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HomeMy WebLinkAbout2202 Summit Drive 2 of 3 - PlansTR � N N N F F F W W W W W W N N N NOO �h —aa ��� tl N f1 ev n ev i�:� 1 � - 982 m Proposed Cv.l�er� 2202 S�rnmi-fi pri�/e, ��,�I�,n9ome� Gc�.. 'IHydro►og_y � h�d�Q�l�,cs � Re�e� en�eS : �• G�ty oF 3�„r1�,n.gume S�'orrYl DrA�t1GU�C� s+udy by w ��sey � Hum dotec,l Rug..�sT �992. Z. C��ty o� gu��;ngame �-D-F c..�,�veS, F�r�v,,-e 2� A�pena��x F� c�ty o� F����nyame S-I-orm D�oin�e stu dy . Rss:� m�T �ons : i. D�a�nGge a�ea ra ken -F�om t�v,ud �'�no P. See F� o�Ure 1. A= 29 aG. 2. Ra+ionq 1 Me�hod ; Q= G. 1. A 3. De.S�c� r �or 30 y r gtor►�-� � Con��rm no supsTGn��q i �<om �oo -yr s�or,m,,. 1 II � � . ... . .. ,� T(� ��N oi-qg29 I �olculo+'►ons I n^�j ?� 20o I I 2 � ��� W W W W W W NNN NOO � H -na ava eiri�'r �vaa �� GU�Cv.1G-t-tprS'• R�.r�-o�'� Coe���c.ier�T - C Pe� CG�'��GC1S �-\�g�,wa�v Ora�r,a9e. Desic�n �nonv,u�. Se� Fi9Ure 2. CR = 0.28 Gr = O.OS _ Cv — O.OS CS —0.10 � � c — 0.59- T�me O� Conc.21�}rA��oY� — TG see F+9ure 1 ��r,g�h �o Fu���,es�'t- po�r�� — 2�300 -4'-� E1e�o��on D�on— 440 Per' Kir(�iC1n nlomogra �1� Se2 F;�ov,re 3 '�c = o. 1 1�� _(o m in. Per- �-D- F cur�v�. S�.e F�c),u�e 4. T 3o-y �= 3:7 '� � h� =,00-y�-44 `r`Ihr f P� �ry o►- q g29 GG I CuIU�'�lUh�j Mav� 7� 2o0I I 3 � ��� W W W W W W NNN MOO �H na e�� e'reiri aaa �F � Gt,00 = c�8.90 c.�Cs � �'�- - 0 .13 U �.48(�5 . S'/2 p8 3 d/ o= o. 45 � dri �. � 3, D2�err��re �c-����ca1 Dep�`n. Se2. �iyv,re �. Q3D = 5�.94 ��S dc/D=�•(�9> c1c=�.73� � calcv,la��ors con�ir�ued� RG���onu� Me'�r�o�� c,? = G. I. A C�3o = 0.54-• 3.� �� In� • 29 ac =5�.94CrsS QioO =�54•9'4"��h�•2gaG -�8.90GfS S�3e Cu\ve��; =ry 30" rIj7PE r� = D. o � 3 s= o. i�o I �er �� � c.�\ver} \mp� ov. �\arS C1�o�2Gl 5/OS�DI De-�e�m��r�e r,o�-rral Dep�'i-�n. 5ee Fic,U�e 5. ca23o = 57. 94 �fs �' =0.110 i.48 b5 . 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Extreme Exhibit i - 3 Table lor Determinalion ol Runoff Coetficient, 'C' Relief l�R) Soil InfilVaGon (Ci) Vegetal Cover (�v1 Surface (�s) 028 - 0.35 Steep, rugged terrain with average slopes above 30°k. 0.12 - 0.16 No eNective soil cover, either rock or thin soil mande of negl'�gible infiltratlon capacity. 0,12 - 0.16 No eHective plant cover, bare or very sparse cover. 0.10 - 0.12 Neglig�le; surface depressions few and shallow; drainageways steep and small, no marshas. FIC�UK� � Watershed Types H;� Normal Hilly, Nn ave slopes of 10 to 0.14 - 020 Rolling, with average slopes of 5 to 1096. 0.08 • 0.� 2 Slow to take up water, clay or shallow toam soils of low inliltration capacity, impertectly or poorly drained. 0.08 - 0.12 Poor to fair; clean cuNivation, crops or poor naNral cover, less than 20% of drainage area over gaod cover. Low; well ined system of smatl drainageways, no Por�ds or marshes. C = 0 • � �i— � �. ........_., .._.. _._...-- light or medium textured soils, sandy bams, sik and silt bams. Fair to good; about 5096 of area in good grass- land or woodland, not more than 50% of area in cultivated crops. 0.06-0.08 Normal� c�onsiderable sur(ace depressfon storage;lakes and ponds and marshes. , .., Low 0.08 - 0.14 Relatively flat land, with average slopes of 0-5%. 0.04 - 0.06 High; deep sand or other soil that takes up water readily, very light well drained soils. 0.04 • 0.06 Good to exceilent; about 90% of drainage area in good grassland, woodland a equivalent cover. 0.04 - 0.06 ' High; surface storage, high drainage system not sharply defined; large Aood plain storage or large number of ponds or marshes. c� � hC`�'. _...�..... .... a'Y.�.:: '(3.�IYU:O�CI�.�l6�IYLZSuM[�vW�"I) ;+;c : ; �, ra ,� y�:;; � � , , . �;�^::• r N� f� 11':. 'V'Su� �...A. ., =.'�d � i� + ? er 1 y �/ O pa � }� O � ' �� c tr '. m • ' � � i � 3 � ' tll C f ;iA .,;� � m �-.:� �..,,m .' N ! �.. �'I � y U � 3�.i � J6 � �f � � ;; �� - i � � „ '�� ''� � e A � � � n � O f0 'w v � o' �F .�°. m � � W O. N � � ro E J Ol dpf 8 O O O L In feet N (d A O1 0� O O O O O S O O O O O O 0 0 0 O O O � 1 � � / I m 2ri� ; f � II (13 �o I � ,, -1 ��I.� � �u fV A 1� df O N W A Of OD O �mN— 1 II�NfD i Tcinhours om � I v.�.� I � � I � ll �m �3 I l� / , , � � �7 � 8 0 0 o a o a o a o 0 H In teet _�.� � 0 � � � d .. d E � C s .. a d � � L 0 � .0 � �.o r� � 0.4 02 ,� � ��niform De�„h - Circular Shace Example: �=10 cfs, n= 0.013, S= 0.001 fVft, diameter = 30" (2.5 it) Abscissa value = 0.24 Uniform depth / Diameter - 0.67 Uniform depth of flow = 0.67 x 25 =1.68' GRAPHICAL SOLUTION TO MANNING'S EGIUATION , r c� � �.�' �' �,< �ya Appendix C4 F1vURE 5 0.00 0.10 0.20 �-30 0.40 an �� � 1.486 S D �20 ��4 108 102 96 90 84 78 72 �6 �� � � _ 60 �� � � W 54 � a JVVV 2��0 •�• 500 400 300 200 � 50 48 � 40 u �'� O L � � 3� .v 4rz � a' 20 w � W Q 36 0 " 33 0 30 27 24 21 ` � .."`� . 16 15 � 5 4 3 2 /, V. » 0.90 0.80 0.70 � 0.60 ��� a � � z �_ � � 0.50 � 0.40 0.30 0.20 CRITICAL DEPTH OF FLOW i2 FOR CIRCULAR CONDUITS FIv�RE �o i80 10,000 16B 8,000 EXAMPLE ��% �2 i3) i56 o..z ��en.. n.e �..�� 6. 0,000 o.i2o a. � S. la4 4,000 �• Nw 6' 132 f��� ♦. 3,000 �il x.6 s.s S. 120 R� _.� 7.s 2,000 (s) s.Y 7.7 a. 108 " ' �D le IM 96 1,000 ` B00 O� __� _ 84 r 6�� P� /� .(� S00 / N 72 W 400 ; 2. � � 300 4 a�i4 � = 60 v _ 200 / � I.S Z � � O S� � Q C� j O � 48 / lo = � f c] /a2 6� W � o s� HW SGALE ENTRANGE � �.o •0 0 TYPE ¢ � W W � 30 l�) S���n MN �11� 3 .9 W Me�nn 2 3 0 a @p 12) Gr....•M.i�� Q � �u0•NI 2 30 cs� c.«...�. .e 2Y rr�l.mie� 10 x4 � .v 6 L ��� te�l� (t) �r 1!) p�J�st 21 6 Mr{s�nun� f� actl� (q.�►�� 4 w�Ir�1�M I�clind 11�� Mrw�! o ..� o .e.i.., « ......... 3 m..r.n��. ie • z is �.o � i� Fk1WA 5. 4. 3. 2- 1.3 �- I.S I.O I.0 '9 .9 .B .6 .8 6 L s `.� �—.S HEADWATER DEPTH FOR ' CONGRETE PIPE CULVERTS WITH INLET CONTROL Appendix C6 FIGURE � � tmp#l.txt Channel Calculator Given Input Data: shape . ....................... ... Solvingfor ..................... Flowrate........................ Slope. ........................ Manning's n ..................... Height .......................... aottom width .................... �eft slope ...................... Right slope ..................... Computed Results: Depth........................... velocity........................ Full Flowrate ................... F1'ow area ....................... Flow perimeter .................. Hydraulic radius ................ Topwidth ....................... Area............................ Perimeter....................... Percent full .................... Trapezoidal oepth of Flow 57.9400 cfs 0.1610 ft/ft 0.0350 22.0000 in 24.0000 in 0.5000 ft/ft (v/H) 0.5000 ft/ft (v/H) 12.9653 in 12.8882 fps 179.1745 cfs 4.4956 ft2 81.9824 in 7.8964 in 75.8610 in 10.3889 ft2 122.3870 in 58.9330 % Page 1 FIGURE $ 240 220 200 _...._ . . . ._...... . . _ . a,:. ._�... .; :::._u:n..cc..c_ �:.:s_..>_:,:�.� � � I I � � I I I � I I , 10' , TRANSITION PROP �SED FINISHED GROUND i � � S�-�P roo-yr TOE 3o-yr .�— L�9v,-t c1��c� �cc< F BqNK r�p-r p-i�a tvo-� c' i CREE `r�' S y 3 'S'3*— �. � I ; 82 LF pF 30„ HDPE I �pF H ADWALL I � � 3' CUTOFF WAL� i 5=16.7q I � � � � � �i � Q� cNv I ! EXISTING ROUND � � �� 30 'I =X 30" �j � � � ; ALONG C L OF � � ��P ;I � w� Q i STORM DRAIN i � ' p�� Y U � j . �i.. . � W U W 0 � i � 0 � a � � � ,; � � � a � � � � �� p � Z J � � � I ��' J � � I MJ M � � � Z � N � + � N -}- J(.7 N I~- � � N N� Z � �Z J pQ W��O � I � I..� I � W l.� C� m F-- Z 0] i I �'"� � O I I } = r,.� O I I I ~" I X �-H O � i c� Q��? �� o O� . � •-� c'�LZ� O�OVI� NN I. -F -J � > > �- � I i vU (�ZZ OWQ �Z I I � � � m ' m N I`) N N N TyP1G A�.- SEGT1 O N �.� _ , p� ii+oo io+oo 240 220 2�� DATUM ELEV I80. 00 i APPENDICES A 37 APPENDIX 19.A Manning's Roughness Coefficient, n (design use) che.nnel material plastic (PVC and ABS) clean, uncoated cast iron clean, coated cast iron dirty, tuberculated cast iron riveted ateel lock-baz aad welded stee] pipe galvanized iron brass and glass wood stave emall diameter lazge diatneter concrete average value used typical commercial, ball and spigot rubber gasketed end connections - Sull (pressurized and wet) - Paztially full with rough joints dry mix, rough forms wet mix, steel forms very smooth, finished vitzified sewer common-clay drainage tile. asbestos planed timber camas unplaned timber brick rubble masonry smooth earth firm gravel corrugated metal pipe (CMP) natural channels, good condition natural channels with stones and weeds very poor natural channels na D.009 0.013-0.015 0.012-0.014 0.015-0.035 0.015-0.017 0.012-0.013 0.015-0.017 0.009-0.013 0.011-0.012 0.012-0.013 0.013 0.010 0.0085 0.016-0.017 0.015-0.O16 0.012-0.014 0.011-0.012 0.013-0.015 0.012-0.014 0.011 0.011 0.012 0.014 O.Olfi 0.017 0.018 0.023 0.024 (see App. 17.F) 0.025 0.035 0.060 ^Valuea outside theae rangcv ha�e been observed, but these values are typtcal. P R O F H 8 S 1 O N A L P U 8 L 1 C A T 1 O M E. 1 M C. �. � V 4 ,.� � L m TABIE 2 APPliGT10N OF CMART�jO D6IGN OF SiREAM�BANK REVEiMENT n...ea ee...�i wcmc emt 7m�. �—" m,..�.e.� e�u.a n.� ffia�o � � t l M��m I Rw�etim � I� GLnst I EfmOm Ymmetim mslbod, I Wielmw I fp t.s a 9.6 9 ]0.6 1R � ��� 1_ s v�w` i. � u "1 0 � \ p�.SyclRavnirydrd • � m ��e —_ .� � � � . _ �• � � _ ; ` __: � \ - m � � :: � <. •�\ '! l;: '" '' � ♦ " u': .1. \ y • _ _ � ♦� x z M y�y 1 N.teMNdM � . 1 \ T�u o. ..._..� / m i �y Y a z ��� . � /'\� "� �a� $n ' � � !; 3€_ < yx AM �• � ��^ a _9 v' . � / _ m,* i / r �j6° _ 9 �m I /� 3 _^� ,� � I / a ~ I / O I. I FOtl i� y�.c�l • � � / ' '1 1 1 I {� j � .' f0s J a $ 6 ] B dxB � ft II Iw � IbwT I I Ava Now Noo� t Nmc S Naee Y. FWy B 16 F�ay B 1� N � I CI � �r� D � z - � � � ' i.a i.a e e 10 }��� �e �e � 31b Nws 61 � te�o B 170• j(!m- B �70. 3S be A 8 9W 1 m IA le 1.OT 9{m A 1 6 S W A IL 1.B 8.3 3.8 a.a l.R �.a s.a 5.9 2{. �I 18 I 50 • u b�v I (8 5 a II 8�9• 80•4 � 9P� A I B 7 1 Basic dala and assumptions: velocity ratios Va�pr:7a = 2.3:4; epeci5c gravity of rock is sg, = 2.65; face slope o[ revetment is 15:1; stonea grade uniformly between apeoi5ed minims Eor class with two thirdn heevier tLan minimvm required on face; T=��/W„ plus 25% for Method B. . r;� . . soo�j 2 X 10"' Y� sp. _00002 V'•2.6b ` W �aD. — 1)' sin' iv — a) 1.85� .592' —.000057 N �. ) w 54wn �r�-1�/G ca. � �`,.'F� Gu R' E� 9 `'a 2IVZY N85N8f IN9�`JR2I 88ZT 6f6 80V YY� 9Z�Zl TO/EZ/60 I � APPPFNAIILN�' •D NtEF OPNN BW BOTidI OF WP11 ELEVRIIdI W CATCH BA9N DD DECK W1/JN DS ROOF DOMN SPWT DWY DRIVEM'AY (E) E1�SliNG EG OOSTNC GRADE EN ELECIRICAL MEiER EP mLE OG PAbEMENT FF FlNISH iLOqt EIfVRiION R ROW I1NE ElEV�lION FM FORCE MMN UNE GS i1MS11 AIqFACE EIFV/�TON p1 GAS MEIER GR GIUIE ELEVAl10N HP Hlpl PdNT INV INYERT 6EVATON .R JdNT 1RQICN ,v .wixr voic in v,xosar[ a+�w �r uxurt f[Er (N) NEW WE PIIBIIC U11Utt EASEIIFNT RIM flIM EIEVhTCN S AOPE SD Sid3M DRNN 11NE SDE STORM ORNN E.V1FMEl1T mco staw oxuN aEwar 55 SMIITARY Rl1EN SY S�WITMT SEM£R EASENENT SSCO SANITNtT SEWER CLERNWT TY lOP OF W�LL EIEVATON lYP T91CAL W DqAESiIL WA1ER lME MM W/�TER MEIER ICfCUD, PROPOSED OESCRIPiION ELi11nG �, ��E S1diY OMIN —E%.NI' Ytl�� �,�,�,g� _E.�ss_ O OftMIAGE WET � �,�.� � —ve— mxrwx —z�e— � IOP R/.V � ix[c Q mrc ro e[ �o�tu � rnwuttuxc _______ umo�r ------- ¢H ae� uo � 1, ALL GRAOING E%CAVATON. U!D FlLLS PFA CXAPIER 1&IO lTY OF BIIRLINGMIE OROINNICES t. flEfER TO Lltt Oi BIIRl1NWME OROINANCES fpt WORNING HWRS 3. ,1LL IXi/.DING N!D 1ROld1 BACKFlLL 10 BE GERFqtMfD PFR 1HE CEOlEp1NICAL PEPOPT. 0. IT IS RECWMENDED 1H�T AN AS-BVIIT PWl FOR ME OPNN�f£ SYSIEd BE PREPARFD AT 1HE COMPLE110N OG CONSIRUCPON. 5. LONiRACtOR SHALL N4T 1HE 41E M!D FAMNMIZE THEMSELYES MM ALL WSTNG CONDITONS 1HEY SH/iLL BftMG �NY DISCPkPIJlqES N 1HE /.T1EN11011 Of ME ENGINEER PRIOR TU PROCEEOING. VfliIGY T1E LOC�11Q15 OF �LL UNDQtdiWNO UTIIlIES BEfdtE STMIING Cp151HUCTdI. 6. ANT 51E MVRK TI�T OEVI�lES fAOM MHATIS SHONN q1 TiE PtANS 91Ii11 HAVE THE E1IGWFFR'S MPROVAL PRIIXt TO PROC�ING N11H 1HE �EV1AlING MOPK IIEAI >� CpllR�tTOfl SNALL CRLL'IINDERGRWND SEANCE •LERY (800) 612-34M. �B HOURS PftIOR TO E%C�VA➢q!. & CONTtACTdt TO AIBNIT COFFEN�AM DETNL FOP PWTNG SIREHN DUFING CON51R11CilON FOR RENEW .WO APPROv�L. 9. UNNER SHNL BE FESPONS�BLE GOR N!Y OAMACE RESULIINC FROY lHE CPEEK FNCLOSIIRE CREEK ENCLOSURE IMPROVEMENT PLAN ``� �S TE PI AN imi�tt xoac. 1. /JL STORN qtMN�CE MUFN ttI BE IN WNFORMNlfE N11H TiE G1Y OF WRLING�ME STANDAItDS. 2 ALL SUB-ORNN PIPE AIALL BE PVC S�R J5. SOPED pT WNIMUM OF ]S AHD IN �CCORDANCE M1TH 1ME GEOIEqWICPL flEPORT. 3. ALL STORM IXUIN PIPE SHALL BE HIJIWN �111-4' DUAL WALL HOPE OR AVPPOVED EWIiI �. STIXtY URNN PIPE TO 0E NNNT�INm BY OMNER. ���+LG��.4 1. RLL CONCREIE /c � J]50 pfl iy = 60.U00 pai B1}3 � DETNLS SEE STAIE OF �. � %� C�LIFORNI� �EP�V41ME11T Oi 1pANSPORTAlION S�ANOARO a � PVJIS. JULY 1982 Z nLCORDu10E MM�IHE'STnIE OEPMIYENT Of 1RANSPIX2TATON STANUMD SPEUfiC�TONS, ALY 1B9L I. PNE NEPDWNL E111RAMfF 9iNl H�1£ RWNUm'BUW105E' ENDS 5. CONTRMTOR 91iLL1 PRONDE 91aP DR�MNCS �f1D CONUtEIE NI% UE4CN PPoOR TO CONSTt11CTON fdt RENEW NID MPROVAL a \ /7 .�, \ � „�"'a'� _ �,m \``��y w mer --� mn . `��h__ _A _ aa. mm� NOIF. iOPOCRMMIC AIRYET PER4'dtNED BY BRY.W NINGAS GWLIf ON YAY 2], 1992 (JOB ry2006St0). RECEIVED JUL 1 6 2002 CITY OF BURLINGAME PLANNING DEPT. �' g�8 / 0 /0 9U � GR��HIC SCAIE o -- I e ','c—�� � � E �Ee o =�"� .-mrLL - � � � a m H . JJ� `o 0 � a � � i � �. � ; ��o� W O F N?=� N � J�O FUNa�G InWn: 1P Onwfng Number. C-1 OF il No.01-9BE� n�n� cl uA�I1T 1'1D1\/C � � 1