SAN AIEGO NiA�F[TAL CRITERIA USER SPECIFTED STpRM EVENT(YEAit} = 1D0.00 6-HOUR DUR�,'I`ION PRECIPITATIOi�i (INCHES) = 2.80fl SPECIFIED MINIt3UP4 PIPE 52ZE(INCH) = �B.OQ SPECIFIED PERCEi3'P OF GRADIENTS(DECIMAL) TO U5E FOR FRICTION SLQPE = 0.85 SAN DIEGO HYDROLOGY MANi3A.I, 'C'-VALUES USED FOR RATIONA�, METHOD • AIO'I'E: ONLY PEAK CONFLi7E�ICE VALUES CONSIDEAED *[3SE1�-DEFINED STREE'i'-$ECTEpI�iS FOR COUPE,ED PIPEFLOW AND STREETFLQW MODEL' HAI�F- CROWN 'I`0 STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANN�i�IG WID�H CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HYKE FACTOR N0. {FT) (FT} SIDE / SIDE/ WAY (FT) (FTj (FT) (FT) (n} 1 30.D 20.0 0.018/0.�18/4.020 0.67 2.00 0.0312 Q.167 O.D150 GLQHAI� STREET FLOW-DEL�TH COidSTRAINTS : 1. Relative Flow-Depth = 4.00 FEE'i' as (Maximum AlZowable Street Flow Depth) -(Top-of-Curbi 2. iDeptihl*(Velocityl Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITii A FLOW CAPAC3'i'Y G3�EATER THP.N OR E(�UAL TO THE UE'STRE.�M TRYBUTARY PIPE. * ' t++*++�*++�*+++*+:t�t*+,.*.*..:.:.*:*.,*�**+***.*+**+..+*+,.*.*4**+..**.,*...��*,.*** FLOW PROCESS FRdM NODE 504.00 TO NODE 50J..00 IS CODE = 21 »»>RAT'IOI3AL METIiOD iNITIAL $iJHAREA ANALY$IS««< ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- USER-SPECIFIED RUNOFF COEFFICIENT = .4540 S.C.S. CURVE NLTMBER (AMC II} = 87 NATURAI, WATERSHED NOMOG�tAPH TIME OF CONCENTRATYDN (APPENDI% X-A) WITH 10-MINUTES ADDED = 11.35{MIAF[TtES) IN�'f`IAL SUBAREA FLOW-LENGTH = 340.00 UPSTREAM ELEVATI033 = 270.D0 DOWNSTR�AM EE.�EVATION = 210.Q0 ELEVA'�'TOI3 DIFFERENCE = 60.00 �00 YEAR RAINFALL INTENSITY(INCH/HOLFR? = 4.346 SLTBAREA RUNOFFfCFS} - 3,91 • TOTAL AREA(ACRES} = 2.00 TOTAL RUNOFFICFSi = 3.91 �h****Yrk Ir k*i�'* kYr*ir# Y� �h Y� Y� flYrYr# YriF **Y� �k h1*Y� ***Y� f*Yi tk �! tkk tk*YrYr**Yr# #*Yr*# # i� ****** **i1 ***ttt� FLOW PROCESS FROM NQDE 5D1.00 T4 NO�E 502.00 IS CODE = 51 ---------------------------------------------------------------------------- »»>COMPUTE TRAPEZOIDAL CH.�NNEL FLOW««< » »>TRAVELTIME TH32U SUBAREA (EX�STING £LEMENT) « «< . ELE�lATION DATA� UPSTREAM(FEET} = 214 00 DOWNSTREAMfFEET}T� V�7,80 ODYY CHANNEL LENGTH THRU SUBARF.AfFEET} = 800.00 CEiANNEL SLOPE = R.0375 CHANNEL BASE(FEET) = 5.00 "Z" FAC'I`OR = 2.00D 2+5113JNING' S FACTOR = D. 040 MA}{IMUM DEP'i`H [ FEETi = 3. 00 CHANTFEL FLdW THRU SUBAREA(CFS} - 3.9� FLOW VELOCITY(FEET/SEC? = 2.70 FLOW DEPTH(FEET) = 0.26 TRAVEL TIME{MIN.} = 4.94 TcfMIN.) = 16.29 LONGEST FLdWPATH FROM NODE 5DO.Od TO NODE $02.fl0 = 1140.00 FEET. ti++*tsytt*+t+r+*+tfr*rtti►w*w+*y�yr�*�f**�v.+t��****i.*+**+*+*rw**r***i.r*�*t*t* FLOW PROCE55 FROM NODE 502.00 TO NODE 502.40 TS CODE = 81 -----------------------------------_________--_-_-_--_--------------------------- »»>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW« «< ____----------------------------------------------------------------------------- --------------------------------------------------------------....____--_______ 1D0 YEAR RAINFALi, INTENSITY{yNCH/HOUR} = 3.443 USER-SPECIFIED RUNOFF COEFFICEENT = .4500 S. C. S. CURVE i�iCiMBSR f AMC I I) = 87 SUBAREA AREA(ACRES) = 12.00 SCJSAREA RUNpFF(CFS) = 18.59 TOTAL AREA(ACRES) = 14.00 TOTAL Ri1NOFF(CFS? = 22.51 TCfMIN} = 16.29 .***��***+*********�*.�***�,.*�*.,..,...,,.��*.*.�****,.*,..,*��a.*,....,*�+**�+***+�.t Fr,OW PROCESS FROM NODE 502.00 TO NODE 502.00 2S CODE = 1 »»>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« «< TOTAL NUMBER OF STREAMS = 2 CONFLUk�iCE VALUES iFS�D FOR INDEPENDEIdT STREF�h4 1 ARE: TTME QF' CpNCEN'i'FtATION{MI�i. } _ ],6.29 RAINFAi,L INTENSITY ( INCH/HFt} = 3 .44 • 'i`OTAL STREAM AREA(ACRESi = 14.Q0 PEAK FLOW RATEiCFS1 AT CONFLUSNCE = 22.51 „**.,.«�..*.:*,..x*.**«**.,**....:+.**.*.*+.*+t�+.*++**t**++*�:.**+t+*++*+�+t��+++t FF.OW PROCESS FROM NODE 420.04 TO idODE 420.D0 �5 CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYbROLOGY TNFORMATION AT NODE«« < ---------------------------------------------------------------------------- USER-SPECIFIED VALUES ARE AS FOLLOWS: TC(MIiJ� = 9.29 RAIN INTENS�TY(INCH/HOURi = 4.95 TpTP.i., AREA { AC RES )= 2 3. 1 D TOTAL RL7A10F F( C F5 )= 10 2. 5 3 rt***ir*iyr+****+**y:t**tr*:*r**t**�tfiy.�++**�i.*****+t*��i.**w**ir,t+***t*+*,t*ir*ir FLOW PROCESS FR�M NODE 420.40 TO NODE 502.D0 ES CODE = 5Z ---------------------------------------------------------------------------- »»>C42+IPUT� TRAPEZOIAATa CHANNEL Fi,OW««< »»>�`RAVELTIME THRU SiTBAREA {�XTSTING ELEMENi`)««< ---------------------------------------------------------------------------- ----------------------------------------------_------------------------------ ELEVATION DATA: UPSTREP.M(FEET} = 20D.00 DC)WbiSTREAM{FEET) = 180.00 CH.ANNEL LENGTH THRU SUBAREA(FEET} = 550.06 CHANNEL SLOPE = D.D364 CI-IANNEi. BASE(FEETi = 5.0� 'Z" FACTOR = 2.DOQ MANNI�7G'S FACTOR = 0.44D MAXIMUM DEPTH(FEET) = 3.00 CHANNEL FLOW TH12U SU�R�A(CFS) = 102.53 FLOW VELOCI3'Y ( FEE'T/ SEC )= 7. 56 FE.OW DEPTH ( FEET )= 1. 64 TRAVEL 'FIME{MIN.) = 1.21 Tc(MIN.) = 10.50 LO?�IGEST FLOWPATH FRQM ?�FO17E 0. Dp TO [dOAE 502. 00 = 556. DO FEET. ? Y f t i*# t i t# t f f##* t i f Y t## y y f Y i##* Y 1 4 f Y* f #* 1! i �F *�Y t iF yt f i Y 4 y f M i#* f� Y Y#�► 4� iY ?�Y Y 4 1 f f FLOW PROCESS FROM NODE 502.04 TO NODE 502.00 IS CODE = 1 ---------------------------------------------------------------------------- . » »>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE« « < __»»>AND COMPU'I'E VARTOUS CONFLUENCED STREAM VALUES««< --------------------------------------------------------------------- ---------------------------------------------------------------------_-------- 'I`4TAL NUMBER OF STRE.�MS = 2 CONFLUENCE VALUES USED FOFZ IidDEPENi?EN'i' STREAM 2 ARE: TIME OF CONCENTRATI03�iIMIN.) = 10.50 RAINFALL I[QTENSITY(INCH/HR) = 4.57 � TOTAL STRE.�M AREA{ACRE5) = 23.10 PEAK FLOW RATEICFS) AT CONFLUENCE = 102.53 * * CdNFLUENCE DA'i'A * * STREAM AUNOFF Tc INTE1�iiSITY AREA NUMBER (CFS} (MFN.) {INCH/HOIJR) (ACRE) � 22.51 16.29 3.443 J.4.00 2 102.53 10.50 4.571 23.10 RAINFALL INTEi�FSITY AND 'f`T�7E OF CONCE[V'i'RATI�N RATIO CpDiFLUENCE FORMTJI�A USED FOR 2 STREAMS . ** PEAK FLOW R.ATE TABLE ** STREAM RUNpFF Tc YN'T'EtdISXTX NUMBER (CFS) (MIN.) {INCH/HOUR) 1 119.48 10.50 4.571 2 99.74 16.29 3.443 COrfPUTED CONFLUENCE ES�'IMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFS) = 119.48 'FC(MIN.j = i0.50 TOTAL A32EA(ACRES) = 37.10 LONG£5T FIAWPA'FH FROM NODE 5D0.00 TO NODE 502.00 = 1140.00 FEET. Yr***�r***#* *#********t�r* **** * # 1r*yrtYr *Yrt*Yr!*Yr*f IriYrticf **YrYr Yr *YrRYrYr* fr�kYct*tYrh*t*4tkttk FLOW PROCESS F3tOM NObE 502.00 TO NODE 5Q5.Oa IS CODE = 51 »»>COMPUT£ TRAPEZOIDAE� CHANNEL FLOW««< »»>TRAVELTIME THRU SUSAREA f EXISTING Ei,EMEN'P} «��< ---------------==�======_====___=_=__====_=_=_________======_==_____________ ELEVATION DATA: UPSTREAM(FEET} = 1$0.00 DOWNST�tEAM(FEETy = 178.Q0 CHANTiEL T.,ENG'I'H THfili SUBAREAfFEET} = 12D.00 CHANNEL SLOPE = 0.0167 � CHANDiEL BASEfFEETj = 5.00 •Z• FACTOR = 2.000 • i�7ANNING' S FAC'I`OR = 0. a4 0 MAXILf[JM bEPTH ( FEET j= 4_ 00 CHAN3�iEi. FLOW THRU SUBAREA ( CFS } T �� 9. q g FLQW VELOCITY{FEET/SEC} = 5.93 FLOW DEPTH[FEET) = 2.16 TRAVEL T�ME(MIN.} = 0.34 Tc(MIN.} = 14.84 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 545.00 = 126d.00 FEET. *+v.**+*�,**�,r**�*,r***************+**k*a*k*�***..�*�*...,a***�*�+****�.,*,.�,.****** FIAW PROCESS FROM NQDE 505.00 'f'p NODE 505.Qd TS COD� = 1 »»>DESIG[dATE INDEPENDEN'f STREAM FOR CONFLUE�ICE««< --------------------------------..�.._---------_______�.._--------------__--_____-_ __--____--___�....._.�----------------------------------------------------------- '�'O'i'AT� NUMBER OF Si`REAMS = 2 CONF'Li3ENCE VALUES USED FOR INDEPENDEN'I' ST'REAI�f 1 ARE : ' i`IME OF CONCEN'i'RATION IMIN. )= Z0. 84 RAIN�'ALL INTEidISITY(INCH/HR) = 4.4$ TOTA.L STREAM AREA(ACRES} - 37.10 PEAi{ FLOW RATE(CPS} AT CONFLUENCE = 119.48 **+r+r+t*++f+++t+*+++*f:sy.y,+**y.tr«rr�,r,rv,*r�yrv„r*�*,r�,r*wv��,****�r**w*v.***�w**+*+ FLOW PROCESS FROM [+IODE 505.40 TO NODE 5Q5.00 IS CODE = 7 ---------------------------------------------------------------------------- »»>USER SPECIFIED HYDROLOGY INFORidATION AT NODE«« < USER-SPECIFIED VALUES ARE AS FOLLOWS: 'I'C([�flNj = 17.71 RAIN IN'iENSITY{INCH/HOUR} = 3.26 'I'Q'I'AT, AR�A{ACRES} = 149.3.4 �'OTAL Ri7idOFF(CFS) = 463.20 �*r►*tr*yr*r*i+*�tr***riy**fs�ryrt��s*f*r**v.t*�***,t++***+i.,t**+,ti.�****i.+***+�+ FiOW PROCESS FRdM NODE 505.00 TO NODE 505.00 IS CODE = 1 • ------------------------------------------------------------------- »»>DESIGNATE INDEPENDENT STREAM FOR CQATFLiTENCE««< »»>AND COMPiJ'T'E VARTOUS CONFL,UENCF� STREAM VALUES««< -----------------------------------------------------------__----------------- TOTAL AILFMBER OF � STREAMS = 2 CQNFLUENCE VALUES USED FOR INDEPENDEN'!` STREP.M 2 ARE: T�ME 4F COI3CENTRATION{MIN.1 = 17.71 � RAINFALL INTENSITY(INCH/IiR� = 3.26 TOI`AL STAEAM AREA(ACRESj = 149.14 PEAK F�,OW RATE{CFSj A'E` COi�IFLUENCE = 463.20 ** CONFLUENC£ DATA ** STRE.�M RUNOFF Tc IN'iENSITY AREA NUMBER (CFS) {MIN.� (INCH/HOUR) �ACREf 1 119.48 1Q.84 4.479 37.10 2 463.20 17.71 ,3.263 149.10 RAINFAi,L INfiENSITY AND TII�E 4F CONCENTftATION RATIp CQNFLUEfVCE FORMULA USED FOR 2 STREAMS. ** PEAK FLOW RA�'E TABLE ** STREAM AUNOFF Tc INTEI35ITY NUMBER (CFS) (MIN.) (INCH/HdUR) 1 456.97 ].0.84 4.479 2 550.26 17.7]. 3.263 CQMPUTED CpNFLUENCE ESTIMATES ARE AS FOLLOWS: PEAK FLOW RATE{CFSf = 550.26 Tc(MIN.} = 17.71 TOTAL AREAIACRES) = 186.2Q LONGEST FLOWPA'i'H FROM NODE 50D.00 TO NODE 505.D0 = 1260.00 FEET. ---------------------------------------------------------------------------- --------------------_----_--------------_---_-------------------------_--____----------- END pF S'E'i3DY SLTMMP.RY : TOTAL AREAfACRES) = 1$6.24 TC{MIN.) = 1'7.71 PEAK FLOW RATE[CFS) - 550.26 -----------------�.._��_�__-----------------_---------..____________..______�__-- ---------------------------------------------------------------------------- END OF' RATIONAL METHOb ANALYSZS C . C� � APPENDIX 8.1 PONDPACK DETENTION CALCULATIONS � Job File: C:1HAE57AD\PPKW\BRESSI O51\wE57-V70.PPW Rain Dir: C:\HAESTADIPPKWIRAINFALLI . • -------------------------- -------------------------- JOB TITLE ____�--==========-=-=-===- BRESSI RANCH - ALICANTE BASIN DETENTION ANALYSIS 100-YEAR S/N: 421Ep5706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 16:18:31 Date: 11-04-2Q02 C � • Table of Contents Table of Contents i �airsass<*r�x�sss:ss NE�YIORK 5i1HMARIES �rt�**Rx�yR#tt#iii#�ki Watershed....... 100 Executive Summary (Nodes) .......... 1.01 Executive Summary (Links) .......... 1.02 Network Calcs Seq�ence ............. 1.03 ssss�sxx+sssssssrs*• RUNOFF HYDROGRAPNS "" " '�**" +'*+" �'r READ HYG 10.... 1D0 Read HYG ........................... 2.01 READ HYG ZO.... 100 . Read HYG ........................... 2.02 ��f#Rtf�t�kwrti#fykt#�t#4 HYG ApDITION �#**rtt#irtk*�+t�4k��1�s�■ J 10......-.... 1{}0 Node: Addition Summary ............. 3.61 au�r io......... ioo • Node: Addition Summary ............. 3.03 t#ii*�FR�ki*i*i*k�kl�Ikiit� TIME VS.ELEV **'"*:*.s*»......s,:...� P 10 OLiT 100 71me-Elev .......................... 4.01 klt�Y 4#i i*#�Y t R*� �F *�ki y i#� t! 7IME VS. YOL S#t� y►�R9 t i*i#t kAi t1 ra 1a P io ouT ioo 7ime vs. Volume .................... 5.01 5/N: 4�1E05706A8B Pro�ect pesign Consultants PondPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: 11-04-20a2 • Tabie of Contents • Table of Contents (continued) ii **»s*s**:*"s**"*;s`.s*' POND VOLUMES **"+•»sars*a**a�ti+rsx: P LOW.......... Vol: Ele�-Area ..................... 6.Q1 s�ssrssa�tra+sR:�r*s OUTLET STRllCTURES �# " " �#w"*�**'k�;;*' PR 1DHID....... Outlet Input Data .................. 7.01 Yndividual Dutlet Curves ........... 7.04 Composite Rating Curve ............. 7.1D aR*��iss4tttsi*#t��s#s# POND ROUTING �7tt*ii�M*#w#tif�kt��#i P 10........... Pond E-V-Q Table ................... 8.01 P 10 IN 1D0 Node: Pond Inflow Summary .......... 8.03 P 10 OUT 100 Pond Routing Summary ............... 8.05 Pond Routed HYG (total aut) ........ 8.06 � PR i0.......... 100 Di�erted Hydrograph ................ 8.47 � S/N: 4�1�057a6A8B Project Design Consultants PvndPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: 11-D4-2002 r� �� Ty�e.... Executive Summary (Nodes) Name.... Watershed File.... C:1HAE5TAD\PPKWI6RESSI O51\WEST-V70.PPW 5torm... 100 Tag: 1D0 Page 1.41 E�ent: 100 yr NETW4RK SUMMARY -- NODES (Trun.= HYG Truncation: Blank�None; L=Left; R=Rt: LR=Left & Rt} Node Ifl Type J 1Q JCT Outfall 4UT 10 JC7 P 10 IN POND P 10 OUT POND READ HYG 10 HYG READ HYG ZD FIYG HYG Vol Qpeak cu.yd. Trun. min 51�27.66 18D.00 51�27.b6 18Q.00 40716.67 180.00 407].6.67 195.OD 40716.67 180.00 9532.89 180.00 Qpeak Max WSEL cf5 ft �58.89 258.89 463.20 160.31 202.88 463.20 119.48 S/N: 421E05705A86 Project Resign Consultants PondPack Ver: 7.0 (325} Campute Time: 18:18:31 Date: 11-04-20Q2 C � Type.... Executive Summary (Links} Page 1.Oz Name.... Watershed E�ent: lOQ yr Fite.... C:\NAESTAD\PPKW\BRESSI 051\WEST-V70.PPW � Storm... 100 Tag: 100 NETWORK SUMMARY -- LINK5 (UN=Upstream Node; DL=pNstream End of Link; DN=DNstream Node) (Trun.� HYG Tru�cation: Blank=None: L=Left; R=Rt; LR=Left & Rt} HYG Vol Peak �ime Peak Q Link ID Type tu.yd. Trun. m3n cfs End Points ---------------- ---- ----------- --- ------- -------- ---------------- A 10 ADD UN 40716.67 1$0.40 463.20 READ HYG 10 A 20 A 30 PR 10 PR 1p � DL 40716.67 180.00 463.20 DN 40716.67 180.00 463.20 P f0 IN ApD UN 9532.89 180.00 119.48 READ HYG 2Q DL 9532.$9 180.00 119.48 DN 51227.66 180.00 Z58.89 J 10 ADD UN 5i227.b6 18Q.Op 258.89 � 10 DL 51z27.66 180.00 258.89 DN 51227.fi6 1$0.00 258.$9 OU7 10 PONDrt UN 40716.67 180.40 463.20 P 10 IM 40716.67 195.00 160.31 P 10 O�T D� 40716.67 195.00 160.31 DN 51227.66 180.04 25$.89 J 10 5/N: 421fQ57Q6A8B Project pesign ConsuZtants PondPack Ver: 7.0 (325) Compute iime: 18:18:31 Date: 11-04-2002 C � r1 � � iype.... Network Calcs Sequence Name.... Watershed File.... C:\HAE5TADIPPKWI6RESSI 5torm... 100 Tag: 104 051\WEST-V70.PPW ME7WORK RUN�FF NDDE SEQUENCE Page 1.03 Event: 100 yr �_�_-_--==--=xsc===c�================�v�s=ccvv=c=�c==============a��c=====^ Runo#f pata Apply to Npde Receiving Link =�a_____�_____�____=��____��T�=c�ct======----=====a�________«___=_______� Read HYGRead HYG 1D HYG Qi� RfAD HYG 10 Add Hyd READ HYG 10 Read HYG�ead HYG 20 HYG Q1� READ HYG 20 Add Hyd READ HYG 2D S/N: 421E05706A86 Project Desig� Consultants PondPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: 11-04-Z002 � Type.... NetNork Calcs 5equence Page 1.fl4 Name.... Watershed E�ent: 100 yr File.... C:IHAESTAp\PPKW\BRE55I OSi1WE57-V70.PPW � 5torm... 100 Tag: 100 NETWORK ROUTING SEQUEHCE ��_____��__—___--=��_-__ =-�___________________________��_RT=====_=__== Link Operatian UPstream Node DNstream Node --________�_______________________�_______====�T��===—___===�=a��_______ Add Hyd A 10 HYG Qin READ HYG f0 Pond P 10 IN POND ROUTE TOTAL OUTFLOW... 7otal Pond OutfloM Pand P 10 IN Outflow P i0 OUT SE7 PONQ ROUTING LINK TO 70TAL POND OUTFLOW... putlet PR 10 Outflow P 10 OUT Jct J 10 Add Hyd A 20 HYG Qin READ HYG 2Q Jct J 10 Add Hyd A 30 Jct J 10 Jct OUT 10 i S/N: 421E05706A86 Project Design Consul#an#s Pond?ack Ver: 7.0 {325) Compute 7�me: 18:18:31 Date: i1-04-20D2 C � � � Type.... Read NYG Name.... READ KYG 1� Tag: 100 File.... C:\HAESTAD\PPKW\BRE55I O51\WEST-V70.PPW Storm... 7ag: 100 Time � m9n � .oa � 75.00 I 150.D0 I 225.00 I 300.00 I 375.00 HYG file = C:IHAESTADIPPKW\BRE55I OS11100.HYG HYG ID � HYG 10 HYG Tag = ------------------------------------ Peak Distharge = 463.20 cfs Time to Peak = 180.00 min HYG Volume = 40716.67 cu.yd. � ------------------------------------ Page 2.01 Event: lOD yr HYOROGRAP� ORDI�ATE$ (cfs) Output Time increment = 15.04 min iime on teft represents time for first value in each roM. ------------------ .QO 18.10 19.20 20.50 2Z.10 24.OD 26.40 29.50 33.90 40.30 51.10 75.10 463.24 71.60 60.20 44.90 36.70 31.54 27.90 Z5.14 23.00 21.2p 19.80 18.b0 17.60 .00 S/N: 4z1EQ5705A8B Project Design Consultants PoridPack Ver: 7.Q (325) Compute Time: i8:18:31 Date: 11-04-�Q02 C J 7ype.... Read HYG Page Z.02 , Name.... READ HYG 20 Event: 100 yr Fite.... C:\HAESTAD\PPKWIBRE55I OSIIWEST-V10.PPW 5torm... Tag: lOQ � HYG file = C:IHAESTADIPPKW16RE5SI QS1\100.HYG HYG ID � HYG 20 HYG 7ag = Peak Discharge = 119.48 cfs Time to Peak - 180.00 min HYG Volume � 9532.89 cu.yd. ------------------------------------ ` � HYDROGRAP� 4ROINATES (cfs) Time � Output 71me inCrement = 10.00 m1n min � Time on left represents time for first val'ue in each rvN. ---------E-------------------------------------------------------------- .00 � .00 4.30 4.5� 4.70 4,90 50.00 � 5.�0 5.40 5.70 6.10 6.50 1Q0.00 � 7.Op 7.60 8.40 9.40 • 10.70 150.00 � 12.80 16.24 23.80 119.48 34.40 ��0.00 � 19.10 14.20 1f.50 10.D0 8.80 250.fl0 j 8.00 7.30 6.70 b.30 5.90 3Q0.00 � 5.60 5.30 5.00 4.84 4.66 350.00 � 4.40 4.30 .00 S/N: 421�Q57D6A8B Project Design Consuttants' PondPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: 11-04-2002 9 • � � Type.... Node: Addition Summary Name.... J 10 File.... C:\HAfSiAD1PPKW16RE55I OSIIWEST-V70.PPW 5torm... 100 Tag: 100 SUMHARY FQR HYDROGRAPH ADDITION at Node: J 10 HYG Djrectory: C:\HAESTADIPPKW\BRESSI OS11 Page 3.01 Event: I00 yr __�__-_=__=_x�aa____�--c�___==____a�s�_________�________=_��a____��vs�c_= Upstream �i�k ID Upstream Node ID HYG file HYG ID HYG tag -------------------------------------------------------------------------- PR 10 P 10 IN PR i0 lOQ A 20 READ HY6 ZO HYG 2Q .-��`_��_6G��_��___ W G�CQ��.`_��_��..._.-.�� ikFtows ra: � io ________________________________________ Volume �eak Time Peak Flow HYG file HYG ID HYG tag cu.yd. min cfs n � PR' 10 1D0 40716.67 195.00 1bQ.31 HYG 2D 9532.89 180.00 119.48 TOiAL FLOW INTO: J IO ---------------------------------------- Volume Peak Time Peak F�ow KYG file HYG ID HYG tag cu.yd. min cfs ----------------------------- J 10 IDO 5�z27.66 180.00 258.89 5/N: 4Z1E05706A8B Project Desig� Consultants PondPack Ver: 7.0 (3�5) Compute Time: 16:1$:31 Date: 11-04-2002 • � • Type.... Node: Addition Summary Name.... J 14 File.... C:\HAE5TAD\PPKW\BRE55I Storm... 100 Tag: 100 Time min .04 75.04 I50.00 2Z5.00 300.00 375.00 OS11WE5T-V70.PPW TOTAL NODE INFLDW... HYG file = HYG iD = J 10 HYG Tag = �00 ------------------------------------ Peak Discharge = 258.89 cfs Time to Peak = IB0.00 min HYG Volume = 51227.66 cu.yd. ------------------------------------ Page 3.02 Event: i00 yr HYDROGRAPH ORDIHA7E5 (cfs) Output Time increment = 15.00 min Time on left represents time �ar first value in each rau. -------------------------------------------------------------- .00 13.45 23.35 24.90 26.7D 28.95 31.7D 35.25 40.1D 47.15 58.50 83.10 258.89 187.06 154.98 136.$5 108.25 6b.55 35.40 32.60 29.65 27.z5 25.3a �3.70 22.40 8.80 .40 S/N: 421E05706A88 Project Design Consultants PondPack Ver: 7.0 (325} Compute Time: 18:18:31 Date: 11-04-2002 . Type.... Node: Addition Summary Page 3.03 Name.... DUT 10 Eve�t: iO4 yr File.... C:IHAESTADIPPKW\BRESSI DSIIWEST-V70.PPW Storm... 100 Tag: 100 . SUMMARY FOR HYDROGRAPH ADDITION at Node: OUT 10 HYG Directary: C:\HAESiAD1PPKW16RE55I OS1\ ____��__�_====-a___�c�_===____�T=�__=____-�___rc=====_-_�__�___===�a�==�=_ Upstream tink ID Upstream Node ID NYG file HYG ID NYG tag ----------------------------------------- A 30 J 10 J 1� l0U INFLONS T0: OUT 10 ---------------------------------------- Volume Peak Time Peak Flaw HYG file HYG ID HYG tag cu.yd. min cfs ------------------------------------------ ��p 100 51Z27.66 180.00 258.89 TOTAL FLOH I�TO: O�T 10 ---------------------------------------- Volume Peak Time Peak Flaw HYG fale HYG Tp HYG tag cu.yd. m�n cfs -------------------------------------------- p�� p 100 51227.66 180.00 258.89 � S/N: 421EQ5706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: 11-04-2002 i • • Type.... �ode: Additioro Summary Name.... OUT 10 File.... C:IHAESTAQIPPKWIBRESSI 5torm... 100 Tag: 100 7ime min .00 75.00 150.00 225.00 300.00 375.00 OSIIWEST-V70.PPW TOTAL NODE INFLOW... HYG file = HYG ID = OUT 10 HYG iag = 1D0 Peak Discharge = 258.89 cfs Time to Peak = 180.00 min HYG Volume = 51227.b6 cu.yd. Page 3.04 Event: 100 yr HYDROGRAPH ORDINATES (cfs} Out�ut Time increme�t = 15.00 min Time on left represents time for first value i� each row. ----------------------------------- .00 13.45 23.35 24.90 26.70 28.95 31.70 35.25 40.10 47.15 58.50 83.10 25$.69 187.06 159.98 136.85 108.25 65.55 36.4Q 32.60 24.65 27.Z5 25.30 i3.7D 22.40 B.80 .00 S/�: 421E05705A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: 11-04-ZOOZ • • • Type.... 71me-Elev Hame.... P 10 OUT Tag: 100 File.... C:\HAESTADIPPKW\BRESSI OS1\WEST-V74.PPW Storm... 100 Tag: 100 TIME �s. ELEVATION (ft) 7ime � min � ---------I .00 I 75.00 I 150.OD 225.00 300.00 375.00 Page 4.01 Event: 100 yr Output 7ime in[rement = 15.00 mi� Time on left represents time for first value in each roW. ` 185.70 � 185.95 187.58 187.65 187.74 1$7.84 187.95 188.1i 188.31 188.59 184.05 190.00 199.03 202.88 2�0.15 196.85 193.17 189.78 1$8.2D 188.D3 ]87.89 187.78 187.69 187.52 187.55 186.93 185.70 5/N: 421E057Q6A88 Pro�ect Design Cansultants PondPack Ver: 7.D (3Z5) Compute Time: 18:18:31 Date: lA-�4-�D02 0 • � � Type.... 7ime �s. Volume Name.... P 10 OUT 7ag: 100 File.... t:\HAE57AD\PPKW\BRE55I OSIIWEST-V70.PPW 5torm... 100 Tag: 104 TIME vs. VOLUME (cu.yd.) Time min .DO 75.00 150.Q0 225.00 300.00 375.00 Page 5.01 fvent: 100 yr Output Time increment = 15.OD min 71m� on left represents time for first value in each row. -------------------------------------------------------------- .00 114.90 227.96 242.28 259.42 �79.93 306.21 341.57 390.83 465.X5 604.76 952.96 6645.50 1056Z.70 7660.58 4880.98 2483.7D 861.2b 364.97 322.69 292.01 268.70 250.21 �34.47 221.55 117.47 .OD 5/N: 421E057D6A88 Project Des�gn Consultants PondPack Ver: 7.D {3Z5) Compute Time: 18:18:31 Date: 11-04-20D2 i Type.... Vol: Elev-Area Name.... P LOw File.... C:IHAESTAQIPPKWI6RESSI OSIIWEST-V7D.PPW . Title... Revised Basin Page 6.41 Etevation Planimeter Area A1+A2+sqr(A1'A2) Volume Volume Sum {ft) (sq.in) {sq.ft) {sq.ft} (cu.yd.} {cu.yd.) ------------------------------------------------------------------------ 185.70 ----- D 0 .00 .00 18fi.00 ----- 2400 2400 $.89 8.89 1$8.00 ----- 6200 12457 307.59 316.48 I90.00 ----- 1120D 25733 635.38 951.86 2�0.�0 ----- 25200 53200 5567.90 7519.77 242.50 ----- 31000 84150 2597.22 10116.99 202.90 ----- 32000 94496 466.64 10583.63 2Q3.D0 ----- 32540 95749 119.45 10703.08 206.50 ----- 42000 111446 4815.56 15518.64 POND VOLUME EQUATIONS ' Incremental �olume computed by the Conic Method for Reservoir Volumes. Vnlume � (1/3) * (EL2-EL1} * (Areal + Area2 + sq.rt.(Areal'Area2)) xhere: E�1, EL2 = Lower and upper elevations of the increment Areal,Area2 = Areas tomputed for EL1, EL2, respecti�ely Volume = Incremental volume betkeen EL1 and �L2 • S/N: 421E05705A86 Proje[t Design Consultants PondPack Ver: 7.0 (325) Compute Time: 18:i8:31 Date: f1-04-2002 r� �J C � Type.... Outlet I�put Data kame.... PR IOMID File.... C:\HAESTADIPPKN\BRESSI OS1\WE57-V70.PPW Title... 24" and 30" RCP Outlet Pipes Page 7.01 REQUESTED PQND W5 EL�VATIOHS: hin. Elev.= 185.70 ft Increment = .50 ft Max. Elev.= 245.50 ft ss�::ssa�sas►ras�rsw:ss:ase:s�swrs:sassss*s�s: OU7LET CONNECTIVITY r�x:s�s�ssas*�sa�*wrta:�saw�ar*a�r*r+r*�r*��wws . ---> Farkard Flow Dnly (UpStream to DnStream) <--- Reverse FloN Only (pnStream to UpStream) <---> Forward and Re�erse 6oth Allowed Strutt�re No. Outfall E1, ft E2, ft ----------------- __-- ------- --------- --------- Cul�ert-Circu�ar C1 ---> TW 186.000 206.500 Cutvert-Circular CZ ---> T1^1 185.700 �06.500 TW SET�P, DS Channel S/N: 4Z1ED57�6A8B Project Design Consultant5 PondPack Ver: 7.0 {325) Compute Time: i8:18:31 Date: 11-04-2002 �� i Type.... Outtet Input Data Name.... PR lOHID File.... C:IHAESTADIPPKW\BR�SSI 051\WEST-V70.PPW Title... 24" and 30" RCP Outlet Pipes OUTLET STRUCTURE INP�T DATA � Structure ID = C1 Structure TyAe = Culvert-Circular No. Barrels — 1 Barrel Diameter = 2.OD00 ft �pstream Invert = 186.00 tt Dnstream Invert = 184.66 ft Horiz. Le�gth = 110.00 ft Barrel Length = 110.01 #t BarreZ Slope � .01218 ft/ft OUTLET CONTROL DATA... Mannings n = .0130 Ke = .2000 Kb = .012411 Kr = .Z000 HW Con�ergence = .001 INLE7 CON7ROL DATA... Equatlo� form = Inlet Control K — Inlet Control M = Inlet Contro� c — Inlet Con#ro1 Y = T1 ratio (HW/D) — T2 ratio (HW/D} _ Slope Factor — 1 .Q078 z.aoao .0�920 .7400 i.130 1.201 -.500 Page 7.02 (forNard entrance lass) (per ft of fuli flow) (re�erse entrance loss) +/- ft Use unsubmerged in�et control Form 1 equ. belaw T1 elev. Use submerged inlet control Form � equ. above T2 elev. In transition zone between unsubmerged and submerged inlet control, interpolate between floWs at T1 & T2... At T1 Elev � 188.26 ft ---> F�ow = 15.55 cfs At T2 Elev = 188.40 ft ---> Flow = 17.77 cfs 5/N: 421E05706A86 Project Design Consultants PondPack Ver: 7.0 (325) Compute 71me: 18:18:31 Date: 11-04-2002 • Type.... Outlet input Data Name.... PR lONID File.... C:\HAE5�ADIPPKWI6RESSI OS11WE5T-V70.PPW � Title... 24" and 30" RCF Outlet Pipes OUTLET STRUCTURE INPUT �ATA Structure ID = C� Structure Type = Cul�ert-Circular No. Barrels = 1 Barrel Diameter = 2,5Q00 ft Upstream Invert = 185.70 f# bnstream Invert = 184.56 ft Horiz. Length = 104.40 ft Ba�rel Length = ]04.41 f# Barrel Stape = . .OlOQO ft/ft OUTLET CON�ROL DATA... Hannings n = .0130 Ke � .2000 Kb � .DQ9217 Kr = :2000 HW Convergence — .001 • . INLET CONTROL QATA... Equation form = Inlet Co�tral K = Inlet Control H = Inlet Control t = Inlet Control Y = T1 ratio (Hw/D} _ T2 rati0 (HW/D) _ Stope Factor = � .0098 2.00Q0 .03980 .57Q0 1.155 1.342 -.50D Use unsubmerged inlet control Form 1 equ. below T1 elev. �se submerged inlet contral Form 1 equ. above T2 elev. , In transition zone between unsubmerged and submerged inlet control, interpolate between flows at T1 & T2... At T1 Elev = 188.59 ft ---> Flow a 27.16 cfs At T2 Ele� = 188.95 ft ---> FloN = 31.05 cfs Structure iD = TW Structure Type = 7W SETUP, DS Channel ------------------------------------ FREE OUiFALL CONDI7ION5 SPECTFTED CONVERGENCE 70LERANC�S... Maximum iterations= 30 Mfn. TW tolerance = .O1 ft Hax. TW tolerance = .O1 ft Hin. HW tolerance = .OI ft Max. HW tvlerance = .41 ft Min. Q toterance = .10 cfs Hax. Q tolerante = .10 cf5 Page 7.03 (forward entrance loss) (per ft of full flaw) {reverse entrance loss) +/- ft � 5/N: 4Z1E05766A8B Project Design Consultants PondPack Ver: 7.0 (3�5} Compute Time: 18:18:31 Date: 11-D4-2002 �1 LJ Type.... Individual Outlet Curves Kame.... PR lOMID File.... C:IHAESTADIPPKWIBRESSI 4511WEST-V70.PPW Title... 24" and 30" RCP Outlet Pipes Page 7.04 RATING TABLE FOR ONE OU7LET iYPE Structure I4 = C1 (Culvert-Circular} -------------------------------------- Nannings open channel maximum [apacity: 26.86 cfs llpstream ID = (Pond Water Surface} DNstream ID = TW (Pond 4utfall} rI1J u CRiT.DEPTH CRIT.DEP7H CRI7.DEPiN CRIT.DEPTH At=2.3416 FULL FLOW...Lfull=96.53ft Vh=1.408ft HL=3.377ft 190.7Q 31.82 Free Outfall F�LL FL4W...�fu1�=103.37ft Vh=1.594ft HL=3.959ft 191,20 33.6b Free Outfall F�LL F�ON...Lfu11=10b.28ft Vh=1.784ft HL=4.495ft 191.70 35.42 Free Outfall FULL F�ON...Lfull=107.67ft Vh=1.976ft HL=5.O12ft 192.20 37.D9 Free Outia�l FULL FLOW...Lfull=108.71ft Vh=2.157ft KL=5.523#t 192.70 36.73 Free Outfail FULL FLOW...Lfull=108.94ft Vh=2.352ft H�=5.028ft WS Elev,Devi[e ¢ Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages -------- ------- -------- ----- -------------------------- 185.70 .00 Free D�tfall Upstream HW & DNstream 'E-W < Inv.El 186.00 .00 Free O�tfall Upstream HW & bNstream TW < Inv.El 186.20 .17 Free Outiall CRIT.DEPTH CONTROL Vh= .04$ft Dtr= .143ft 185.70 2.01 Free Outfall CRI7.DEPTH COHTROL Vh= .174ft Dcr= .491ft I87.20 5.49 Free Qutfall CRIT,DEPTH CONTRQL Vh= .311ft Dcr= .827ft 167.70 10.14 Free Outfall CRIT.DEPTH CQHTROL Vh= .4b7ft per= 1.140ft 1B8.20 15.00 Free Outfall INLET CQ�TRO�... Equ.l: NW �2.20 dc=1.396 186.7D 20.4I Free Outfall INLET CONTROL... Submerged: HW =2.70 189.20 2a.20 Free Outfall INLET CONTROL... Submerged: �w =3.20 189.70 27.47 Free Outfall INLET CONTROL... 5ubmerged: HW =3.70 194.20 29.90 Free Outfall 5/N: 421E05706A8B Project Design Co�suitants PandPack Ver: 7.0 {325) Compute Time: 18:18:31 bate: 11-04-2002 r� L J Type..,. individual Outlet Curves Name.... PR lOMID �ile..,. C:1NRE5TADIPPKW18RE55I OSIIWEST-V70.PPW � Titie... 24" and 30" RCP Dutlet Pipes RA7ING TABL� FOR DNE OUTLET TYPE Page 7.05 5tructure iD = C1 (Cu�vert-Circuiar) -------------------------------------- Hannings open channel maximum capacity: 26.86 cts Upstream ID = (Pond Water 5urface) Dhstream ID = T4�I (Pand Outfall) WS Fie�,Device Q Tail Water Nates WS E1e�. Q Z'W Elev Con�erge ft cfs ft +/-ft Computation Messages -------- ------- -------- ----- -------------------------- 193.20 40.29 Free Dutfa�l FUL� FLOW...Lfull=109.11ft Vh�2,556ft HL�6.528ft 193.70 41.79 Free Dutfall F�LL FLOW...Lfull=109.35ft Vh=z.750ft HL=7.031ft 194.20 43.Z4 Free Outfall FULL FLOW,..Lfull=109.52ft Vh=2.944ft HL=7.535ft 19A.70 44.54 Free Outfall FULL F�OW,..Lfull=l09.58ft Vh=3.138ft HL=8.034ft 145.20 46.00 Free Outfall FULL FLOW...Lful1=f09.75ft Vh=3.332ft HL=8.536tt 195.70 47.33 Free Outfall FULL FLOW...Lfull=1Q9.78ft Vh=3.527ft H��9.038ft . 196.20 48.52 Free Out#all FULL FLOW...�ful1=109.79ft Vh=3.722ft HL=9.538ft 196.7p 49.87 Free Outfall FULL FLDW...Lfull=109.81ft Vh=3.917tt HL=10.038ft 197.20 51.10 Free Outfa�l FULL FLOW...Lfu�1=109.85ft Vh=4.11lit HL=10.538ft 197.70 52.29 Free Outfall FULL FLOW...Lfull=109.87ft Vh=4.306ft HL=11.039ft �98.2D 53.46 Free Outfall FULL FLOW...Lfu12=109.90ft Vh=4.50Dft HL=21.538ft 198.70 54.61 free Outfall �ULL FLOW...�ful1=109.91ft Vh=4.695ft HL=12.039ft 199.Z0 55.73 Free Qutfall FULL FLDW...LfuZl�109.91ft Vh=4.89aft HL�1�.538ft 199.7Q 56.83 Free Outfall F�L� FLOW...Lfu1l=1D9.95ft Vh=5.084ft H�=13.OApft 200.z0 57.91 Free �utfall F�LL F�OW...Lfull=109.95ft Vh=5.28Dft HL=13.54Dft 2Q0.70 58.96 Free Outfall FULL FLOW...Lfuli=109.95ft Vh=5.474ft HL=14.039ft S/N: 421E05706A86 Project Design Co�su2tants PondPack Ver: 7.0 (325) Com�ute Time: 18:18:31 Date: 11-Dk-2002 • Type..,. Individual Outlet Curves Name.... PR 1DMID File.... C:\NAESTAD\PPKW16RE55i 0511WEST-V70,PPW � �itle... 24" and 30" RCP Quttet Pipes RA7ING TABLE FOR ONE DUTLET TYPE Page 7.06 Structure ID = C� (Culvert-Circular) -------------------------------------- Hannings open channel maximum capacity: 26.86 cfs Upstream ID = (Pond water 5urface) flNstream ID = TW (Pond Qutfa�l) WS Elev,Device Q Tail Water Notes ---------------- --------------- -------------------------- WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages 201.20 60.00 Free Outfall FULL FLOW...Lfull=1Q9.96ft Vh=5.569ft H�=14.539ft 201.70 61.03 Free Outfall F�LL �LOW...Lfull=109.96ft Vh�5.864ft HL=15.039ft 202.20 62.03 Free Dutfall FULL F�OW...Lfull=109.96ft Vh=6.059ft HL=15.539ft 2D2.70 63.02 Free Dutfall FULL F�OW...Lfulls109.96ft Vh=b.254ft HL=16.040ft 203.20 63.99 Free Outfall FULL FLOW...LfuZl=109.99ft Vh=6.448ft HL=�6.539ft 203.70 64.95 Free Outfall FULL FLON...Lfu�1=109.99ft Vh=b.643ft HL=17.039ft . 204.20 65.90 Free �utfall F�LL FLOH...Lfull=109.99ft Vh=6.838ft HL=17.540ft 204.70 66.83 Free Outfall FULL FLDN...Lful��lfl9.99ft Vh=7.033ft HL=18.041ft 205.20 67.75 Free Outfall FULL FLDN...Lfu11=149.99ft V�=7.�28ft HL=18.540ft 205.70 68.66 Free O�tfall FULL FLOW...Lfull=1fl9.99ft Vh=7.422ft HL=19.039ft 206.20 69.56 free Outfall F�LL FLOW...tfull=109.99ft Vh=7.618ft HL=19.540ft , z06.50 70.09 Free Outfall FULL FLOW...L•ful1=109.99ft Vh=7.734ft HL=19.839ft S/N: 421E05706A8B Project Design Consuttants PondPack Ver: 7.q (325) Compute Time: 18:18:31 Date: 11-D4-2002 • � Type.... Individual Outlet Curves Name.... PR lOMI� File.... C:IHAESTAD\PPKW16RE55I OS11WE5T-V70.PPW Titte... 24" and 30" RCP Outie# Pipes RATING TABLE FOR ONE OU7LE7 7YP� W5 Elev,Device Q Tait Water Notes ---------------- --------------- -------------------------- WS Ele�. Q TW Elev Converge ft cfs ft +/-ft Camputation Messages -------- ------- -------- ----- -------------------------- 185.70 .00 Free Outfall Upstream HW & DNstream TW < Inv.E� 186.00 .44 Free Outfall CRIT.DEPTH CONTROL Vh= .072ft Dcr= .214ft 186.20 1.19 Free Outfall CRIT.DEPTH CONTROL Vh= .122ft Dcr= .354ft �86,70 4.51 Free Outfa�l CRI7.DEP7H CONTROL Vh= .250ft Dcr= .699ft 187.20 9.58 Free Outfall CRI7.DEP7H CONTROL Vh= .389ft Dcr= 1.033ft 187.7D 15.98 Free Outfa�l CRI7.DEPTH CON�ROL Vh= .542ft Dcr= 1.350ft 188.2D 22.4] Free Outfall INLE7 tON7ROL... Equ.l: HW =2.54 d�=1.b11 188.70 28.35 Free Outfall INLE7 tOH7ROL... 7ransition: HW =3.00 189.20 33.35 Free Outfalt INLE7 CON�ROL... Submerged: HW =3.50 189.70 37.62 Free Outfall INLET CONTROL... Submerged: HW =4.00 190.�0 4�.45 Free Outfall INLET CONTROL... Submerged: HW �4.5D 190.70 44.95 Free Dutfall iNLET CONTROL... Suhmerged: HW =5.00 191.20 48.20 Free Outfall IMLET tONTROL... Submerged: HW =5.5Q 191.70 51.25 Free Outfall INLET CONTROL... Su�merged: HW =6.00 192.20 54.12 Free Outfall INLET CDNTROL... 5ubmerged: HW =6.50 192.7p 56.85 Free Outfall INLET CONTROL... Submerged: HW =7.00 Structure ID = C2 (Culvert-Circular) Nannings open channel maximum capacity: 44.12 cfs Upstream iD - (Pond Water Surface} D�stream Ip = T4! (Pond Outfall) � Page 7.07 CRIT.DEPTH CRIT.DEPTH CRIT.DEPTH CRIT.DEPTH CRIT.DEPTH Ac=3.3430 S/M: 421F057�6A86 Project Design Consuttants PondPack Ver: 7.0 (325) tompute Time: 18:18:31 Date: il-D4-2002 . Type.... Individual Outlet Cur�es Name.... PR lOMID File.... C:\HAESTAD\PPKW\BRE55I OSIIWEST-V70.PPW Title... 24" and 3Q" RCP Outlet Pipes � RATING TABLE FOR OHE Q�TLET TYPE Page 7.08 Structure ID = {2 {{ulvert-Circular) -------------------------------------- • Mann�ngs open channel maximum capacity: 44.12 cfs �pstream ID � (pond Water 5urface) DNstream ID = TW (Pond Outfall) WS ELev,Device Q Tail Water Notes ---------------- --------------- -------------------------- WS Elev. Q TW E�ev Co�verge ft cfs ft +/-ft Computation Hessages -------- ------- -------- ----- -------------------------- 193.20 59.45 Free Outfall INLET CONTROL... Suhmerged: HW �7.50 193.70 6i.94 Free �utfall, iNLE� CON�ROL... Suhmerged: HW =8.p0 194.20 64,34 Free Outfall INLET CON�ROL... Submerged: HW =8.50 194.70 66.55 Free Outfall INLE7 COHTRpL... Submerged: HW =9.00 195.20 6$.89 Free Outfall • INLE7 CONTRQL... 5u5merged: HW =9.50 195.70 71.05 Free Outfall INL�T CONTRpL... Submerged: HW =10.D0 � 195.z0 73.15 Free Outfall INL�T C�HTRpL... Submerged: HW =10.50 195.70 75.19 Free Outfal� INL�T CONTRpL... S�bmerged: HW =i1.00 �97.z0 77.18 Free Outfall - INL�T tONTRpL... S�bmerged: HW =11.50 197.70 79.1i Free Outfalt TNL�T CONTROL... Submerged: HW =12.00 . �98.20 81.40 Free O�tfalt INLET CONTROL... 5ubmerged: HW =12.50 • 198.70 8�.85 Free Outfall iNLET CON�ROL... Submerged: HW =13.00 , . 199.2D 84.bb Free Outfall INLET CONTROL... Submerged: HW =13.50 199.70 86.43 Free Outfal� ' iNLET CON�ROL... Submerged: HW �14.pQ 200.20 88.i6 Free Outfall INLET CONTROL... Submerged: HW =14.56 200.70 89.86 Free Dutfall INLET CONTROL... Submerged: HW =15.06 5/N: 421E05705A8B Pro�ect De51gn Consultants PondPack Ver: 7.4 (3�5) Campute Time: 18:18:31 Date: 11-04-z0�2 • Type.... Individual Outlet Curves Name.... PR lOMiD File.... C:\HAESTAD\PPKWISRESSi OSIIWEST-V70.PPW � Title... 24" and 30" �CP Outlet Pipes RA�ING TABLE FQR ONE OUT�ET TYPE Page 7.09 5tructure ID = C2 {�ulvert-Circu�ar) -------------------------------------- Hannings open channel maximum capacity: 44.12 cfs Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tail Water Hotes W5 �lev. Q TW Ele� Converge ft cfs ft +/-tt Computation Messages -------- ------- -------- ----- -------------------------- 201.20 9f.53 �ree 4utfall INLE� CONTROL... Submerged: HW =15.50 201.70 93.17 Free Outfall INLET CONTROL... Submerged: HW �16.00 202.20 94.78 Free Outfall INLET CONTROL... 5uhmerged: HW =16.50 202.70 96.36 Free Outfall INLET CONTROL... Submerged: HW =�7,00 � 2D3.Z0 97.92 Free Outfall INLET CONTRO�... 5ubmerged: HW =f7.50 2a3.70 94.46 Free Outfall IN�ET C4N�ROL... Submerged: HW =1$.QQ � 204.Z0 100.96 Free Outfalt INLET C4NTROL... Submerged: HW =18.54 204.7Q lOZ.4S Free Outfall INLET CONTROL... Submerged: HW =19.00 205.2a 1fl3.92 Free Outfall " INLET CONTROL... Submerged: HW =19.50 205.70 I05.36 Free Outfall INLET CONTROL... 5ubmerged: HW =20.00 206.20 145.79 Free Outfall iNLE� CONTROL... Submerged: HW =20.50 206.50 107.64 Free Outfall INLEt CON�RQL... �Submerged: HW =20.80 . 0 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Campute Time: 18:18:3� Date: 1i-04-2002 u • �� Type.... Composite Rating Curve Name.... PR lOMID F1le.... C:\HAESTADIPPKWIBRESSI OSIIWEST-V70.PPW Title... 24" and 30" RCP Outlet Pipes WS Elev, Total Q ---------------- Elev. Q ?t cfs -------- ------- 1$5.70 .OQ 185.QQ .44 185.20 1.36 185.70 6.51 187,Zb 15.D7 f87.7d 26.11 f88.2Q 37.41 f88.70 48.76 189.20 57.55 189.7Q 65.09 190.20 71.35 190.74 76.78 191.�fl 81.86 191.70 86.67 192.20 91.2� 192.70 95.58 193.20 99.74 193.70 103.73 194.20 i07.58 194.70 111.29 195.20 114.88 195.70 118.38 196.20 121.77 196.70 1Z5.06 197.20 1Z8.27 197.7Q 131.40 198.20 134.4b 198.70 i37.46 199.�0 i40.38 199.70 143.25 2pQ.20 146.07 200.70 148.82 201.20 151.53 201.70 154,19 2Q2.20 156.8� z02.7� i59.38 �Q3.20 161,9I �03.70 16A.Af zaa.za 166.86 lMYii �QMPQ$I�E DUTFLOW SUNMARY *• " Notes ____.--- Converge ------------------------- TW Elev Error ft +/-ft Cantribut�ng Structure5 -------- ----- -------------------------- Free Outfall None contributing Free Outfall C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +C� Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +Cz Free Outfall Ci +C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Free 4utfall C1 +C2 Free Qutfall C1 +C2 Free Outfall C1 +C2 Free Qutfall C1 +C2 Free Outfall C1 +t2 Free Outfali C1 +C2 Free Outfall C1 +C2 Free Outfall {1 +Cz Free �uttall C1 +C2 Free Outfall C1 +C2 Free Outfal� C1 +C2 Free Out#all C1 +C2 Free Dutiall C1 tC2 Free Outfall' C1 +C2 Free Outfall C1 +C2 Free 4utfali C1 +C2 Free 4utfall C1 +C2 Free Outfall C1 +C2 Free Dutfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 }C2 Free Outfall C1 +C2 Free Outfall C1 +C2 Page 7.10 5/N: 42fE05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 18:18:3I Date: il-D4-20�2 • . Type.... Composite Rating Curve Name.... PR 10H�D File.... C:\HAESTAD\PPKW\BRESSI OSIIWEST-V70.PPW S�tle... 24" and 30" RCP Outlet Pipes WS Elev. Total Q Elev. Q ft cfs 204.70 169.29 205.20 171.67 2D5.70 174.02 206.20 176.35 206.50 177.73 *** " C�MPOSITE O�TFLOW SUMMARY " `» Notes -------- Converge ------------------------- T4�1 Elev Error ft +/-ft Contriauting Structures -------- ----- -------------------------- Free Outfall C1 +C2 Free Outfall C1 +C2 Free Outfall C1 +CZ Free Outfall C1 +C2 Free 4utfall C1 +C2 Page 7.11 • 5lN: 4�1E05706A86 Project Design Consultants PondPack Ver: 7.0 (325) Compute iime: 18:18:31 Date: 11-D4-20D2 � J Type.... Po�d E-V-Q Table Page 8.01 Name.... P 10 File.... C:IHAESTAD\PPKW16RE55I OSIIWEST-V70.PPW � �EVEL POOL ROU7ING DATA HYG Dir = C:\HAESTADIPPKWIBRESSI 0511 InfloN HYG file =�ONE ST4RED - P 10 IN 100 Outflow HYG file = NONE STORED - P 10 O�T 100 Pond Node Data = P 10 Pond Volume Qata = P LoN Pond Outlet Data = PR lOMID No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS E�ev = 185.70 ft Starting Volume � .00 cu.yd. Starting OutfloN = .00 cfs Starting In#iltr. _ .00 cfs Starting Total Qout= .00 cfs Time Increment = 15.00 min Ele�ation Outflow 5tarage Area Infilt. Q Total 25/t + 0 ft cfs cu.yd. sq.ft cts _cfs cfs ------------------------------------------------------------------------------ 185.70 .00 .00 0 .00 .00 .00 186.00 .44 8.89 2400 .Op .44 .97 186.20 1.36 27.77 27a0 .00 i.36 3.03 186.70 6.51 85.27 35�9 .OQ 5.51 11.63 187.20 15.07 I59.14 4468 .00 15.Q7 24.6z � 187.70 26.11 251.42 5511 .00 26.11 41.20 188.20 37.41 364.00 6634 .00 37.41 59.25 188.7D 48.76 497.35 7783 .OQ 48.76 76.60 189.20 57.55 652.$3 9024 .40 57.55 96.72 189.7D 55.09 832.14 10356 .40 65.09 115.62 190.2D 71.35 1035.6b 11425 .00 71.35 133.49 190.7D 76.78 1252.52 1199$ .00 76.78 151.93 191.2D 81.86 �480.1� 12584 .00 81.86 170.67 191.70 86.67 1718.69 13185 .00 86.67 i89.79 192.2Q 91.22 1968.52 13$00 .DO 91.2Z 2D9.33 Z92.70 95.58 2Z29.87 14426 .QO 95.5B 2�9.37 Z93.20 99.74 25D2.9$' 15071 .Oa 99.74 249.92 193.7D 103.73 2788.13 15727 .00 103.73 271.02 194.2D 107.58 3085.5b 16396 .00 107.58 292.71 194,70 111.29 3395.35 17083 .04 1f1.29 315.03 195.20 114.88 3718.34 17781 .QD 1i4.88 337.98 195.70 118.38 4054.19 18494 .OD 11$.38 361.63 196.20 121.77 4403.37 19220 .�0 1�1.77 385.97 5/N: 42ZE0570bA8B ?roject Design Consultants PondPack Ver: 7.0 (325) Compute 7�me: 1$:18:31 Date: 11-04-2002 \ � Type.... Pond E-V-Q Table Page 8.02 Hame.... P 10 File.... C:1HAE5TAD\PPKW16RE55I 0511WE5T-V70.PPW . LEVEL POOL ROUTING pATA HYG Dir = C:\HAESTADIPPKWIBRESSI 0511 InftoN HYG file = NONE STORED - P x4 IN 100 OutfloN NYG file = NONE 570RED - P 10 OUT 100 Pand Node Data = P 10 Pond Volume Data = P LoM Pond Outlet Data � PR 1pMID No Inflttration INITIAL COHDITIONS 5tarting WS Elev = 185.70 ft 5tarting Volume = .00 cu.yd. Starting Outflow = .40 [fs 5tarting Infiltr. _ .00 �fs Starting Total Qaut= .QO cfs Time Increment = 15.00 min E�evation Outflow Storage Area Fnfilt. Q Totai 25/t + 0 ft cfs �u.yd. sq.ft cfs Cfs cfs ------------------------------------------------------------------------------ 196.70 125.06 4766.14 19961 .00 125.06 411.03 197.20 128.27 5142.75 20716 .00 128.27 436.84 197.70 131.40 5533.47 2�484 .00 131.40 463.41 198.20 134.45 5938.55 222b7 .DO 134.46 490.77 198.70 137.46 6358.25 23063 .QO 137.46 518.95 � 199.20 140.38 6792.83 23874 .00 140.38 547.95 199.70 143.25 7242.56 24699 .00 143.25 577.$1 200.20 146.07 7708.06 25642 .00 146.07 608.55 200.70 148.8� 8193.26 2b763 .06 148.B2 640.42 201.20 151.53 8699.45 27909 .00 151.53 673.50 201.74 154.19 9227.08 29079 .0� 154.19 707.82 202.20 156.81 9776.59 30272 .00 155.81 743.40 202.70 159.38 10348.46 31498 .00 159.36 7$O.z9 203.Zfl 161.9� 10945.70 3301Q .00 161.91 81$.65 2Q3.70 164.4f 11568.93 343D3 .00 164.41 858.54 204.20 166.86 1Z21b.32 35b�0 .00 166.86 899.84 204.70 169.29 12888.35 36962 .00 169.�9 942.59 2Q5.20 171.67 13585.45 38329 .00 171.67 986.80 205.70 174.02 �4308.11 3972i .00 174.q2 1032.51 206.20 176.35 1505b.77 41138 .DO 176.35 1079.76 206.50 177.73 15518.64 42000 .00 177.73 1108.84 S/N: 421E05706A86 Project Design Consultants Po�dPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: i1-04-2002 � Type.... Node: Pond Inflow 5ummary � Page 8.03 Name.... P 10 IN Event: 100 yr File.... C:IHAESTADIPPKW\BRESSI OSIIWEST-V70.PPW Storm... 100 Tag: 100 � C� r 1 LJ SUHHARY FOR HYDROGRAPH ADDITiON at Node: P 10 IN HYG Directory: C:IHAESTADIPPKW\BRESSI 0511 _______________��____________________=====R��_�=====a======��o�====_ Upstream Link ID Upstream Node ID HYG f�le HYG ID HYG tag -------------------------------------------------------------------------- A 10 READ HYG 10 HYG 1D ��__________�_�_________________________________________________�=�____� ______ _ _ ____� � I�FLOWS T0: P 10 IN ---------------------------------------- Volume Peak Time Peak Flow HYG file HYG ID HYG tag cu.yd. min cfs HYG 10 40716.67 18d.00 453.20 TOTAL FLOW INT4: P 10 IN ---------------------------------------- Volume Peak Time Peak Flow HYG file HYG ID HYG tag cu.yd. min cfs -------------------------------------------------------------------------- P 10 IN 100 40716.57 180.Oa 4fi3.20 S/N: 421E05706A8B Project Design Cansultants PondPack Ver: 7.D (325) Compute Time: 18:18:31 Date: 11-04-z0�2 � . Type.... Node: Pond inflow Summary Name.... P 10 IN File.... C:\HAE5TAb1PPKWIBRESSI OSIIWEST-V70.PPW 5torm,.. 1Q0 Tag: 100 Time min .00 75.00 15D.00 225.00 300.00 375.00 TOTAL MODE INFLOW... HYG file = HYG ID = P 1p IN HYG Tag = 100 ------------------------------------ Peak DiStharge = 463.20 tf5 Time to Peak - 180.00 min HYG Volume - 40116.67 cu.yd. ------------------------------------ Page 8.04 Event: 104 yr HYbROGRAPN ORDINATE$' (Cf5) Output Time increment = �S.Od min 7ime on left represe�#5 time for first value in each row. -------------------------------------------------------------- .p0 �$.1D 19.2D 20.50 22.10 24.00 26.4D 29.5D 33.9p 40.30 5I.i0 75.10 463.20 71.60 60.20 44.90 36.70 31.50 27.90 25.10 23.00 21.20 19.80 18.60 I7.6a .00 5/N: 421E05706A88 Pro3ect Design Consultants PondPack Ver: 7.0 (325) Compute Time: i8:18:31 Date: 11-04-2002 � r1 � . Ty�e.... Pond Routing Summary Name.... P 10 OUT Tag: lOD File.... C:IHAESTADIPPKNIBRESSI OSi1WE5T-V70.PPW Storm... 100 Tag: lOQ LEVEL POOL ROUTING SUMMARY kYG Dir = C:IHAESTAD\PPKW\BRESSI 451\ InfloN HYG iile = NONE 570RED - P 1D IN 100 Outtlow HYG iile L NONE STORED - P 1Q OUT 100 Pond Hode flata = P 10 Pond Volume Data � P Lok Pond Outlet Data = PR lONID No Infiltration INITIAL CONDITIONS ---------------------------------- Starting WS Elev = 185.70 ft Starting Vo�ume = .DO cu.yd. Starting OutfloN = .00 cfs Starting Infiltr. — .00 cfs Starting Total Qout= .00 cfs Time Increment = 15.00 min TNFLOW/QUTFLOW HYDROGRAPH SUHMARY ------____==��______________��__«��«��T===�= Peak Inf�ou — 4b3.20 cfs at 180.00 min Peak Outflow = 1b0.31 cfs at 195.00 min ----------------------------------------------------- Peak Elevativn = 202.88 ft Peak_Storage_Y_YYY___105fi2'70_cu^yd"—_____'_________ MASS BALANCE (cu.yd.) + Initial Vot — .00 + HYG Vol IH = 40716.67 - Infiltration = .00 - HYG Vol OUT = 40716.b7 - Retajned Vol = .OD Unrouted Vol = .00 cu.yd Fage 8.05 Event: 100 yr (.00OX o# Outflow Volume) S/N: 421E05706A86 Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: i1-64-2002 • �� Type.... Pond Routed HYG (total Name.... P 10 O�T Tag File.... C:\HAE5iAD1PPKW\BRESSI Storm_ „ 100 Tag: 104 out) Page 8.06 1Q0 E�ent: 100 yr OSIIWEST-V70.PPW PpND RO�TED TOTAL OUTFLOW HYG... HYG file = HYG ID s P 20 OUT NYG Tag = 1Q0 ------------------------------------ Peak Discharge � 150.31 tTs Time to Peak = 195.00 min HYG Volume = 40716.67 cu.yd. ------------------------------------ . HYDROGRAPH ORDINATES ([fs) 7ime � Output Time increment = i5.D0 min min E Time on left represents time for first value in each row. ---------E-------------------------------------------------------------- .40 E .00 9.45 18.65 19.85 21.30 75.�0 � 23.05 25.20 27.95 31.70 37.1Q 150.00 j 45.70 63.10 139.41 160.31 145.78 z25.00 � 126.05 99.45 58.90 29.70 26.50 340.00 �• 24.OS 22.10 �0.50 19.20 18.10 375.00 � 8.80 .�0 5/N: 421E05706A8B Project Design tonsultants PondPack Ver: 7.0 (3�5} Compute fime: 18:18:31 Date: 11-04-2002 . � � Type.... Diverted Hydrograph �ame.... PR 10 File.... C:IHAESTADIPPKW\SRESSI O51\ Storm... 100 �ag: 100 Time min .00 75.00 150.00 225.OD 300.00 375.Oa DIVER7ED HYDROGRAPH... HYG file = HYG ID = PR 10 HYG Tag � 100 ------------------------------------ Peak Discharge = 160.31 cfs Time to Peak = 195.�0 min HYG Volume = 40716.67 cu.yd. ------------------------------------ Page 8.07 Event: 100 yr HYDROGRAPH 4RDINA�ES (cfs) putput Time increment = 15.D0 min Time on left represents time for first value in each rox. -------------------------------------------------------------- .40 9.05 18.fi5 19.85 21.30 23.45 25.20 27.95 31.70 37.IQ 45.70 63.l0 139.41 160.31 145.78 126.05 99.45 58.90 29.70 26.50 24.D5 12.I0 20.5p 19.Z0 18.10 8.80 .00 5/N: 421E0570bA$B Projett Design Consultants PondPack Ver: 7.0 (325) Compute Time: 18:18:31 Date: i1-44-2002 � Appendix A index of Startfng Page Num�ers for ID Names � ----- J ----- � J 10 lOD... 3.01 ----- a ----- OUT 14 100... 3.03 ----- P ----- P 10... 8.01 P 10 IN 100... 8.03 P 10 OUT 10D... 4.Q1, 5.01. 8.05, 8.06 P LOW... 6.01 PR 1p 100... 8.07 PR lOMID... 7.01, 7.04, 7.10 ----- R ----- READ HYG 10 100... 2.D! READ �YG 20 100... 2.Qz ----- w --___ Watershed 100... 1.01, 1.02, 1.03 . A-I 5/N: 421E057QbA8B Project Design Cansuitants PondPack Ver: 7.4 (325) Compute Time: 18:18:31 Date: 11-04-Z002 � ►. _J � APPENDIX 8.2 PONDPACK WEIR CALCULATYONS FOR EMERGENCY SPILLWAY WEIR � � Job File: C:�\HAESTAD\PPKW\BRESSI OS1\WEST-V70.PPW Rain Dir: C:\HAESTADIPPKW\RAI[�FALL\ -------------------------- ------------------------___ JOB TITLE BRESSI RAI3CH - ALICANTE BASIN 17�'i'ENTTQN ANALYSIS 104-YFrAR S/N: 421E05706A8H Project Design Consultants PondPack Ver: 7.0 (325) CompuCe '£ime: 11:16:55 2002 _ 'f r LC w�-y � �� _ s � �as•S Zot�� S �`�. ' � � '� _� Z [33 • o 3S" Q = C � � ��z C' = ��D"$ � ^ 2, S L � 38. � Date: 10-29- C SrOc d �i'eSTf�� /.��rr� � = 46`j �% > �6 Z �� ! � � � Table of Contents i Table of Contents +�**�*�*****+*+*�+�* �iI'i'LET STRUCTURES ***+*+****"*****"**** WEIR............ Outlet Input Data .................. 1.D1 Individual Outlet Curves ........... 1.03 Composite Rating Curve ............. 1.46 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 11:i6:55 Date: iQ-29- 2002 • • \ J 'Fype.... OuClet Tnput Data 1.01 Name.... WE�R File.... C:\HAESTAD\PPKW\BRESSI OS1\WEST-V70.PPW Title... SPILLWAY WEIR RE4UESTED P4ND WS ELEVATIpNS: Min. Elev.= 203.OU ft Increment = .10 ft Max. Elev.= 206.50 ft w*r*+t+*+f++�+*w*****t**wxk��+x***+ti.�r�.**+#w� OUTLET CONNECTNI'I'Y *+*ww**ww***+x*xi.*w.+�r**w:**y.*r�:**+*t*t**+t*+ Page -�-� Forward Flow Only (i7p5tream to AnStream) <--- Reverse Flow Only (DnStiream to UpStream) , �---> Forward and Reverse Both Aliowed 5tructure Ha. Outfall E1, ft E2, ft Weir-xY Points • W ---> TW 203.000 206.500 TW SETCiP, DS Channel C � S/N: 421E057Q6A8B Project Aesign Consultants PondPack Ver: 7.0 (325} Compute Time: 1i:�6:55 DaCe: ].0-29- 20Q2 • . Type.... �utlet Input Data Page 1.02 I�ame.... WEIR OUTLET STRUCTURE TNPLTT DATA Structure �D = W Structure Type = Weir-XY Points ------------------------------------ # of Openings = 1 WEIR X-Y GROUND POIN'i'S � File.... C:\HAESTAD\PPKW\BAESSI OS1\WES�'-V70.PPW 'Pitle... SPILLWAY WEIR X, ft E1ev, ft --------- --------- .04 206.50 7.00 243.00 42.OD 2D3.00 49.00 206.50 i Lowest E1ev Weir Coeff. Weir 'IW effects - 203.00 ft � �.aea000 (i3se adjustment equation? 5tructure ID = TW Structure Type = TW SETUP, DS Channel FREE OUTFALL CONE?ITIONS SPECYFIED CONVERGENCE 'i`OLERANCES... Maximum Y�erations= 30 Min. �^] tolerance = .O1 ft Max. 'I'W tolerance = .D1 fti Min. HW tolerance = .O1 ft Max. HW tolexance = .01 ft Min. Q toJ.erance = .10 cfs Max. Q tolerance = .10 cfs S/N: 421E057D6A89 Project Design Consultants PondPack Ver: 7.0 (325) Compute Time: 11:16:55 Date: 10-29- 2002 . • 'Type.._. IndividuaZ Outlet Curves Page 1.03 Name.... WE�R File.... C:\HAESTAD\PPKW\BRESSI OS1\WEST-V70.PPW Title... SPILLWAY WEIR RA'FING TABLE FOR ONE OU'TLET `i`YPE Structure ID = W (Weir-XY Points) - Upstream ID = {Pond Water 5urface) DNstream ID = TW (Pond Outfall) • WS E1ev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge fe cfs ft +/-ft Computation Messages 203.00 .DO Free Outfall E = Y min=203.00 203.1Q 3.42 Free Outfall Max.H=.10; P4ax.Htw=�ree out;; W{fti=35.40 2D3.2Q 9.72 Free Outfall Max.H=.20; Max.Htw=free out;; W(ft)=35.80 2a3.30 17.93 Free Outfall Max.H=.30; Max.Htw=free out;; W(ft1=36.20 203.40 27.71 Free Outfali Max.H=.40; Max.Htw=�xee out;; W(fC}=36.50 203.50 38.88 Free Out�all Max.H=.50; Max.Htw=free out;; W{£t}=37.00 203.60 51.32 Free Outfall Max.H=.fi4; Max.Htw=free out;; W{ftj=37.44 203.70 64.92 Free Outfall Max.H=.7Q; Max.Htw=free out;; Wfft)=37.BU 203.8Q 79.63 Free Outfall Max.H=.80; Max.Htw=free aut;; Wlft)=38.20 203.9Q 95.39 Free Outfa�l Max.F3=.9D; �9ax.Htw=free out;; wfft)=38.60 204.OQ i12.�6 Free Outfa�l Max.H=1.00; Max.Htw=free out;; W(ft?=39.00 204.10 129.9Q Frae Outfall Max.H=l.lfl; N3ax.Htw=free out;; W(ft}-39.40 204.20 148.58 Free Outfall Ldax.4i=1.20; Max.Htw=free out;; W(ft)=39.80 2D4.30 168.1$ Free Outfall Max.H=1.30; Max.Htw=free out;; WSfti=40.20 204.4D 186.67 Free Outfall Max.H=1.40; Max.Htw=free out;; W{ftj=40.6D 204.50 210.04 Free Outfall Max.H=1.50; Max.Htw=free out;; W{ft)=41.00 204.60 232.28 Free OUtfall Max.H=1.60; Max.Htw=free out;; Wfft1=41.40 S/N: 421Ea5706ABB Project Dasign Consultants PondPack Ver: 7.0 ;325) Comp�te Time: 11:�6:55 DaCe: 10-29- 2002 . . Type.... Individual putlet Curves Page I.04 23ame.... WEIR File.... C:\HAESTADIPPKW\BAESSZ OSI�WES`i`-V7Q.PPW Title... SPILLWAY WEIR I2ATING TABLE FOR ONE Oi7'I'I.ET TYPE St2uC�ure ID = W (Weir-xY Ppints) • Upstream ID = {Pond Water 5urfacej DNstream ID = TW {pond Outfalll W5 Elev,Device Q Tail Water Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages 2a4.70 255.35 Free Outfall Max.H=�.70; Max.Htw=free out;; W{ftf=41.80 2Q4.60 279.27 Free Outfall Max.H=1.80; Max_Htw=free out;; Wift1=42.2b 204.90 3Q4.OD Free Outfali Max.H=1.90; Max.Htw=free out;; Wfft1=42.64 2Q5.00 329.54 Free OutfalZ Max.H=2.00; Max.HCw=free out;; WItt1=43.DQ • 2Q5.10 355.89 Free Out£al� Max.H=2.10; Max.Htw=free out;: Wlftj=43.40 245.20 383.03 Free putfall Max.H=2.20; Max.Htw=free out;; W(ft)=43.8� 205.30 4�0.97 Free Outfali Max.H=2.30; Max.Htw=free out;; WIft1=44.20 205.40 439.67 Free outfall Max.H=2.40; Ma�c.Htw=free qut;; W(ft}=44.60 245.50 459.].6 Free Outfall Max.H=2.50; Max.Htw=free out;; Wfft)=45.00 205.60 499.42 Free Outfall Max.H=2.60; Max.Htw=free out;; W(ft1=45.4D ' 2Q5.70 530.44 Free Outfa7.1 Max.H�2.70; Max.Htw=free out;; W(ft)=45.80 245.60 5fi2.22 Free Outfall Max.H=2.60; Max.Htw=free out;; W(ft)=4b.20 205.90 594.75 Free outfall Max.H=2.90; Max.Htw=free out;; Wfft)=45.60 206.00 b28.05 Free Outfall Max.H=3.00; Max.Htw=free out;; Wfft)=47.OD 206.10 562.09 Free Outfall Max.H=3.10; Max.Htw=free out;; Wfft)=47.40 206.20 b96.8'7 Free Outfall Max.H=3.20; Max.HCw=free out;; WI�t)=47.80 206.30 732.40 Free OuCfall Max.H=3.30; Max.Htw=free out;; Wfft)=48.20 S/I3: 421E�5706A&B Project Design Consultants PondPack Ver: 7.0 (325} Compute '�ime: 11:16:55 Date: �D-29- zao2 . ' i � `i`ype.... Individual Outlet Curves Page 1.D5 Name.... WEIR Fi].e.... C:\HP,�STAb\PPKW\gRESSI OS1\WEST-V70.PPW Title... SPILLWAY WEIR RATIAIG TA$LE F4R ONE OUTLET TYPE Structure ID = W {Wezr-RY Points) Upstream ID = (Pond Water Surface) DNstream ID = TW (Pond Outfall) WS Elev,Device Q Tai]. Warer Notes WS Elev. Q TW Elev Converge ft cfs ft +/-ft Computation Messages -------- ------- -------- ----- -------------------------- 20b.40 768.67 Free Outfall Max.H=3.40; Max.Htw�xree out;; W(ftf=48.fiQ 20b.50 805.69 Free Outfall Max.Ii=3.50; Max.Iitw=free out;; WIft1=49.04 S/N: 421E45706ABS Projec� Design Consultants PondPack Ver: 7.0 {325? Campute 'Fime: 13:16:55 Date: �0-29- • 2a02 . • • Type.... Composite Rating Curve 3.06 Name.... WEIR File.... C:\HAESTAD\PPKW\BRESSI OS1\WEST-V70.PPW Title... SPILLWAY WEIR WS Elev, Total Q ---------------- Elev. Q ft cfs 203.OD .00 203.10 3.42 203.20 9.72 203.30 Z7.93 2Q3.40 27.71 203.50 38.88 203.60 51.32 203.70 64.92 203.80 79.63 243.90 95.39 244.Oa 112.16 244.10 129.90 204.20 146.58 2Q4.34 168.18 204.40 188.57 2Q4.54 210.44 204.64 232.28 2a4.70 255.35 204.8� 279.27 204.90 304.Qa 205.00 324.54 205.Z0 355.89 205.20 3B3.43 2D5.30 410.97 205_40 439.67 205.5D 469.16 205.60 499.42 205.70 534.44 205.80 562.22 205.90 594.75 206.00 628.05 206.10 662.09 20b.20 696.B7 20b.30 732.40 2D5.A0 768.67 206.50 805.69 *"**"` COMPOSxTE OUTFLOW S[J1�II�7ARY **** Notes -------- Converge -----_________ TW Elev Error ft +/-ft Contributing Structures Free Outfall W Free Outfall W Free dutfall W Free 4utfa1l W Free Outfall W Free outfall W Free Out�all W Free Dutfall W Free Outfall W Free Outfall W Free Outfall W Free outifall W Free Outfa].1 W Free putfall W Free Outfall W Free Outfall W Free Outfali W Free Outfall W Free OuCfail W Free OuCfail W F'ree Outfall W Free Outfall W Free Outfall W Free OutfaZZ W Free OuCfa}.� W Free Outfall W Free Outfall W Free Outfall W Free Outfall W Free buxfall W Free putfall w Free Outfall W Free Out#a11 W Free Outfall W Free Outfall W Free outfall w Page S/N: 921Ed5706A8$ Project Design Consultiants PondPack Ver: 7.D (3251 Compute Time: 11:16:55 Date: �D-29- 2002 i • Appendix A A-1 Index of Starting Page Numbers for ID Names ----- W ----- wExx... Z.Oi, �.03, 1.06 S/N: 421E05706A8B Project Design Consultants PondPack Ver: 7.0 (325} Compute Time: 11:16:55 DaCe: 1D-29- 2D02 � . � � APPENDIX 8.3 HEC-RAS CALCULATI4NS FOR SPILLWAY QUTLET PR4TECTIQN � �l�� '�►s� � � - - , , ��:� �.; ��'� �,�;: ..�- �. �� ..;ti:�. .v"''�� S:'��i:. , . .- �� x�.�:'�.' 1 1� �ti`4'� � ` :j� ��! �� • • ti� ��• � r � � � ' � ` . ��t.�,�� - ��:;;�: �� 1� '"' " /1 ::: ,... � .•'�-�-� ::. �� `��.,�:, �. � , � �A � � , �. • I-�S* ..,: �j'! f��,� ^. . +�,� ��► �;:v •��r.� �► , `�� •; ��:`.]�� ;+► �: ;,i * i�. .;., r � • ��L� ��F ~ � � 4� �� , I I II I v s , � I I I I �; _� / • � ._ ��1 �, � CJ � a a g c�v m v�=-' `Y �v c� c� ��, o o r cd m ro v o 0 0 0 0 U « � : m . � * .� t� " F� .}� . T� p C7 C7 CD 4� CO CO 1� O� N � y t O Q (fl a OI Oi I"- [7 O � '�� Oi Oi tCi ui �(y f� � (� � =�i . tt V t7 C7 (7 C) S'J � m�l'! �� X � O �:-4 H , 4 -� cP u7 � �] O� O� [�O m SO .�- ' W :.� (� O ('V Q� Q� N N(O CO V lf5 N� N W O� QO � � � , e�"1 t. $ e0 N C h O�pi A� � n a�� L� cy [rl 1� N�[7 [y ~'� N ui N U `� m � � "sw•, i'!: .T� :�� . � �(pp O N N � � � O .�' ' CN CA Q pp (A � p O S r N Q[D O O O O O �. .� 0 G O Q O M O O O O O O (� ..-i Itj �l, � • °� ` �� o m v rn rn ao u� m �a ,� r r- c`� �`��, ca n � n n� �m « tpfl �pCi yp7 aV p Ih [O C+7 N N N N '� N N N N N� W�� t0 � W '��; � �. �L'1 t8 fU N O O �� ^� � � r n� r� n n "'-:�� W�$� �o 3 � LL ,_ �,�.. a c}',t. m Vr, O j'' CO lD u7 N N N N�ff 4] 47 4] �O ' :.�� V I� U7 Vu7�( t0 f� f� m C] CV a � CV N� Q) S1 a0 I� � N� N N � m m m � L '� ��',`�g S 8 g o g g 8$�$ 8 � ��°'n�� U = N �C .c �;, U �, ��, C c� ;�,�. S 8 S g� 8 8 S 8 8 S 8 ��qa�ee��aa�� (I1 Q ,U �^• ,f � � � �. :� o .. - ' � � t: �� 'r�, r . �_; •� . � �'�' F� ;i q cn r x',,.� _�� Fz � � .e". �� ? �� • i �;� _�,+. °0 � � `� n w a c� n�i °i � `T o $ g .. u� c • �,; m � U ?. �?� TT. J. T?, 7, . T ?. T}-. Q� � ��.� U. =�•a ^�i n'�i Q n a Q a W y �n fJ7 � N N� fn N N cn r� 2 r� LJ • u � � la N o � iW � n $ a c cn � C (C � t U C (4 � .y N m m $ s m U o .-� cp Q � C � t C} � m � V R � � � t � � � x � -r- -o n � ti � T �� z � F'v �v r � .- � (lJ) uoil�ans�3 . • u T 0 �.. � a G � � M � � U G � � .N � W � m (u1 ua3gnel3 � LL LL = N � n, a � � w 3 � m 0 CS � C � d � � M t o U C fG Q .� m � c� u� r---,� � -i-�T-�-r--�T-•�-, � � v, o � � (1}j uoltenel3 � .- 0 � � � a -- c ro _ �, � � � � U � _ � � .N � y o m �. C� $ � r O C � � a r � � � a .� � L o U [v � � .N � m � m � (1J) �RSAel3 � O r � C O � N N g � g � � � � � O � O u � m � c _ �ff N n � 0 S c � la a � u� � w � �•m � I� � � � � i� y psc i 3 m (�J? uo!iH�al3 u a d � N . • � w � n m � � C � 0 c ro Q. C � a t U C R � .� � m Ln (1�) �!►�e13 c tL LL- � N m Q 4 0 �x � w � � r� O C f� � C f� � V 1� i U C � F � F CS s y Ln O m � m E � �� ,�-•-•Tw��--�- r-,-. • y� � 1I] O � N (}�} uol�g�el3 � Q � c ro a c S6 R � � �� U C l� � O y W m m � � O C fG � p C R � � � .� � L N U C fU N ¢ .� y � m 8 r—+--f� � (t31 +�llenel3 � � a � Cls�c � �u, � � � fu} uo��ena�� g � � � � O � 0 r p _ N � � y S � � O II _ m � � � � N p 'C O z C � � � �ry � �m 3 m � m � a � m � Ol � 0.' O G r Y J ° � � � m I L� • � 0 c m a _ � a � U C i� � .� h m Cl7 g o � � ro n. � ca � � a �L U C f0 � � �y N m � y � I� � � � � � (y) uoi3anep @ a a � m�� ' u°u � n � m � n � 0 p � O G C (ti CO � d � � � p � � � (�J C � O z � U � U � C N fti � � y y m �' g � � zo oa � � �-,-�---r-�-�T�T - ,--r�--.-_-,--;-� � � �T � (1!? �+Q?tenel3 � z o � � � N S � � a n � m a � _ � � �� a x S r � o � � Q � �, � _ � � (�}} uouene� a � m � a a � �� 1 Iw � � — m G ! LL � C � (n S' C� � � �� - � � r � � � a R o �� S' W � � - � (�}? uai�enel3 . . eressi.rep HEC-Ras versron 3.0.1 Mar ZOOI u.s. Army Corp of Engineers Hydrologrc Eng�neering Cenrer S09 second sireet, Sui[e b pavrs, California 936I6-46B7 (3I6) 756-1104 X X XXXXXX Xh70C XXXX XX XXXX X X X X X X X X X X X X X X X X X X X XXXXXXX Jt7CXXX X XXX X�CCXX XXX�Gi�C XXXX X X X X X X X X X X X X X X X X X X X X X� XXXX X X X X XXJS7�Or • PROJECT pATA Project Tif7e: Bressi Ranch Project Fi 1e : Bressi. prj Run oare and Time: IO/31/2001 4:06:I4 v� Projecr in Engl ish uni ts PLAN pATA Plan Tir7e: P1an 01 Plan File : C t,vecR45 3.Oyeressi.p02 Geometry Tit7e: Bressi xanch spi]lway Geomecry F�le : C:1HecIt45 3.O�Bress�.gOl Flar ritle : Flaw Oi FTow Fi ]e : C: �,vecRas 3. O y Bress i. f01 Plan Sucmary Infarmation: Number of: Cross 5e[tians = 12 Mu7itp7e openings � 0 Cu7verrs a 0 znline werrs � 0 aridges � 0 Computational Snfnrmation warer surfa[e ca7culation to7erance a 0.003 Critical depnc �a]culaton ra7erance = 0.003 Maximum number of interarions � IO Maximum difference toleran[e = 0.1 Flow tolerance factor a 0-001 Compuration Oprions [�rt�cal depth computed only wtrere necessary Corrveyance [alcularian Merhod: .ar 6reaks in n values on7y Fricrion 5]ope Merhod: Averaye[onveyance Corapura�iona7 FTaw Regime: ,Mixed F7ow FLOW DATA ' FTo+r rirle: Flow p1 Flow Fi 1e : C: tiNeue,a.s 3.Oy6ressi. f0I Flow Data (cfsJ R7ver ReaCh RS PF 1 Bressi Itanch Spi77way .TB6 462 Bress� Kanch Spillway 95 46Z Boundary Condirions Ri ver Reath Profi ]e Bressi Ranch Sprl]way PF 1 eressi rranch SprT7way PF 1 PF 7 467 46i upstream aownstreara uorma7 S = .00I roorma7 5 � .01 Normal S = .001 Normal 5 = .01 � Paqe 1 � . aressr.rep cFaNErRr uar.a Geametry ri�le: Geometry Fi]e : CRpSS SECTION R6aCN: Spillway INPUT oescription: Sra[ion FlevatTon Oara sta Elev 5[a 99.9 206.5 I00 Manninq's n values sra n va7 sta 99.9 .035 100 Bank Sta: ceft Righr IOD 149 CROSS SECTION OU%PUT E.G. Elev (fC) ve1 Head (f[) w.S. E]ev (fr) Cri t w. s. (fC) E.G. S1ope (ft/ft) Q ro La 1 (c fs rop widrh ( r) vel Total (ft/s) Max Ch1 ppCh (fr) conv. rota 1 (cfs} Lenqth wrd. (ft) Nin Ch EI (ft) .a 1pha Frcrn toss tfr) C d E Loss (ft) RIVFIt; 8re55r Ranch R5: IB6 num� 4 E1ev Sta E1ev 703 149 703 nu� 3 n va 1 sra n va 7 .013 I99 .035 Lengths: �eft Channe7 iz iz Sta flev I49.1 106.5 Righr Coeff Contr. sz .r Arofi le i'PF 1 105.71 Elemenr �ef[ 08 0.22 �rt. n-va1. 0.035 Z05.4$ Reach ten. (ftj 11.00 Z04.40 Flow ,area (sq ft) 0.09 0.000328 Area (sq ft) 0.09 461. 00 F 10»� (c fs) 0. OI 49.I4 Top wid[h (fr) 0.07 3.79 Avg. ve7. (fr s) 0.08 2.48 Hydr, neprh ft) I.74 15521.1 Conv. (cfs) 0.4 I1.Op wetted Per. (fC) 1.49 103.00 shear {Ib/sq ft) 0.00 1.00 stream Power (]b/ft s) 0.00 0.00 Cum valuare (acre-ft) O.OI 0.00 Cum 5�4 (acresJ O.OI CRO55 SECTIOw RIVER: 8re5Si Ranch RFACH: Sptllway R5: 174 INPUT �escription: Srarion Elevation Data Sta Elev Sfa 99. 9 706. 5 100 Manning's n va]ues Sia n va7 Sra 99.9 .035 100 8ank S�a: cefr xight 100 I49 CRO55 SECTIQN OUTPUT E.G. E1ev (fr) Vel Head tf[) w.5. E1ev (ft) Cri t w. s. (f[) E. G. S 1 opP (fr/fr) Q To ta 1(c fs1 rap width (ft) vel Toial (ft/s Flax Ch1 Dpth ( i) Conv. rota7 (c�s) tength wrd. (f�) Min Ch E1 (ft) ,a l pha Frcrn Loss (ftJ c d E [oss (fr) aress i Ranch sp i 7 7►►ay [: tiHeciL45 3.OtiBfessr.gOl nr�• 4 E7ev Sia E7ev SCa Elev 703 149 703 149.1 70b.5 numa 3 n va 1 5 ra n va 1 .013 149 .035 cengths: tefr Channe] 7 7 Profi 1e iPF I Expan. .3 Channel 0. OI3 II. 00 �2I. 71 izl. n 462. 99 49.00 3. 80 2.48 15570.3 49. 00 o. os 0. I9 0.16 0. 08 Riyhr [aeff Contr. Expan. 7 .1 .3 705.70 Elemenr 0.27 �✓t. n-vaT. 105.48 xeach Len. (f[J Flow area (sq fr) 0.000330 .area (sq ft� 461.00 Flow (cfS) 49.I4 rop wTdrh (fr) 3. 80 .a vg. ve 1. fr s) 1.48 Nydr. Depr ft) 754Z6.8 [onv. (cfs) 7. �D Wetred Per. (ft) 203.00 shear (lb/sq ft� 1.00 Stream Pac+�er (Ib/fr s) 0.00 Cum volume (acre-ft) 0.07 Cuw s.a (acres) Left oe 0. 03S 7. QO 0. 09 0. 09 0. 01 0. 07 0. 0$ 3.14 0. 4 2.48 0. 00 0. 00 D. OI 0. 01 Channel 0.OT3 7. 00 1Z3.4S I21.45 461.99 49.00 3.8D 1.48 25476. 0 49.00 o. os 0. I9 0. I3 0. 06 Right OB 0. 035 T2.00 0. 09 o. 09 � 0. 01 0. 07 0. 08 1.14 0. 4 7.49 0. 00 0. 04 0. OI 0. 01 aiyht os 0. 035 7. 00 0. 09 0. 49 D. OI 0. 07 0. 08 1.74 0. 4 7.48 a.00 fJ. 00 0. 01 0. OI . Page 1 � _ eressr.rep warning: The velocity head has changed 6y more than 0.5 fC (O.IS m). This aray indicate rhe need for add�tional cross sec�ions. Warning: The conveyance raiio (upsrream conveyance divided by downsCream conveyanre) rs less than 0.7 or greater than I.4. rhis may �ndicate rhe need for addirional cross sectians. CRO55 5ECiiON RIVER: Bressi Ranch REACN: Spillwdy RS: 16i INPUT Description: Srarion ETevation Dara numa 4 sta EJev sta E7ev Sta 99.9 106.5 300 Z03 13S Manning's n va]ues nu� 3 5Ca n val Sta n val Sra 99.9 .035 I0� .013 I35 aank Sta: Geft xighr I00 13S caoss sFcrronr ourPur E.s. Elev (fr) ve1 ,vead (fr) w.S. Elev (f[) Cri t w. s. (ft) E.c. slope (ft/fr) q roCa l (cfs rop wi drh ( r) vel Total (ft/s) Hax Ch1 opth (ttj Conv. Tota7 (cfs) tengrh rrtd. (ft) xin Ch E1 Cft) ,41pha FrCtfl LOSS (ft} C d E coss (ft} Caeff [ontr. Expan. .1 .� tefr o8 0. 03S i8. 00 0. 04 0. Q4 o. os o. as 0. 3� 0. 88 0. 2 1.76 0. 00 0. 00 0. OI 0. 01 Channe) 0. 013 1 &.17t1 61. 42 61.42 46I. 99 35. 00 7. S2 I. 75 10214. 3 3S. 00 0.11 1. 69 O.IT 0.06 Righr oa 0. 035 18. 00 0. 04 D. 04 o. o.z 0. OS 0. I6 0. 8B 0.1 I.76 a. ao 0. fT0 o. oz 0. OI � Warnrng: Tlre energy equar7on rould nor 6e 6a]anced within rhe specified num6er of itefarions. rhe pragram used critica) depth for the water surface and canrinued on wirh rhe ca7culations. �rarning: The energy 1pss +ras ,greater rhan 1. 0 fr (0.3 m). 6erween ihe current and previous cross section. This may Jndicate �he need for additional cross secrians. Harning: Duriny Che srandard srep iteraiions, wtJen the assumed warer surface was set equal to crir�cal depth, rhe caltulared riater surface came track belar triCital deprh. This �ndicares that rhere is not a va7id su6rritica7 answer. The prograe� defau7red ro crir�cal depCh. [ROSS SEL'TION RIVFR: Bressi Ranth RFrsCN: Spillway RS: 349 INP!/7 Description: Station Elevatiorr �ata num.. 4 Sra Elev 5ta f]ev Sta 99.9 197 30D 194 335 Manninq's n val�es num� 3 sta n va1 sra n va7 5ta 99.9 .035 100 .01� I35 �lev Sra E7ev 194 235.I 197 n va 7 . 035 sank Sra: ceft xighr tengrhs: Left Channel Righr 100 135 I8 IB 18 Elev 5ta flev 203 135.1 Z06. S n va 1 . 035 Lengrhs: teft Channe7 RighC I8 1B 18 Profi le �PF 1 � 705. 63 p. 88 7IJ4. 75 704. 75 o.00zaaa 46Z. 00 i5.10 7. 51 3.75 20714. 6 18.00 203.OD I.00 �. (%4 0. 00 Fle,�enr wr, n-va7. Rearh �en. (fr) F7orr ,4rea (sq fr) ,area (sq �r� F7ow Crfs) rop width (fr) .avg. ve7. (ft/s) ►�ydr. pepth (ft) [onv. (cfsJ wetCed Per. (ft) Shear (76/sq ft) 5treaw Power (76/ft s) Cum vo 1 ume (acre- fr) [um SA (acres) CROSS SECTIO,Y OUTPUT Profi 1e #PF 1 E.G. E1ev (f�) vel Nead (fr� w. s. Elev (fr) Cri t M. S. (ft �. G. S7ope ( r/ft) p Tota7 (cfs, rop wrdrh (�r) ve1 Tofal (ft/s) Max Ch7 Upih (ft) conv. rara 1 (cfs) Length wtd. (f[) Min Cfr f7 (ft) a Ipha 2P4. 60 1 D. OS 194. 52 195. 76 0.129410 462. 00 35. L13 75. 47 D. 51 1337. 0 I8. 00 134. 00 1. 00 Element wt. n-val. Reach Len, (f�) F1ow Area (Sq ftJ Ared (Sq ft) F7ow (cfs� rop widrh (fr) .a vg. ve 7. (fr/s) Hydr. Depth (ft) Conv. (cfs) wetred Per. (fr) Shear (lb/sq fC) 5tream Power (16/ft s) Page 3 • Coeff Contr. Expan. .2 .3 teft oB 0.000 18. 00 0. 00 0. 00 o. o0 0. 07 0. 67 0.76 o. o 0. 51 Channe7 D. O13 I8. OD 18.13 IB.13 461. 99 3S. 00 15. 48 0. SI I337. 0 3S. 00 3. 86 98. 40 Right 08 0. 000 18.00 4. 00 0. 00 0.00 0. 02 (1. 6Z 0. Z6 0. 0 C1. 51 � • • . Bressi.rep Frcrn Gass (fr) 0.11 Cum volume (arre-fC) O.OI O.IO 0.01 C 6 E toss (f�) 0. 91 Cum .Sa (acresJ 0. 00 0. P4 0. 00 warning: The ve7arity head has changed 6y more than 0.5 ft (0.15 m). This may indicate the need for add7tiona7 cross secrions. warning: The conveyan[e rario (upstream conveyance d�:vided by dormszream conveyance) is ]ess Chan 0.7 or yreater rthan 1.4. rhis may rndTcate the need for additional crass secrions. warning: The energy 7oss was.greare�- than I.0 f[ (0.3 m). between ihe rurrenC and previous cross secrion. Thrs may �ndicate the need for addrriona7 cross sections. Noie: Program found supercrirical f7ow stariing at this cross sect7an. CROSS SECTION XIv�R: 8res5i Ranch ltEACH: Sp i 11Way R5: I31 INPUT vescriprion: Srarion Elevation Data sta �1ev sta 99. 9 188 11J0 ,Nanning's n va7ues Sra n va 1 sta 99.9 .047 100 Bank sra: Left Right I00 135 CRO55 SECTION OUTPUT E.G. Flev (fCJ ve1 Head (fr M.S. flev ( C) cri t ws. (fr) E. G. S l ape (tC/fr) p Tota1 cfs 1'op widt ( c) ve ] rora 1 (fr/s) Max Ch7 Dpth (ft) Conv. Total (cfs) cengrh ,rrd. �frl Mrn [h E7 (ft) ,4 ]pha FrCtn Loss (ftJ C dr F LOSS (ft) nu�s 4 Elev Sta E]ev I85 335 I85 nu� 3 n va1 sra n va7 . 013 2.35 _ 04J' Gengths: �efr [hannel 6 6 Profi 7e fPF 1 10I.OS 13. 63 185. 4? 386_ 76 0.148066 462. 00 33. 03 31.7I 0.41 927. 6 6. 00 185.00 I . fJ0 3. 00 0. 56 ' Sra E]ev I35. I 188 Right Coeff Contr. Exp3n. 6 .I .3 Element wt. n-va1. Reach cen. (ft) F7ow .area (sq �tl .trea (sq ft) F7ow (cfs� rpp wrdrh (fr) .4 vg. ve 1. (ft/sJ Hydr. �epth (ft) conv. (cfs} Wetted Per. (ft) Shear (16/sq ftJ SCream Power C�b/ft S) [u� +rolu,ae (acre-ft) Cum sa (acres) GefC oe 0. 000 6. 00 0. 00 0. 00 0. 00 0. DI 0. 57 0.73 0. 0 0.41 � i / // Channel 0. OT.3 6. 00 14. 56 I4. 5b 462. DO 3S. 00 3I. 73 0. 91 977. 6 �5. 00 6. 44 1D4. 41 0. �9 0. d3 Righr oa 0.000 6. 00 0. 00 0. 00 0. 00 0. OI 0. 57 0. 71 O.Q 0. 41 � � f // warning; rhe velociry head has changed 6y raore than 0.5 ft CO_15 m). This may indicare rhe need for additianal cross sections. warning: 7rie conveyance ratia (upstream conveyan[e divided 6y downstream conveyance) is 7ess than 0.7 or yreater than 1.4. rhis ,vuy indicate the need far addirional cross sections. warning: rhe energy 7oss »as greaCer rhan 1.0 ft (0.3 m). 6etween rhe currenr and previous crass secrian. Th7s may 7ndicate the need for addirional cross sections. , CRO55 SECTION RIVER: 8re5si Ranch R�4Gv: Spil7way R5: 125 ' INPUT FeSCription: SfdfTDl1 EIeVdC70f1 OdCd Sta E7ev S[a 80 I91 100 n�anning's n values Sta n vdl Sta 80 . 047 I00 nuep. 4 £7ev s[a 181 135 nrr� 3 n vaT Sra ,p4y I3S Flev sra FJev 382 153 191 n va 1 . Q47 eank Sra: [e ft Right Genyths: tefr Channe7 Right Coeff ConCr. Expan. IDO 135 6 6 S . 2 . 3 Ineffective F7ow nu� 1 Sta t 5£a R Elev Per�manen[ 8B8 F 888 F CROSS SECTION OUTPUT Profile �PF 1 E.G. Elev (ft) X97.18 E7emenr �eft OB [hannel Righ[ oe veJ Head (ft� 14.76 wt. n-va1. 0.047 0.1147 0.047 w.5. Elev (fC) 187.47 Reach Len. (ft) 5.00 6.00 6.00 Page 4 � � C � Crir w.s. (ft) E.G. Slope (ft/frJ � Tora l (cfs} rop wYdrh (fr) vel rota7 (fr/sJ Max thl oprh (ft) Conv. To ra 1([ fs) Length wrd. (ft) Min Ch E] (fr) .a Ipha Frctn Loss (ft) c s E coss (fr) 0.17 0. I8 3. 3B 0. 84 I9. 38 0. 73 1.9 0. 84 39. 6.T 767. 69 0. 03 0. 00 14. 70 14. 70 455.74 35.00 3Q. 97 0.4I 760. 6 33. 00 80. 00 7477. 50 0. 09 0. OZ 0. I7 0.18 3. 38 0. 84 19. 38 0.13 I. 9 0. 84 39. 6I 767. 69 0. OI 0. 00 warning: The velotiry head has changed 6y more than 0.5 ft (0.15 m). rhis may indicare the need for addTtional crass secrians. ' warning: The canveyance ratio (upstream conveyance d7:vided 6y downsireaar conveyance) is 7ess rhan 0.7 or grearer than 1.4. 7'his ar�y 7nd�cate the need for addi[ional cross sect7ons. warning: The enerqy 7oss was yrearer than I.0 ft (0.3 m). 6erween the currenf and previous cross seciion. This may �ndreare the need for addirianal cross settrpns. CIPO55 SECTIOW fiZVER: Bressi Ran[h REa[H: 5pil7Hay R5: 1I9 INPUT Qescription: Starion E1evaCron Oata num� � Sta Elev Sta Elev Sta 80 189 100 179 133 Manning's n values nu� 3 sta n va 1 sta n va ] sta 80 .047 �00 .047 135 183. 71 3. 051030 461. 00 36. 68 30. 70 0. 47 264.5 6. 00 182.OD 1.OI 3.60 0.16 Bressi.rep F7ow prea Csq fC) strea (sq �t) Flow (cfs) top wrdrh (fr) .4 vg. ve 7, (ft�s} ivydr. aepth (f[J Conv. (cfs) werted Per. (ft) shear (16/sq ft) stream Power (16/fr s) Cum vo7ume (acre-fr) Cum 5A (aCres) E7ev Sta E1ev 179 255 I89 n va 1 .047 Bank sra: �eft Right Leng[hs: ceft Channel Riqhr I00 135 6 6 S �neffecrive F1o+r num= 1 5[a L Si�a R flev Permanent 888 F B88 F CROSS SfCTION OUTPUT Profi le �PF 1 E.G. Elev (ft) ve1 Head (fr w.5. Elev (�) trr rt w. 5. (fr E. G. 57ope ( /ft) Q rora7 (cfs) rop widrh (fr) vel rotal (ft/s Max Chl opth ( t) Conv. Tat3l (cfs) Gength !✓td. (ft) Min Ch EI (ft) A 7pha F�[tn LD55 (ff) [ d E r.oss (ft) 186.14 6. 61 579. 67 I80. 70 O.B14147 462. 00 37. 49 20. 49 0_ 62 SI1. 0 6. 00 I79, 00 I. 02 B. SO 7. 44 E �eC1efJ t jvt, n-va7. Reach Len. (ftj Flpw ,area (sq fr) ,area tsq ft) , Flow (cfs) rop widrh (ft) Avg. ve7. (ft/s) Hydr. neprh (ft) [onv. (cfs) wetted Per. (fr) 5hear (76/sq ft) stream Pox�er (1b/ft s) Cuw volume (acre-ft) cum 5.a (acres) Coeff Contr. Expan. .1 .3 Lef[ OB 0. P47 6. 00 0. 39 0. 39 a. �a I.Z4 12.16 0. 3I 5.1 1.39 14.14 17I. 91 0. 0� 0. C10 Channel 0. 047 6. 00 zi_rr 11.77 451. 59 35.00 10. 79 Q. 61 SOI. 6 35. 00 31. 61 657.34 0. 08 0. 01 Right OB 0.047 6. 00 0. 39 0. j9 4. 70 I.Id 17.16 0. 31 5.1 � 1.39 I4.14 171. 9I 0. OI 0. 00 warning: The velocity head has changed by more rhan 0.5 ft tO.IS m). This may indicare the need for add7tional cross sectians. warning: rhe conveyance ratip (upsrream conveyance divided 6y damsrream conveyance) is less rhan 0.7 or yreater rhan I.4. This may indicare tfre need far additiona7 crass sections. warning: The enerqy loss was greater than 1.0 ft (0.3 m). 6etween the current and previous cross section. Tiris may indicaie rhe need for additiona] cross sections. CRD55 SECTIDN Rn�R: 6ressi Ranch R�4Ch': SpT I Iw3y R5: II.i 3'NPU7' Descriprion: starion Elevation �ata nu� 4 Sta E7ev Sta E7ev Sra 80 186 100 I76 135 Manning's n values num� 3 5ra n va] Sta n va7 Sta so .oa� 3ao .cw� ljs E7ev Sta E7ev 176 155 186 n va 1 . 04� Page S � . Bressi.rep Bank Sta: Lefr Right Lengths: Lefr Channel Right 100 135 S S 5 rneffective F7ow nu� Z Sta L 5ra R E1ev Pernianent 888 F 8$8 F CRO55 SECTION OUTPtIT Profi le �'PF I • • E.G. E1ev (ft) ve1 xead (�t w.5. E1ev ( ) Cri r w. s. (ft E. G. S 1 ope (�C/ft) Q rora 1 (cfs) rop w7drh (firJ ve 1 To ta 7(ft/s Mar thT nprh ( r) Conv. Tora7 (cfs) cengrh �vrd. (f[J M7n Ch E7 (ft) a 1pha Frctn toss (ft) c c4 E Loss (fr) 182.79 0. 05 187.75 177. 70 0. OOOZ47 462. 00 61. 98 I. 75 6. 75 29395.5 5. 00 I76. 00 i. oa 0. 00 0. 00 Coeff Conrr. Expan. .1 .3 Ele�ent wr. n-va1. Reach ten. (frJ F7ow Area (Sq fr) Area (sq ft� Flow (�fs) rop widrh (fr) .avq. ve7. (fr/s) Hydr. Depth (ft) con v. (c fs) wetred Per. (fr) Shear (76/sq ft) stream Power (16/ft s) Cum vo7ume (a[re-ft) Cum Sa (acres) Lef[ OB D. 047 S. OtJ . 13. 9I 45. SO 71. 62 13. 49 1. 53 6.18 2375.3 Z. 57 0. 09 d. I3 0. OI ll. 00 ChanneT 0. 047 5. 00 136. 08 136. 08 418. 77 3S. DO I. 77 6. 7S 76594.9 3S. 00 0.10 a.18 0. 07 0. 01 xighr oa 0.047 S. 00 13. 91 45. 50 11. 62 13. 49 3. 55 6.I8 �375.� Z.52 0.09 0.13 d. 01 0.170 Note: Hydraulit jump has occurred 6erween this cross section and rhe previo�s upsrrear� secrion. CRO55 SECTFow RIVFR: Bressi Xanch REACH: Sp7 � i1Ydy RS: 108 INPt/T Oescription: 5�arion E]evation Dafa Sta E7ev Sra 80 186 100 Manning's n yalues Sta n vaJ sia 80 .047 100 8ank Sta: �CefC Right 100 2.35 rneffecrive F1ow num� sta c sta x �lev B88 F B88 F CXOSS SECiION OUTPUT E.G. E7ev (ftJ vel Head (ft !✓. 5. EI e v( t) cri t w. s. tf�) �.G. Slope (fr/ft) Q To ta 7 (cfs rop vi dth ( tJ vel t'otal (ft/s Max Ch7 pprh ( } Canv. Tota7 (cfs) cength wtd. (ft) M7R Ch EI (ft) a 7pha FrCin Lo55 (fr) c � E toss (fr� nc�m�. 4 Elev Sra Elev 176 I35 S76 num� 3 n val sra n va1 .047 I35 .047 tengths: Lef� Channel 4 4 2 Permanent Profi le �fPF 1 Sra Elev 155 186 Righr Coeff Canrr. Expan. 4 .1 .3 161.79 Flement 0.05 wt. n-va1. 187.75 Reach Len. (ft) FTow Ared (SQ ft) 0.000137 ,4rea (sq fr) 4b2.00 Flow (cfs) 61.98 rap widrh (frJ 1.7I avg, ve7. fr�s) b.75 Hydr. Depr (ft� .�OOI0.9 Canv. (Cfs) 4.00 wetted Per. (ft) 176.00 Shear (16/sq fti T.01 Srream Power (]b/fr s) 0.00 Cum vnlume (acre-ft) 0.00 [um �.a (acres) Left 08 0. 047 4. 00 17. 30 45. SD 75. 89 I3. 49 I. SO 6. 03 3681.8 3. II 0. 08 0. 3Z 0. 0� D. 00 Channel 0. 047 4. 00 736. 09 135. 09 410.11 35. 00 1. 74 S. 7S 16b97. 3 35. 00 0.10 0. I7 0. 04 0. Ol xighr oa 0. 047 4. 00 17. 30 45. SO 25. 89 13.49 1.50 b.03 168.1. 8 3.7I 0.08 O.IZ 0.00 0. DO warning: The conveyance rario (upsCream ronveyan[e divided by downstream conveyanceJ is less than 0.7 nr greater rhan 1.4. This may indicate rhe need for addirional cross sections. CRpSS SECTION RIVER: Bressr Ranch REACH: Spi 71way R5: 104 INPUT aescription: Stat�on F7evation nata nur� 4 Sta Elev Sta E1ev Sia BD 188 I00 178 135 E1ev sta F7ev I78 155 188 Page S � � sressr.rep Manning's n values num� 3 5Ca n va7 sra n va1 Sra n Va7 80 .047 100 .047 13S .047 Bank 5ta: cefr xighC �engrhs: �eft Channel Right [oeff Contr. Expan. I00 135 4 4 4 .1 .3 sneffective Flo»� nu� 7 5ra L S�a ft Elev Permanent 8B8 F 888 F CRO55 SECTION OUTPUT E.G. E7ev (ft) vel Head Cft r✓. s. E1ev ( r) Crit w.s. (ft) F.G. Slope (ft/ft� Q rora 1 (cfs) rop 7vidrh (fr� ve 1 ro ta 7(ft/s Nax Ch1 Dpth ( ) Conv. Tota 1 (cfs) cengrh +rtd. (fr) MIA Ch EI (ft) ,a 7pha Frctn Loss (fr) c d F Loss tft) Profi 7e #PF 1 I8Z.78 0. 09 - 18Z.69 a.oao�9z 4b1.00 53. 77 1.43 4. 69 16420. S 4. OQ 178.00 �.ar 0. 01 0. 03 Left OB 0. 047 4. 00 I2. 97 zl.oY Ib. 31 9. 38 1.43 3. 85 935.1 3.77 0.17 0. 35 0. 00 0. 00 Channel 0. (J47 4. 00 164.21 164.11 409. 38 35. 00 2.49 4. 69 I4S50.7 35. 00 0. X3 0. 58 0. 07 0. OI Riyht 08 0. 047 4. 00 �1. 97 Z7. OI 7b. 3I 9. 38 I. 03 3. 85 935.1 3. 77 0.17 0. 35 0. 00 0. 00 warning: The tonveyance ratio (upstream conveyance divided 6y damsrream conveyance) is less than 0.7 or greater than 1.4, rhis aray rndica[e the need for addiriona7 cross serrions. CxOS5 SECTION RIVFx: aressi Ranch REAQf: Spi )lway R5: i(70 INPUT Descriprion: 5tarron Elevation oata num 4 sta Elev sta Elev sta Elev sta Elev 80 I90 100 1B0 13S I80 155 190 Manning's n vaTues num� 3 sta n va7 sta n va1 sta n va7 60 .047 Z00 .1147 I.�S .l147 8ank SCa: ceft Right �engrhs: �eft Channel Righr Coeff Contr. Expan. 100 135 5 5 5 .I .� �neffective Flow nurib. 2 Sra L Sta R E1ev Permanent 88d F 88B F CRO55 SFCTIQA+ OVTPlIT E.G. Elev (ffJ vel Head (fr� w.s. �Iev (ft) Crir w.s. (ft) £.G. 51ope (fC/ft) Q ro ta 7 (cfs Top width ( t) vel 7'ota7 (fi/s Max Chl aprh ( ) Conv. roraT (cfs) tengrh ivtd. (ft) Min Ch E1 (ft) A 1pha Fr[tn Lo55 (ft) C & E t oss (fr) . CROSS SE[iIDN 17EACH: Spi ]lway INP!!T flescriprion: Sfat7Dn Elevarion Oata . Pf O f7 7C /�PF 1 182. 75 0. 40 z�z.�s 0. 008613 46Z. Op 44.39 4.98 7.35 4978.1 5. fJ0 180. 00 1. 04 0. OS 0. 00 Elemenf irC. n-va7. Reach ten. (ft) FIo►v Area (Sq fC) .area (sq fC) Flow (cfs) Top �✓idth (ft) .a vq. ve l. (ft/s� yydr. Oeprh (fr) [onv. (cfs) wetied Per. (ft) Shear C16/sq fr) Strea� pawer (76/ft s) Cum vo 1 ume (acre,- ft) Cum .�a (acres) Element wt. n-va l. lteach �en. (ft) F7ow area (sq ft) Area Csq ftJ F]ow (cfs) Top w'idth (fr) Avg. vel. (ft/s) , Hydr. vepth (ft) Conv. (cfs) wetted Per. (fr� 5hear (16/sq ft) stream Power C16/ft s) Cum vnlume (acre-ft) Cum s.t (acres) RIVE1t: Bre55� Ranch R5: 95 num= 4 aage 7 �eft oB 0. 047 5. 00 5. 34 5. 51 18. G�4 4. 70 3. 38 I.3B 194.4 4. 33 0. 66 7.24 0. 00 0. 00 Channel 0. Q47 5. 00 81.18 87.18 475. 91 35. 00 5.18 2. 3S 4589.4 35. 00 3.26 6. 54 0. 01 0. 00 kight OB D. 047 5. 00 5. 34 5. SI 18. 04 4. 70 3. 38 1.38 I94.4 4.33 0.66 1.14 0. 00 p. DO � . 8ressr.rep sta Elev sta ETev 5ta E1ev sia E7ev Bp 190 I00 180 13S IBO 15S 190 888 F 88B F CRp55 SECTION OVTPUT E.G. Elev (ft) ve1 Nead (fr W.S. E1ev ( i) Cr� r w. s. (ft f. G. S7ope ( r/ft) 4 rora7 (cfs) rop width (fC) ve7 rotal (fr/s Max Ch1 Dprh ( i) conv. rota7 (cfsJ Length wtd. (ft) ,�fin [h E7 (fr) .t 1 pha Frcrrr coss (fr) C b E toss (fr) Manning's n values num= 3 sra n va 1 sra n va T sta n va 1 80 .047 1D0 .047 135 .D47 Bank Sra: GefC Right �engChs: teft Channe] Right Coeff Contr. Expan. 100 1�S 0 0 0 .I .3 Ineffective �low nu� 1 5ia L Sta R Elev Permanent Profi Te �PF I I81.69 0. 44 18�.16 181.71 0_ OI0006 46Z. 00 44. OI 3'. I8 1.76 4618. 7 390.00 1.05 S1JAA14RY OF MANNIMG'5 N VALUES River:Bressi RanCh � Reach Ri ver Sta Spi]lway 18S Sp� 77way 174 5pi11way I67 SpT7lway I49 Spr 1l►ray I31 Spi7lway 175 Spillway I19 5pillway 113 5prTlway I08 Spi 17way 104 Sp�llway 140 5pi17way 95 SUAAWRY OF REACH LENGTNS xiver: eressi Ranch Reach Ri ver Sta Spil7way 186 Spi, l7�vay 174 Sp�llway 167 5p7 ]7rray 149 Spi]lway 131 5pi]lway 115 Spi 71way I19 5pi]lway I13 Spi 7)way 308 Spi 7 ]way 204 5pt 17way ICID Spil7way 9S ElemenC wt. n-val. Reach ten. (fr) Flow Area (sq ft) ,area Csq ft) Flow (cfs) rop widrh (fr) .avg. vel. (fr/s) Nydr. oepth (ft) Conv. C�fs) werted Per. (ft) shear (16/sq ft) stream Parer (lb/fC s) Cura vn]ume (acre-ft) Cum .sa (aGres) n1 . 035 .035 .035 .047 .047 . 047 . 047 . 047 .04i .047 .047 Lefr 11 7 18 18 6 S 6 S 4 4 5 0 n1 . O.i3 .013 . 013 . OI3 . 013 .p47 . 047 . 047 .P47 .047 .047 . 047 Channel IZ 7 I8 18 6 6 6 S 4 4 s 0 � Page 8 Geft o9 0.047 5. 09 5. 09 16.22 4. SI 3.19 I.33 162.2 S. 03 0. b3 I.OI n� . 035 . 035 . 03S _035 .047 .047 .p47 .047 .047 . Q47 . 047 . 047 RighC 12 7 18 1B 6 6 6 S 4 4 s 0 Channel 0. 047 78. 96 78. 96 429.56 35.00 S. 44 1.7b 4194.3 35. 0� 1.4I 7. 67 ltight o8 0. 047 S. 09 S. 09 16. zz 4. 51 �.19 I.1� 162.1 5. 03 0. 63 2. Ol C � � aressi.rep SUMFIAXY OF CqVTRALTION AN� EXPAN5ION CREFFICIENTS R�ver: aressr Rancfr Reach Spil7way Spi7]»ay Spf7lway SpiTlway Spillway Spillway 5pillway Spillway Spillway Spil7way spillway Sp711way Ri ver sra. 186 174 167 .I49 131 .I15 II9 113 108 ID4 IDO 95 Con tr .I .1 .2 .1 .1 .1 .I .1 .I .1 .1 .I Prafi7e output ra61e - srandard Tatrle I �xpan. .3 .3 .� . .� .� .3 .3 .3 .� .3 .3 .3 Reach Ri ver Sra Q Tora 1 Min Ch E7 W.S. Elev Cri t!✓. S. E. G. E7ev E. G. STope ve7 Chnl F7ow area Top �✓idth Froude f Chl tcfs) (ft) (ft) (fr) (fr) (ft/fr) (fr/s) Csq fr) (fr) Sp i I l�ray I86 3.80 17I.90 49.24 5p illway Ii4 3.80 111.63 49.14 5p il7way 167 7.52 6I.5I 35.�0 Spil7way I49 Z5.48 18.I4 35.03 Spil7way I33 3� _ 73 14. 57 35. 03 5p i 7 7rray 1Z5 30.97 I5.05 36.68 spil7way �19 10. 79 72. SS .�7. 49 5p illway 113 1.77 763.90 51.98 Sp il7way I08 1. 74 1 i0. �9 S1. 98 Sp i i ]rray IOI 1. 49 190.16 53. 77 SpillWay .I00 S.1& 91.86 4�.39 Spil7riay 9S 5.94 89.14 44.01 462. 00 0. 42 467. 00 0. 4� 461. 00 r. o0 46Z. 00 6.1d 461. 00 B. 67 462. 00 8,42 461. 00 4. 64 461. 00 0.17 467. 00 0. 37 462. 00 0. ZO 462. 00 0. 60 461. 00 0. 64 203. OIO 203. AO 703.00 194.Op I85.00 151.00 179. 00 I76.00 176. 00 178. DO IB�. 00 180. DO 205. 48 105. 48 2P4. 75 194. 52 185. 47 181. 41 I79. 67 182.75 181.75 IB2.69 182. 35 I82.16 IQ4.40 104. i5 195. 76 I86. 76 I83. 71 180. 70 �r�. ro 18I. 71 705. 71 105. 70 IOS. 63 704. 60 103. OS 197.18 186. ,24 1d2.79 187.79 181.7& 28I. 75 181. 69 0. 000328 0.000330 0.007046 O.I19410 0.148066 3.OS1030 D. 814247 0. OD0747 0. 000137 0. OOD792 o. ooa�.�� 0. OI0006 ProfiTe output Tatrle - srandard Tab7e Z Reach River Sra E.G. ETev w.s. E1ev vel Nead Frcrn �oss � 6 E Loss Q Left p Channe7 � xrghr Top width (fr) (fr) Cft) C�r) Cft) CcfsJ (cfs) (cfs) (ft1 Spi l Iway 463. 99 Spi 1l+vay 461.99 Spi ] 1►ray 461. 99 SpilTway 461. 99 Spil7way 462. DO 5p illway 455.Z4 Spillway 45Z.59 186 0. 03 174 0. 0� I67 0. D1 149 0. 00 131 0. DO .�zs 3. 38 119 4.7Q 49.14 49.I4 35. IO 35.03 35. 03 .�b. 6B j7. 49 ID3. 72 205. 70 d�5. 63 1p4.60 101.OS 197.18 186.14 705.48 ZOS_4B 104_ iS 394. 51 185. 42 187.41 I79. 62 O.ZI 0_ 11 D. 88 10. 08 15. 63 14.76 6. 67 0. DO 0. 00 0. 04 0. Il 3. 00 3. 60 8. SO 0. AD 0.07 0. 00 0. 91 0.56 0.76 1.44 0. 01 0. 01 0. 01 0. 00 0. 00 3. 38 4. 70 • Page 9 � Sp i l7way 4I8. 77 Spil7way aia. zz Spi Ilrray 409. 38 sp ; »�ay 4Z5. 91 sp > »�Y 419: 56 II3 11. 61 108 15. 89 104 76. 31 ioo .29. 09 95 16.77 6I.9B bI.98 53. 77 4d.39 4a. oz I87. 79 I SZ. 79 I87. 78 187. 75 I82. 69 eress i . rep 187.75 D.05 181.75 0.05 181.69 0.09 18Z.35 0.40 I82.Z6 0.44 D. 00 D. 00 0. OI o. os 0. DO 0. DO 0. 03 o. aa 73 . 61 75. 89 26. 31 ss. ar xs. zz i C � 0 Page 10 � C� APPENDIX 8.4 NORMAL DEPTH AND WEIR CALCULATIONS F�R DOWNSTREAM CHANNEL � _ r :v.x �. �,i�...� - - - — - � • �� iuerr, - �y��; 7 �� *.+�t•'.a'vi-::�` s' �.. �l� ra��.�riV`.�`' - �-�,�� ..�'t�-�'�..-'�,' _ J�'�a`��'�,�� , ;_a� � ' ic' a�"=_.: " - ,�,��;^�r� =n , � �?�-� .- .-" s�Fu �� tia , �. ._ A iA, t'G =� ,�,- . �i�.1 s��. ; " �_'�=tiTT''j4T� {W.�+j �f w FRt( y'��1..;` l�2_,t y�-�'-Y�} .s -�f., x 4�":?'� •��rr.: ':a:•. ; `.5' �vi��_�{��T j_ ..^�i. - - _ _. . '�' ^ i � �� + f $ �S _ {� � � � � � �� r � � i / � ; �I � . -� � ; R ; `\ � . . i ��, , � . . . . .� r � � , � �. - - •�' J i � 1�� I �: ' '� '� I�i . �I\\{\ , � � t I' I _ I �' , � I� '�15 � i � 4 I I � I I , �7S . . i I Q �� • � I � ^ � . ' II � ,I , � `' \ � I , ' ' . 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I1 • _. � , Worksheet Workshee# for Irreguiar Channel � ProJect Descxiption worksheet lrtepular Channet Flow Element lrrepular Chan�e� Method MannNq's Formul 5ohre For Channel Depih s � Input data S1ope 021 D00 itflt Dtschar� 204.00 cts � Currenl Rouphnesa Meth[rved LottsPs Method Open Channel We�ghtlr� rved Lotter's Method Closed Channel Weiqhtln� Horton's Method Results Mannings Coefficiei 0.035 Watar Sur�ace Elev 173.90 ft Elevatlon Rartige ?.7010 200.00 Fbw Area 48.7 ft= Wetted Perimeter 78.09 ft Top Width 78.05 ft Actual Depih 1.20 ft Critical Elevetlon 173.89 ft Critical Sbpe O.Q21210 fU}t VelocHy 4.37 iVs VelocHy Flead 0.30 ft SpecHic Energy 174.19 ft Frouda Number 1.00 Flow Type Subcrillr,al Roughne89 Segmerits Start End Manninps 5tation 5tation Coef6denf O+DO 3+75 0.035 Natural Channel Polnq 5tation Elevatron cn) cn) o+o0 200.00 o-�ti o � ss.00 o+zo � so.00 0+40 185.00 0+6,3 180.D0 1+30 175.00 1+90 172.70 2+$0 175.00 2+95 180.40 3+25 185.00 3+45 19D.00 3+fi3 145.00 3+75 200.00 s�e. � o,J � .��'/STIn/�'s C�-1'r Ot� Projeot Engineer David Nirofardi c:lhaesladUmwlbressi ranch.hn2 ProjeU Dealgn Conaultentn FlowMaster v6A �B14e] 11/04/02 Q8:26'06 AM m liaestad Methods, Inc. 37 BroolcsldB Road WBterbury, CT 08708 USA (203) 755-1656 Page 1 of 1 Cross Sectian Cross Section fvr lrregular Channel ! Pro�ect Description Worksheet Irreqular Channel Fbw Element Irregu�ar Channel Method Mannmq's Fortnul Solve For Channel Depth Sect9on Data Mann�nps Coetticiei 0.035 51ope �.021000 flRt Water Surfacs Elev 173.90 fl Elevation Ranpe ?.70 to 200.00 Dtacharge 204.00 cfs 20 0.04 19 5.OQ 19 O.OQ L� 18 5.04 18 0.00 175.OU ? I , 170.00 0-r00 0�50 9+00 i+50 2�00 2+50 3+00 3+50 4+Q0 V :1 fl.0 � r�:ti NT5 � � Pro)ect Enginaer David Nicolardi c:lhaestad�finwlhressi ranch.fm2 Project Deaiyn Cansulttmta FbwMaster v6A [614eJ 11/64/02 D8:28'2B AM m Haestad Methods, Inc 37 Brookside Roed Waterbury, CT 067D8 USA (203} 755•1666 Page 1 0[ 1 0 Worksheet Worksheet for Irregu�ar Channel � ProJect Descript�on Worksheet lrregular Channel Flow Elemerit Errepular Channel Method AAanning's FOrmul SoNe For Channel Depih S�e �� T�i�P05� .�_y��.0 U � . lnput Qata Sbpe 021000 fVft Dischar� 268.00 c1s Options Current Rouflhneas Methc �ved Loriei s Method Open Channel WeiQhtina sved torie�s Method Closed Channel Weightin� Horton's Method Results AAannlnps Coefficlei O.D35 Water Surtace Elev, 174.03 ft EievaGon Ranr�e ?.70 to 200.00 Fbw Area 57.3 ttQ Wettad Perimeler 88.51 tt Top W{dth 8fi.46 ft Actual Depth 1.33 ft CrIUca1 Elevatbn 174.Q3 ft Cntical Slope 0.020452 tt/ft Velocrty 4.68 tUa Velocrty Head 0.34 R $pecit�c Energy 174.37 tt Froude Numher 1.Q7 Flow Type 5uperorttical Rouphness Sepments Start End Mannirtas Station Statron CoeHident 0+00 3+75 0.035 Natural Channel Polnts Statlon Elevation (ft} (ft) 0+00 200.00 0+40 195.00 0+20 190.00 0+40 185.00 0+63 180.00 1 +30 175.00 i+so i�a.�a 2+$0 175.D0 2+95 18[}.00 3+25 185.D0 3+45 196.00 3+83 195.D0 3+75 200.00 Project Enqineer: pav�d Nicolardi c:V�aesladlfmwlbressi ranch.frrs2 Projact �eaiyn Conauttents FbwMaster vfi.0 [614e] 111p4J02 08'31.29 AM Q Haestatl Methods, Inc. 37 Brookeide Road Waterhury, CT 08708 USA (203) 755-1866 Pa9e 1 of 1 • Pro�ect i3escription Worksheet Irrepular Channel Fbw Element Irregular Channel Method Manninp's Formul Solve For Channel DepTh 5ecdon Data Mannings Coeffic�e� O.R35 Slope 0.021000 ftRt Water SuAace �lev 174.03 ft Elevafbn Range ?.70 to 200.00 Discharqa 268.00 cts • � 200.00 19 5.00 19 0.00 18 5.00 18 0.00 175.00 � 170.00 - p+OD 0+5Q Cross Section Cross Section for Irregu{ar Channei � 1+00 1+50 2+00 2�5Q 3+OQ 3+50 4+00 V:10.4� H:1 NT5 Project Enginear. Dav�d N{colardi c'lhaestadUmwlbressl ranch.lm2 ProJect Daslyn Conaultents FlowMaalar v6.b [814e] 11/04/02 0831.48 AM � Haestad Methods, Inc. 37 Broolcside Road Weterbury, CT pfi7ae USA (203) 755-186fi Paqe 1 of 1 � `i ' ' 1y} 4 �` 1� / � / ` , ,� �l �� ~ . '' 1 `' . / /� 1' /� '� j � , � I i �/ � � ` -� 1 ��" r � + � � � C3 � r : I , , Y � 1 � ;; � � , � , � � � � � I I, ' � � gt,� �' ; ]88 ,` c� � `•� � � , a ; ; a A , . � � �`�,. �� .. r� , r, . . . ,� -- -', f. i� i � . � j �51 ',� � � ; `', r ! ' • �� t� � •�l ��`. . _ " . . � . . f� � � � I ' d �� . . I ''Y i k - � �/= 4�jas ;J�'� ; '�, � � .'_, �f~ . .:_,L. :�_ � ,�; ]�4 TON CLASS;�RlPf?AP'� � � � i ' ;� � 186 '{� ` T=2.7' i: ;;. j # � 1 ' �`.. .� �,,`.. _',� If' %. W/F!L TER FABRI C MN7AF!'. ' � � `� � - - r � � 700X (APPROVLD �'OClA2�) aR� s�• � `= 1 � ,� �. } `' �- s = � 6" THlCK 3/4"-i,�'�/2" BASE1 ;. -`�t � ��. . Q� �4 ��_ a��T�'HTiaN i ' � - � � � � �: � � ' . �tv ' � � � � � �.. . i, �i � T?PE D-41 coNc. � � . - �� p _ ', ; c, � A , , � , EIVERGY DlSSlPATOl� �� = "`�. '�, , ` ', PER DWG. N0. 4�a-8C A� ��P�p�� `-�,, i`.. ��.. �' . . � � ''•, f ' �� 1 � ' � c " �h ' � � � � ` � o L� �� =. 5� I d0 � Q�� / {.� A '�, ,� � �� ` � g : -�a, ��~� _ � '', . • 1 TON GRDU TED RIPRAP � ` 19� ,` T-4.3' ` � ��` � `'ti �; W/F1L T�R FA8 M! ° � ~ 1 � � `�. ', 70(1X (APPRQ4/�p QUAL) OR `.� ti '• � �' �,�� ' �p� ' ` 6" TNlCK 3/4"-1 1 ' BASE `'� - -- ~'�.� �; �'- ' 4' - � '"� ~'`��. � �'a�P �o �ER '# i 4 � � � s dc� Qa " �,� ,. _ .�t�- ZC76, ,S ', M �r 5( Y -� '. - �/4 rory ct,ass RrP ` ,; ,� 1 a T=2.7' �oQ Qq �; `�* '� r , W/F!L TER FA&�4lC MlRAF! ao , } _ . � � ` 700X (APPROVED EQUAL) OR o '' '� '� `� `' 6" TNlCK 3/4 "-1 1/2' BASE q �--��"` �, �� _ � � ; - - -- -_— - 1 ', ; , '� � N� �E.• ��' � � , � , .SEE DWG. No. 400-8C FOR DE]FfJlI4N _ ' . . ' � ,� BASlN STORM PRQFILES ANQ DETAlLS Y� , ,� � r , ; , � r- �- -- -- - . � � , �i � . _ . ' ��r� P� -� �� Worksheet for Irregular C�annel � Project Descnptbn Warksheet ' Irregular Channel Fbw Element Irregular Channel ARethod I�M1anniny's Formul Sol�e For Channel Depth Input Data SIopB 025000 fUft � Discharg� 22.54 cfs Optiorrs Curtern Roughness Methc �ved Lotiers Method Open Channel Welghtinp yved Loriera Method Closed Channe! Welghtln4 Horto�'s Method Resutts hAanninqs Coefficie� 0.030 Water SurfaCe Elev 184.73 ft � Elavatipn Renge f.00 to 206.50 Flow Area 5.6 ft= Wetted Perimeter 15.50 ft Top �dth 15.41 ft � Actual Depth 0.73 tt Critical Elevation 184.78 tt Critical Sbpe O.OSB108 }Uft • Velocity 3.99 TUs �r Velocity Head 0.25 ft SpecHic Engryy 184.98 ft Fraude Number 7.18 Fbw Type Superc�tical Rot+phness Segnenffi 5lart End ManninQs 5tation 5caeon CoeBicient O+pO p+45 0.030 0+45 0+59 0.035 0+59 0+98 0.030 Natural Channe! Points Statkon Elevatton (!?) (ft} 0+00 206 50 0+12 206.50 0+45 190.00 0+59 185.50 0+67 t B4.OD 0+98 186.00 • Prpject Enqineer: David Nicolardi t�..\tlowmaaterlep�lhvay_crosa-sectfon.fm2 P+oJect Du�pn Cor►sultanta FlowMaster v6.0 jfi14e] 14/07/02 44• 16:45 PM O}iaestad Meihods, Inc 37 Brookside Road watarbury, CT 06708 USA (203) 755-1666 Pafle 7 of 1 Cross Section Cross Section for Irregular Channel � Project Descnption Worksheet Ircegular Channal F1aw Element Irrsyular Channel Method Manning's Formul Sohre For Channal Depth SecSon Data Manninqs Coett�ciei O.Q30 Slape 0.0250D0 ttlft Water Surface Elev 184.73 H Elevation Ran9e i.00 io 206.50 Discfiarge 22.Sb cTs 210.00 205.00�:--- -- - � • 200A0 � - � 195.00; -- - � � - 190.00 � -- - - - i - - 185.a0 � i B 0.00 � 0+00 0+10 4+20 0+30 0+40 0+50 �- - � � � 0�60 a�70 4+80 0+90 1+00 V:1 � H:1 NTS n • Pro�ect Fr�qlneer: David Nicolardi t:1 ..Ubwmaster�npiilway_crosa-aectlon.fm2 Project Dealyn ConaWLnta FlowMaster v6.0 [814e] 11/07l02 04:17:04 PM �+ Haestad Methods, Inc 37 Brookside Road Waterbury, CT p67p8 USA (203) 755-1668 PaQe 1 of 1 -�h�- S�T� �� -� Worksheet far lrregular Channel � Project Descnpt�on Worksheet Errepular Channel Flow Element �rreQular Ghannel Metliod Mannmp's Formul Solve Far Channel Depth Input Data 51ope 0,'i0000 tUtt Dischar�� 258.00 cfs Optlons Gurrent Rouqhness Mettx rved Lotters Method Open Channel Weiphtlnp wed Lotters Metl�od Cbsed Channel Weiqhtirri� Horton's hAethod Res�dts Mannmfls CoeHiciei 4.a30 Water Surfaca Elev 180.38 ft Elevatian Ranpe ).00 to 20B.50 Flow Area 57.8 itz Wetted Perlmeter 153.93 ft Top Wtdth 153.84 ft Actua! Depth 0.38 ft CritiCel Eievatbn 180.45 ft Crklcal Siope 0.017277 ftnt � VeEOCIFy 4.48 WS �` Vetoary Head 0.31 tt Specrf�c Enerpy 180.69 ft Froude Number S.2B Flow Type Supercritfql Rouqhness Seyments � Start End Mannings $tatbn Station Coen�lent 0+00 0+56 0.030 0+56 0+89 � 0.035 0+69 2+85 0.030 Natura] Channel Points Statron Elevatfon cn1 cn? 0+00 206.50 o+� z �.so o+�s i ss.00 4+69 180.00 2+18 18D.00 2t44 tB2.p0 2+65 184.D0 � Project Enpineer. Davld Nlcolardi t:L..Vlowmaster�pfllway_cross-section fm2 ProJoct Dos14n Conaultants FlawMaster v8.0 �814e] 111p7l42 04:21:14 PM O Haastad Mathods. Inc 37 Brookside Raad Waterbury, CT 06708 USA (203� 755-1666 Pafle 1 of 1 � Project Description woricsheet IrreQular Channel Flow Element Irreg�lar Gharinel Method Manning's Farmul Solve For Channel Depth Section Data Manninps CoeR�cie� 0.030 s�ope a.a3000a nm Water Surtace Elev 180.38 fl Ele�at�on Range ).Od to 206.5D D�scharge 258.00 cfe � J � 21 0.00 2p 0.00 - 1so.ao �- - -- � 180.ao � ' 0+00 0+50 _� _ . . , � ^ 1+00 1+50 t " _ _ J 2+ao Zf �o --- - ' -� s+oo V:1 � H:1 NTS PrpJect Enfluieer. David Nicolard� t:1...Vlowmastar�spdfivay_cross-section.fm2 Projett Desiqn Con�uHsntr FbwMester v6A [614e} 11/07/42 04:2127 PM m Haestad Methods, Inc. 37 Brookslde Road waterbury, CT D6708 USA {203) 755-1666 Pat�e 7 ot 1 Cross Section Cross Section for Irregular Channel � � � 9 � � B � � e � � � �� APPENDIX 9 CDS UNIT CALCULATIONS � �� i • . N Z O Fa J � U J a U W H a � � 0 J � Z O H Q C7 H � � lll � � 0 W � � � �E � 0 m � `w � � m m a. U x ¢ i � ieI2512�02 15:45 562a248336 cDS TECHNQLOGIES PAGE a2103 � J � U BRESSIRANCH ALiCANTE ST�RM DRAIN CARLSBAD,GA OCTOBL�R 25, 2002 � 0910912002 13:47 562424B336 CDS TECh�IOLDGIES PAC� 92/92 � . BRES5IRANCH A STR�ET CDS 1NSTALLATION CARLSBAD,CA SEPTEMBER 6, 2002 � 19f25/2002 15:45 5624248336 CD5 TECFifJOLOGIES PAG� 83/�3 � �� BRESSiRANCH _._,,, � EL CAM[NQ STORM DRAlN GARLSBAD, CA OCTOBER 25, 2002