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1991-1301 G SB &10 DRAINAGE STUDY FOR SCRIPPS MEMORIAL HOSPITAL ENCINITAS NORTH PARKING LOT j � ` 3 93 { �� 1V1�. �a OF CA SIGNATURE JOB N0. DESIGNED 20 BY CHECKED BY DATE SHE NO. 445o2. �p4 6 -5 -9 ET 1 ET SB&.O, INC. 3615 Keamy Villa Road, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 IV4! jo 84.p Il Lb --?- 4 L -n orwom — e.— C'i cb ol C.4 tu— Cl) SEIM= uj CM wj p ( 1 J -21 C CD LM 100'0' Or, C-4 —j G C4 cv C-44 Ar .—J Y- 1 0.1 C= UA u 3, IN Id ca -C CJ Z 0y 2 — — W ; 46 ZE a Z 8-4 CV Cl 0: LU ►-4 < C) 00 Cl < C) a gn t2 0:: W < 0 w toli 0 oGa jai < Z C> ui -j U Q LA. &a :E o TI —A-6 4 f a Ln O O �.� '• M c D ILO en CD ppyy U .jam "497. 1 /, O ' v ` O 1 �' j ( \p - 4 � 'Y 0 _ LAJ Lf2 In Cm UN LLJ i '� ,•/ ' C7 41.d ; N • / i a / i O w f ° Z <; aJ _ W H z X11 ce ad � ✓ U C) o < r c .�-. Cz� LLS <OO a r co w Lt, z Z `� M LC% ! < V V p O 4J O _T i a. - M x F � p inn A k 0 . OdO M 1 H07 O W J CJ Cl ca. i a I � o T. H t H 1 � I I- 12 / - 31A SB &110 PROJECT NEW 19' pl/& fi e/ c-. 0, 6 q - -::: - /. / (� ,4 -5 4� 00-85- 11 5ar� 7'to� o� 0 011eitt4,.-A0 Pt 5 7 M M14 kL 1 OR IN A L D E PT H F- CHAIN"NEIL ii o ......... S'L F:E= 2 5o = -7 . 41 - F L C! WI= Asa = �� o,�S�C��C�1 /) _ t: !::'A L U C ( 5 rl T At - lE'ER= i"i 0 R M! A L ae) IZ- & 4 t V-f E PT H Q 5 F R Cl L! D E 50 s 9 c %�EL HEAD= E 1 E R GY SIGNATURE- JOB NO. - FDESIGNED BY CHE BY DATE S HEET NO. 4 � , 0 2,C) _J/ I4114 SB&O,INC. 3615 Kearny vdk Road, Si 201 San Diego, California 92123 (619) 560-1141 FAX(619)560-8157 p L O O y 0 4-J 4- C p •r Q) C) . i >1to .Q •�- •j > e 0n U t7 i0 H 00 C W L tp b W X \ i C) 2 'C3 S • - L O O r-I m V 1 n 1 C t0 C i tr) N +� �-- 44 r �! 1 �� •r 0 X JI $- C C C7 L G7 . - C �) [7i Q '--+ M O 4- O r CJ M r i N ? - C a) Z „i r 17 U N 4s C) 4-J � to N r M CO 4 Q. a l N G 4 -4- .c .0 °- r° n- �n- N 4 - 1 G > 0 4- C) rts •r O :C 4-D S.' � 4-3 C) 43 E �� •• v C .p i '• CI C) r r C) C •r 1 -0 CY (1) to W C S- O C O 0. N r D C -r r0 C C . >% N Cz 4J S- O o t C CA �o I1 O O to .0 C) O 4J C) 4J 4- 4-J 4 J ♦L/ r O r t b b t C C N . oos_cv u =CL M o c E c v •r r 4 - • C. r as C) -r- ft- 4J •.-• C r r- O O •.-- C. of N C) C.` O G i J C) CJ -C . 4-1.0 4-D Q) w r C. 4J 4) S- to i r i s- to O rL 4.3 C3' C 11 a CL :3 c S - �3 a a W - E C) r 4 i r O to C - L7 .0 VI _ _O S• i _ O U E C.r C r S- 4a S- .sue r r CU 4.3 U \`,' 0 H Q� �^ 1p�.0 t U e- _ Z C i) r c} N to d7 'r U C C) rtt �--0 N r E t N Cli go O •, O 4••t N p w 4j 4.) y 4j H^ 4•) C) y . O C) C N rtS O r Q) I1 N •,7 �O C) Cl to O .0 C O '- 4- L. .0 .0 U d to -0 A C �. 4-J 4-► 4 O. O Cl 0 !- 4- r N) d. Q 4J ► C) }- Cl: _ _ IM C `� n' CV) d to cc C� .�- N c n y c� mr 6 -Hour Precipitation (inches) C> Ln CD to CD In o to CD N N C: - -- . -- _.7_ - - - - - to CIS Ci a N o E 4J I A l z C (.anon X tsua u APPENDIX XI IV -A -14 5�4 &110 PROJECT gAs ►N 4 - E� r vTi ,52 Pc ow : Soo t < o - 3 "/,� '✓^- 4 Fp S 56 a = C4 x a) 2 M,,-/ I'/ P6 J 'Z 3 ,. P2# _ ¢ p 0. l0 4 S xso ' 7 r 2 3 l l - 3, NCRMfAL DEF I H A = 3. x 3. o = /0' 8 c-Fs �_ �_ �: I� A f L -,L' ��_........ r. aOWkt 10,2 V= D j R 1-1 E T E P= N . . r. . . . ,'i � FRCI11DE= j 1 VEL HEAD= 1 SIGNATURE JOB NO. DESIGNED BY CHECKED BY .DATE SHEET NO. T DG G/14 SB&A, INC. 3615 Kearny Villa Road, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 c: +j m s_ o tno ++ v- > d 0 o In > ae � tr''v v - aii n + 3 � > ao S- C 2 N O t0 C11 $_ X \ L J N Or iJ d U C X b C r y 4J r -L: O r H , d . tp CJ V _ C G .-•1 4) S- C C V 43J In rZ Z�2 C:- •t-- A O It qJ Z 1 In Ci 4- C O C ct � C C>: W > 'a rU to is y b p �C �'' a d r 4.3 4J 0) 4J U= E^ v d v C Z7 S.. w N r- CJ C •.- 1 'C Cj O d CJ G S_ 3 O C a � N O Cl rJ iJ S - O O a C � (� v 4j G >Q CJ - t3 O i to •.- r _C C rC \111tJJJ�», O to r W o + C) 4J •r _ 4- 4-J r CJ r t tC CC O C ` C S C2.4 -J +� 4.3 t C O V O O S_ C-0 V = • Ci C •r. l7f O C U CL E ` to 4-2 _ C1 tq to Cu C` O G •iJ CJ C7 .0 iJ p C. +J iJ S_ L7 S- •e- S. S- ttl Cr C 11 C_ Q •t- c a C- 3 CL CL 4j C) y C C1 O C! C -t O s Sp.. r C� (� Q S_ r p w O -r 'O .0 V1 • ^ to C r •- �Y 4.3 O tL is 4 2 d V E C.r C - S- 4J S-..0 r r CJ •4-J LL SO► tC rtJ v d to .= S- _C V r >✓ to N CX E r C i� •t c} N l0 QJ to Gj 0 •r- U C QJ N CJ M k C S-- Cu tp tT N N CJ .G iJ '- r r U N O E -C N O d aJ D +3 iJ y +j to 4J CJ 11 O u iJ S Q t to CJ -0 -C t n S- O r CJ to r LL. N 1- O O r 4 - S_ r L t V CJ - U Q ++ iJ 4- 0L O Cl 0 - t/� }-- +► •r- t1 Q 4j 1• CL � r Q C to Q O .-- N M S U - M 6 -Hour Precipitation (inches) N O to O to O to o In o LO O m Cm lko F-- ._T-, LO Cl AO -- - ��"'I • -�-� I I I 1, 1 I b! • '-'�' 1 , •ItI ' N S •O I .• —_ - -. - -_ r . — �� -?mot_ to r, k `. F_ 1 - _ --� _ _ T_ _� _ _ _ p� C -�++ oT - d 1 I' •1. }� I I '11; 1 1 I I I Cr O .�i j o• ar• n u O .snot to oui X sua u APPENDIX XI IV-A-14 M � I� 4 ) c �. � I -7/�4 SB &10 PROJECT l�o/ZTI -F P�2 Kiel G �o' NEv/ l PSG ,�/�or�! ` PO /A/ 7 6 P = Z, 3 r-Ok 5b Y,- s7a9,1,1 <s Qsa = Gz� ; (0. 11(17• l) = l 9 c-�5 /2 N 0RINRIL I =E T V5, C I RC: i:HAF3F1 EL .............. 0.04 FLCiW= C4 Fj DIAMETER= i . _i .............. N DEPTH= D - A l EL0 i T`�'= �. fi FRCH -IDE= '','EL HERD= 0. 9:1 E1-1ERG - i - '= i . SIGNATURE JOB NO. DESIGNED BY CHECKED BY I DATE SHEET NO. 14499 Za -�'DG. S13&A, INC. 3615 Kearny V,& Road, Suit, 201, San Diego, California 92123 (619) 560 -1141 FAX(619)560-8157 G: +- O S_ tn p 4-A 4-- .� -j O d In _ 00 C �O r0 4 0 X .-1 t O N O CO U C C: r N i-t •- �: • - �/ ' O 1- cY 'b to G) 4- U O C_ C7 .-- C q , , a) i C C U A2 A p 11 N GJ 4- C •r G) to rz i i .r O W Q '9 d C •r M CU N C to 4-2 O Q. N A. •r a' t o O C 4-4- O C SS_ xn- Q. 9:6. , C 4J O to .t- O :G + i O O UL 4-3 0)4-8 r-- O C .� • i N Or- Q O - t7 al C i 0 O Ct O d 4-J N \ Cl y t/1 r C •r t0 C C -r- >1 C CL 4W - 0 CO= +� i 0 O O H O O to ..0 O O L � G7 +J 4j -C C C: .•" C 4 4J .- O •-- t to to � r0 .- + - b C i CL4- 4J 4 t C d C JC .a u � •r- a E c v to 'r •r 4- . U CL CL rra N al C O Q+� CJ C t . fit Q O CL Q +t +J I- L'7 i •r- i S_ O � W Cr C 11 CL CL 4-b O N C E O r to i r 1 - 0 o N O - O t N -^ ro C •.- -t - •e- i S.. n a' • O U 1. C, C: -r i i S_ L r r O� U_ G 4 AS r0 v tcs to .IC .0 U t - C to N 0- t-- C 4J •t sT N to O -t U C O O ` •Ir . C i a) b Cn N N w .0 -0 t-- .- r0 U N O E _C H O r O p .0 + y iJ Vt 4-1 O 11 O a '•" O O C &n to O .IC -a O r 4- S- - C _C to t-- 'n a U U1_ N I— .�" Q C 4••/ *J 4 O. O CO G r y d. ¢ N •-r O e-- C� M c7• to Q O .- N M �• 6 -Hour Precipitation (inches) N o rn o w o In o to o tr, o . - -,- - ± -t - -T_� - _ r _— — to tJ:lt 3 Q C' !h Ch CV CM r-- r- HE • Cl '� 41 ~- ' ..�.{ � _ - /� • _jam 'V+. '.�. —P"' f ` - -♦ -� - _... - C 771 v '• 1 u E -w +' a a a a — _ - = -� —_ -- ••� H H C %0 q Cr gu 71 f T r r ' . -, I 1 •J- -- _-�'• -- -- � � I � � � 1 •' • ! ; . 1 I • . ' 1 1 1 I i I 1 I I i;:,I 1 HIJ 1 (.moil /tayouc lSua u APPENDIX XI IV -A -14 SB &10 PROJECT (-0T u611V TYpE 3,6 Di ST_ - Sr�o S=7 49 F 6 s S7D Am P14 = 4, 0 P6 Pz¢ 7, (2.3� (7 ,-1 Tye G ' IA&Ci IA- 561q/� GOA017 - 10n/ 4 x 3 o&-41 4 e- r = 4 .3 12 5 F A uy / ro rz 5o % CCv 6 6 6 / 2 X • S - � s� Alt ow /- /0 % 9,412 to k D. 9 = 5,4 SF 3 K �Z �SGt - AT7'ALN>rD 0. 47 144oc) AFC- rA'I/•<ST Gv,�g U�° Tb 0. AVA-ICAO t & SIGNATURE JOB NO. DESIGNED BY CHECKED BY P"I SHEET NO, 4'¢52. Zo ,3- 1 1 0 11 4 SB&0, INC. 3615 Kearny Villa Road, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 tU i C (n O r-+ 4 -- d C17 � U T3 'p t 3 .C] 4J > H 00 t17 U r O X \ .0 7 O N O •r 1� C r 0 0 Qj 4j u Z C C V i,2 L P7 r C l) m CZ 11 Cc W Q ? 0) 4- O •� O to r Z .� .1 -o v C-j N +` `r ' , m v +' to N •� a > a) O C1 4- 4- O .0 Q. r0 L3. �C3. Q F-1 C4 _ Z 9c O i C S.. CU 4J 43 4-3 .- d C • '• I^UD N Z7 CU C S. O O C O Cx t�J N ^ O ,�^ 1 G] .•. N N — � C r t� C C r >> (�.J \" 11 O C eZ. d - C3 O ,< <o Z •� •� .0 C IQ \V(�, i a O �t NO +j d -4.j +j O C •r• t iJ +>t .- CV r t b i0 + t �. p • Z r C Z 0.4J 4J 44 t C C t -0 U 0 0 i C Z7 U= CL G O r C V a C U -•- •.- 4- G al 0.1 -I- r r- O a1 v • C r -r- C L O N Ql C O G +J d O .c • +J w r C3, +J +J t- - L7 Z - S.. Z • iJ N Cr C It CL 0. J CL CS.+J N N C CL S- Q Z r O N O - O t N - r. rt! U .+J O E CL — C r Z 44 S_ .t. -e- r O 4J IJ. `�- O N Q rt7 ^ b to iJ L� .!C i "O Z C iJ r s7 N to O •e U C Ct! N N C i O N O N N CS .0 4J t� r U N O E .0 N O •.- O 4t p 4J 4•J y +J N 4J O It 7 U 4-4 S C .0 M CU - 0 .0 �C O .- 4- S- @-- .0 = U O too { +J iJ 0. C3 G }- iJ r </� C1. ¢ {J ► rL d - . �-► ^ Q n .-.. C% M d to Q O .-- N V7 S .. 6 -Hour Precipitation (inches) O N O to O to O LO CD 11 O V3Lt•1 •mac !`7 M N CV ' • 0 X4 -- ,gyp O . G �+ �- :- '�� -�.� _ / r , -- - -t - -• •_ ---•I/ 0. N 0. .• 1~ 4J -- — 1!1 - fit l N S E � 4J :Z t l.l 1 I I n t %a C c DLO 4.4 _ _ _r - _ ` _ - / _ p C Uj L 1 tV QI � t — !. t -- -_�• -- I 1 ± � fi t - • i I ., - ! � , � — t ' • , , , ; a t I i t I LZ o:.e .. a �3 a (anon jtayoui) X;isua4uj APPENDIX XI IV -A -14 r ,,114 AMR OR UNION NINE moll INS III NNE ME INS �� /t ■ /�i�/ ��/II!O'��i� /ems lol fir■ loll. �i��at�o ��Ill�il� SB PRO JECT - !"c At vff-s - A Q w 0 w x / 107 xt &10 607 w Ncr--f 70 ZCA ;As 5 A414, (Set- PIC-41OLIC CAI-C— V's 41 w Ion Ott lZW �t N- 01F." A L D E P T H C I R C HA L Ann ........ V- FLOIN 0.042 2 3. 0 0 N-VALUE= 0.013 DIAMETER= 1 . 5 0 DEPTH=: 1 VELOCIT!'= 1:3.39 FROUDE= 1.99 E 1-11" E R G SIGNATURE JOB NO. DESIGNED 8 Y CHECKED By I DATE SHEETF* *' �� 2- 6 6_ P. SB8A INC. 3615 Blany Wk Road, Site 201, S— Diego, California 92123 (619) 50-1141 FAX (619) 560-8157 Design Rock Velocity Class ification 20 °r 2'N (min.) (ft. /sec.) 6 - 10 No. 2 Backing ( 0 or W Endwall (typ.) 10 - 12 1/4 Ton 12 - 14 1/2 Ton B B 14 - 16 1 Ton I 16 - 18 2 Ton I � ,t � SELECTION OF RIP RAP 0 - Pipe Oiameter r W = Bottom 'Wio;h of Channel 0 V C O ET (min.) No. 4 Bars F: ow 6" wide slot — J e.. A • - , - Filter Blanket 4 6.6r 30 or 3w 6" Sill, Class 420- C•2000 _ Cor.c ete SECTION A —A PLAN NOTES: 1. Plans shall specify: A) Rock class and thickness M. Concrete B) Filter material, number of Payers and thickness. Channel 0 or W 2. Ric) •ap shall ce either ouarry st°ne or broken corcrete Tom !if s ^own on ;he :)!ans.) Cobbles are not acceptable. i } F :0 min. 3. Rip rap shall be placed ow a filter itianket a rich may oe either granular material or -:asbc filter cloth. 4. See standard special provisions `or selection of rip rap t 3(m .! and filter blanket. .am. 5. Rip r30 energy dissipators shall be 'esigrated as either 20 r ZW Tipe 1 pr T•,re 2. Type t shall be with concrete sill; 71t:e 2 s ^all be .v thout sill. SECTION B —B E SA 1 3 E' a. - - "E "' SAN DIEGO REGIONAL STANDARD DRAWING Revs, 8y �ppr :e AEG -0va� j7arj7 7. :G-�Ir EE d Oate Sill, filter r %r!.3. o-PZ .10 t u. 7-51 RIP RAP NUMBER 0-40 ENERGY DISSIPATOR EE SDD -100 1404 s • ,i,� '1 •• ' `� n _ .. r wear .,! `..— r---- UAL rr ]P, v J t ,ti • / �. �• .awe :� _�. l ll � �• �.�� t 7 J is I � ' ' ? it ► S' �.. • � r t �•' .......� -, j i . ,.y�� . Aft ' o .. MW Af , -)k- L t . _ ° ♦ ! �'! t ` f, r 1 ; • f C� , . dp�•at Sk z is� 7^ � � ' T �, t�"�� `.� { +'ate '} • l • f ' �� '� — • ` 1 • y '��, ��• ■ qi . .� Y;,;� j.i % �,'^ �� 9;'. •�. • ..�� ,', � .fit f. l b -�,�� `� �. . —++rid .� /� � .. .�•� 1 •+ j 11111.111ry �' y' � • - ' gli �1 � r. , •11.111 �� i� � - Y„� • ` ►` 1 k I +,• _ `. i ` s� 'C! -+�Y kl► Ill ` - l i t W R, oil I -A Ao i 18a• do :�.,:.. =.T z ,�` . s• 1 kiwi► -!!►� 1 , *_ ��+ SB &10 SCRIPP45 AAEAN21AL Al OSP - 17 - ,41- - SAFINO, BUTCHER & ORMONDE, INC. -ORA I AIA(;f. t5TUDY SIGNATU E JOB NO. DESIGNED BY CHECKED BY DATE SHEET NC �� ¢3z.00 �,yN SB SC R iPPS eff- 1- Z -,#4 /7/D f fZz �`� — 4NCJeN /7 &0 06 The P ro✓ CG7� e: o6�><s Z -5 0•� sAFnvo, BUTCHER & /i e c�JeSf Sid�c w�� .San 7�m I ORMONDE, INC. rrr� i r�9 � `i c a o u f h 1 a wa o% •- y. Th �x i� �- in9 c3✓ic�. a 6aa�+• -� �•�cl i c�'�e � z7 ✓G �L /a w s r7 or �h i r, �-o � 1s c �r o J Cc, "7�' Art o✓ 0 - 1 -0- 4he 12 nr f A fti rocs 9 f� e s i -,�a 6 �. w ca sc 4r0 A_— r do fhe w c1roir? / is G'arr'! �irow��i Drc,�irr c� a on ><he ¢ad7'er 1y Po r it - 0 7 - �/se roJ ec� C�ome3 Pa / V ro.r, 4'cs�.r i-c�►n o � c� ca/ p / �ro 4 s!, a i n9 c a. 4 ®ugh 11 Sar, fo Ft 17riva . Ttiis rand{ -� is CO / /CGTeo/ I!7 4' s�pr/n �i'G7I�^t 4i?u �i3c/j4r�Cc� I- h e .6i 7 . - rom W here %"/ lClsc-i o nor h 7 I S Zlvq. Th e pr- c`o - r ie co�a7`r�.,rof° �-� e farms a on fhc v m r , -4 mid e o man fa Fe pri ve ar7c*f r/ireo the /ow � r� he. ea3 / ,bow. -�du o � t he Pro JGG f- 7 w IA W clea; � Ga rr/ed ip d a lip ✓ ," G✓rd%.� 4 /p nc, 1 e )jb 4 4- Ae i7 o r fti 1 ¢ rad o � vi- c Prof c of sl ;c av oled c.►��SC �dr,l a ir'4o J O JOB NO. DESIGNED BY CHECKED BY DATE SHEET ND. �/ 9C 4 3 Z. 00 11'ell /O Zg� 1 t� 4J W 44 4J to e . C3 C%3 cn Ln WON • C H �� ■OrY �/+ �m�/ t tltl� N�_Y �svIAA / r��■�YiIBR�RN@f■ ■ ■■�t■N �� Bam r� n■■� m■ �s a � � I wq■n■■■■■wwmwrar A2n /giABHVm� H■wwmm� m �I�a ■■ ■■mm mm UHHov unInman"Num i ��dmMWAiiIttialNIONEEMEn VAN AW Awimo 0 - M_!N• oO1�Yt�N��l ��SN _ AJY „� �va sae•rr�aauaotlN��aw■un� AWA tO••A S� Stl0l�O A��lsa��Y��f��AN S1fiw Oaa�l�►.I � •v�vO�Aa�aY`�s l O isa SMYtl�Y!vNdi ■ia��a � Al "mYI.ifA' ��t Mwxmm !Yttltl01i■ YO =A ■n�nr n�.s �r out a �m�. ■��i��® �n a i mwniv �■d ins _c wt s��aa ®�■■u�®�ma��o■s■�■ -�Mm■■ ��I �� v�■a �twww�p ■�wWn�u�■�■ ■ ■■swwsau• .� /�� w Umisvvm■r■ mwu■N AIV.V /� � �I ®iS�Nmtfn�N� ■■1 ■�0�� ngvjcwAlw M �.ui� Jj ® gran ® ®�un}�omill n long �in�na logo SB _5 C X21 PPS MrEMOR /A 1- yOSP / TAL— � NG /A// TA s &0 �V.aR©Le)6y C�C �o112 o elOnC-Cn f' rey 1 SAFINO, p �'' 4 r +G 8, . Th i 1.S 4� a /m w / v 0; t o f BUTCHER & ORMONDE, q 34r >.ti ,�4n fc� F e Drive 4x14 INC. he r'un oCrorr *Ae 12 o r A!, 5; o h c 3 `/ rya f for !.t c% f ence of a6o w i"o �T. B� 1 �o�� LcW d i On 47 ✓Pro50-- a 14 O' alk p o. w i // G arr`Y A 4.5 c 40 47 c. rc/ociv� �Ooa /.9 40 From /sirs; ,L -S L�irafipnGlia t -� = 7 yam/ 7, YqX Z, Sx 6: 3 = (, 3" hr. Pico = C.ZA = 0.95X6,3x -0 C1 P r. Ps, PT- 8Z /d �AE /vo % 11 * O Conccn fra �ivr, 4,o r r uno rn f/r 0, 8 . Flo w -Fr o rn Az orb*er v 4 340rr" d ro;n A f 77- 3 LA 7p ?d pa t - 55 d5 -/ $ *.; ti c r e j1- J a l ti 3 /-Ae - 004-3 A reu �� . o4 y' fears i ! o/ra; � fo 11 8 = i3 i�a��%9aa�ae� b� � i� is possible �n4 � �!/ TNrC �rr , / v ro ✓c�en fs w Dl1 /c/ a' //o w �ti c c.IeSiyn low ,� �eaoA % S 1 7m,"I n. �Se•e G h ar t o� j,t Z, 7"�,c �, at S i.s o .,-, r Ow $ ��A J �' Z C// Ac .� C� 0 .8Sx3x /Z = 30.46 c1Fs SKOWURE JOB NO. 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T SKINAWRE JOB NO• DESIGNED By CHECKED BY DATE SHEET NO. 00 1 li i(H /7 __ LN G /N /Ti�S !`�yt �•4 acs �coNT� SB mnr 5 i r,E Z7.eg�iv.� � E &0 BUTCHER & 0,-7 Z i C dtW i t o5 c i� /i e ORMONDE, /o f b,e weep the hco� rLX �o •�a io., INC. b y a 5 ci ies v '9 19rook'S `' * Z4Z4 }�_asis .. T.�i� �lrG i r,ca ry i/✓ 7�h e h �'h /oro� 3G " Cloo° 1 u�C The + o rcq Q/r4in3 O AeoAm'd /5W, z / 7,A 2 / a nd Qioo ° r 4 A eSc dAwl' a qre 21 4 / /.8 Z. Z a•7 c/ /• e S rG3� ea�i ✓c°�Y. Tf�� c�rc� q// bC. lt Spy», /Gr /�► ry / /2 "�'!�G ®h z /goes m7 rybor.l' h(l a dQ / 10Y b /4-. . Al i 7�`'e Wm rS f Con �z Pr! /y O,�' /i /S r e9 aj roe - . X-1 574o, 12�o9 4 curb �., /c k. >✓ 6 e Gvns�iwo a l p �/� the ilar�/iccyal� Corncr o { �h c .S j�c all er Ito SIGNAkW JOB NO. DESIGNED BY CHECKED BY DATE SHEET NO. 1 -�o4_fz-oo SB &10 SAFINO, BUTCHER & ORMONDE, INC. A PP61VDI JC i c• JOB NO. 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Y • ' 7 A ' ti iry I yy + ii . #. nval 1 5 ,S p l y 70(YGA H t ',O-4 I� r od � rod W W/ L I WON-21- fd (wi vuis g X A d t dOe \\ ir jr t � k a T' .. t s� d ,.y►t ' t Of s 1/3 n \ 2� irZ� Of I � ✓ ld I � ��yt •zs s� b vg v d 7 ' ,., Phnetion "C *% Normal Depth in a Circular Channel Date: March 12, 1976 Version: One PROGRAM DESCRIPTION: This program performs an analysis of the user specified channel under Normal Flow conditions. It computes this depth by using an iterrtion of 0.05 feet until the criteria for normal depth are satisfied. PROGRAM DEUVATION: Normal Depth (D(N0Ft!AL)), is calculated using an iterative loop to arrive at r. value of D(NORMAL) which satisfies Farming's equation. Q - 1.486/N x A x R2 /3x S1/2 For purposes of progra wing, the equation has been arranged to the fora shown below. (Q x N)/(1.486 x S1/2) = A x R 2/3 In the above equation A and R are the iterative trial values computed by the following formulae. For circular channels. P = qlfl�(180 -8)/90 ►�- A = R& /2 + (D-F�P,sjne Where, 1�= radius of channel in Ft. R� e = cos -R R) D Also, R = A/'P - Q - 1.486/N x R2 /3x S1/2 �T Q • V x A REFERENCES: Chow, Ven Te. Open Channel Hydraulics Chapter 6. . New York: McGraw -Hill Book CompayU ti' Function "H": Normal Depth in a Non - Circular Channel Date: March 12, 1976 Version: One PROGRAM DESCRIPTION: This program performs an analysis of the user specified channel under Normal Flow conditions. It computes this depth by using an iteration of 0.05 feet until the criteria for normal :epth are satisfied. PROGRAM DERIVATION: Normal Depth, (D(normal)) is calculated using an iterative approach to arrive at a value which satisfies Manning's equation. Q - (1.h86/N)AR /3 /2 For purposes of programming, the abode equation has been rearranged as follows. (QN/1.486S1 /2) - AR 2/3 In this equation, the values of A and R are obtained by the iteration loop and this continues ur_til solution is reached. These terms are further defined below. A = BD(normal) + ZD(normal) P - 2D(nornal)x(Z +1) 112 + B R a A/P 17 1 D(normal) Z B Note: Rectangular channel, Z -0 Triangular channel, B-0 %. netion "N ": Circular Culvert Hydraulics (Control Design) Dates ?larch 12, 1976 Version: One PROGRAM DESCRIPTION: This program is of grer_t aid to the hydraulic engineer since it takes the potential for error out of the use of nwographs and other indirect design aids by providing an easy rapid method of evaluating the controling headwater situations of a culvert. The program takes basic input data and computes the required headwaters for tInlet Control' and 'Outlet Control# culvert flow states. If the flow stiyralated is greater than the allowable headwater will permit the program will print the message, "NO FEASIBLE SOLUTION**. SHE USERS Y-MAL ". This means that even after trying to increase the si--e of the hydraulic structure, the program was unable to arrive at an acceptable headwater value. At this point the user has the following choices. (A) Increase the slope of the culvert barrel. (B) Relesign the entrance configuration, and thereby reduce the entrance loss coefficients. (C) Try splitting the flow between multiple culvert barrels. As stated above, one of the features of the program is that of attempting to increase the culvert sire so as to meet the design f ow and ma_rlw,, headwater allowances. The nomenclature used in the below listed equations is the same as for program functions "L" & PROGRAM DL'RTVATION: Outlet Control Hydraulics. i. HW - H * TW - S with H (Ke + 1 • (29 n Inlet Control Hydraulics. HW -(1 /Cd2)(Q2 /2gA2)- L _ Cd, is the coefficient for entrance control. (See table in Appendix A) G Water Resources LRineerin , R. K. Linslry, McGraw -FF111 Book Conpany New York, 1912 Chapter 18 APPENDIX "A" Coefficients for Fbitrance Loss TABLE A -1 In the use of programs 'Function "L" through Function "0" ', the use of an entrance lose coefficient for evaluation of the energy expended at the upstream end of a culvert is required. This coefficient is called 'Entrance Loss Coefficient' in programs Function "L" and Function "!I", and referred to as * Coefficient (OC)' in programs Function "N" and Function 0 0 ". Type of Structure and Design of Entrance Coefficient Pipe, Concrete Projecting from fill, socket end 0.2 Projecting from fill, square cut end 0.5 Headwall or headwall and vingwalls Socket end of pipe 0.1 Square edge 0.5 Rounded, radius 1 /12(diameter) 0.1 Pipe, Corrugated Metal Projecting from fill, (no headwall) 0.8 Headwall or headwall and wingwalls, square edge 0.5 Box, Reinforced Concrete Headwall parallel to embankment (no vingwalls) Square -edge of 3 edges 0 Rounded of 3 edges to radius of 1/12 barrel dimension 0.2 wingwalla at 15 to h5 o to barrel Square -edge top corner 0.4 Top corner rounded, radius 1/12 Darrel dimension 0.2 REFERENCE: Street and Hi hva Draina e, Institute of Transportation and Traffic neer ng, University OT--California-Berkeley 1969 U APPENDIX "A" Coefficients for Entrance Loss TABLE A -2 In the use of programs 'Function "N" and Function "0" ', an entrance loss coefficient is required for the evaluation of energy dissipation at the culvert entrance. The coefficient listed here are referred to as 'Coefficient (IC)', and is the coefficient under inlet control or orifice flow hydraulics. Specific values for this coefficient have been suggested to be as listed below. Design of Entrance Coefficient Sharp -edge entrance (no rounding) 0.62 Kell- rounded entrance 0.95 REFERENCES: Water Resources Engineering, R. K. Linsley, McGraw -Hill Hook Company 1972, ap er is � MAY 2 1 1991 CITY OF ENCINITAS DEPT, OF PUBLIC WORKS ENGINEERING DEPT. GEOTECHNICAL INVESTIGATION S GATION FOR PARKING LOT AND DRIVE AREA SCRIPPS MEMORIAL HOSPITAL ENCINITAS, CALIFORNIA JANUARY 1990 ROBERT PRATER ASSOCIATES Pohert R. Pr:acr, U. 1., 194'_ -19x0 Consulting Sod. Foundation & Geological Enumccn `4'm. Da%id Hespeler, C.E. January 24, 1990 3494K, 9568 Office of the Director of Facilities Development Scripps Memorial Hospital 9888 Genesee Avenue P.O. Box 28 ' La Jolla, California 92038 -0028 Attention: Mr. Walter A. Brown ' Re: Geotechnical Investigation Parking Lot and Drive Area Scripps Memorial Hospital Encinitas, California SMH Encinitas Project #89 -0210 Gentlemen: In accordance with your request we have performed a geotechnical investigation for the subject project. The accompanying report presents the results of our field investigation, laboratory tests, and engineering analysis. The soil, foundation, and geologic conditions are discussed and recommendations for the geotechnical engineering aspects of the site development are presented. If you have any questions concerning our findings, please cail. Very truly yours, ' ROBERT PRATER ASSOCIATES oQFpfESSfpyc \�,�ZD Ge _ J Alo. ttgg No. 396 W r"h CERTIFIirp m. D. Hespeler, G.E. +� Ex 3/31/JO tI Lawrence Jansen, C.E.G. `* . E N G it. EERr. J+1 C`0TECIitt�C�� GEOLOG;57 c t TIC• of Cqt \F � � of CAS -\F��. WDH /LJ:kj Copies: Addressee (2) James Leary Architecture and Planning, Attn: Mr. James Leary (4) 10505 Roselle Street, San Diego, California 92121 (619) 453 -5605 FAX: (619) 453 -7420 1 GEOTECHNICAL INVESTIGATION For PARKING LOT AND DRIVE AREA SCRIPPS MEMORIAL HOSPITAL Encinitas, California To SCRIPPS MEMORIAL HOSPITAL 9888 Genesee Avenue P.O. Box 28 La Jolla. California 92038 -0028 JANUARY 1990 TABLE OF CONTENTS 1 Letter of Transmittal Page No . Title Page Table of Contents INTRODUCTION 1 SCOPE 1 SITE CONDITIONS A. Surface B. Subsurface and Geology C. Ground Water 4 D. Seismicity CONCLUSIONS AND RECOMMENDATIONS A. Earthwork 6 I. Clearing and Stripping 6 2. Treatment of Undocumented Fill and Loose Alluvial Soils 6 3. Excavation 7 4. Subgrade Preparation 7 5. Materials for Fill 7 6. Compaction S 7. Temporary Construction Slopes S S. Permanent Slopes S 9. Trench Backfill 9 10. Drainage 9 11. Subsurface Drainage 9 12. Construction Observation 9 B. Asphalt Concrete Pavements 10 C. Limitations 11 Figure 1 - Site Plan and Geologic Map Figure 2 - Recommendations for Filling on Sloping Ground Figure 3 - Subsurface Drain Details APPENDIX A - FIELD INVESTIGATION Figure A -1 - Key to Exploratory Test Pit Logs Exploratory Test Pit Logs 1 through 26 Exploratory Boring Logs 1 through 6 APPENDIX B - LABORATORY TESTING j Table B -1 - Results of No. 200 Sieve Tests 1 1 GEOTECHNICAL INVESTIGATION FOR PARKING LOT AND DRIVE AREA SCRIPPS MEMORIAL HOSPITAL ENCINITAS, CALIFORNIA INTRODUCTION In this report we present the results of our geotechnical investigation for the subject project located north of Melba Road between Devonshire Road and Interstate 5 in Encinitas, California. We previously performed a preliminary soil investigation for the site the results of which were presented in our report dated September 28, 1982. In addition, our prede- cessor firm, Lowney /Kaldveer Associates, provided geotechnical engineering services during the design and construction phases of the adjacent psychiatric hospital facility between 1974 and 1975. The purpose of this investigation was to further evaluate the soil and geoloUic conditions at the site and to provide recommendations concerning the ueotechnical engineering aspects of the project. It is our understanding that an asphalt concrete paved parking lot is to be constructed on the subject parcel at this time. In addition, a paved access drive will be constructed south of the parking lot along the eastern margin of the hospital property. The northeast corner of the existing psychiatric hospital will be demolished in order to provide for the drive. The proposed grading for the project includes cut and fills up to about S feet. A composite cut /fill slope up to about 6 feet high at a variable inclination will be constructed along the western margin of the site adjacent to Devonshire Road. A portion of Devonshire Road will be widened as well. A fill slope up to about 8 feet high at an inclination of 2 (horizontal) to 1 (vertical) will be constructed along the eastern margin. In addition, a 24 -inch storm drain will be installed across the parking area. It is our understanding that long range development plans for portions of the subject site will include the construction of parking structures and office buildings. Accordingly, some of the currently proposed improvements are only temporary. SCOPE The scope of work performed in this investigation included a site reconnaissance, subsurface exploration, laboratory testing, engineering analysis of the field and laboratory data, and the preparation of this report. The data obtained and the analyses performed were for the purpose of providing design and construction criteria for the site earthwork. Preliminary pavement design recommendations are also provided. 349 -4K Page 2 SITE CONDITIONS A. Surface The subject property is roughly triangular in shape and has a plan area of about 9 acres. ' Surface topography slopes gently towards the northeast with elevations ranging from a high of approximately 174 feet along the western margin to a low of approximately 141 feet along the eastern margin of the property. A drainage course trends northeast through the south- central portion of the site. Two storm drain outlets discharge into the drainage course near the southwest end of the property. One of the storm drains discharges through a retaining wall which borders the south side of the site. The second storm drain directs runoff from a storm drain box on Devonshire Road and discharges water onto the site near the base of the retaining wall. At the time of our field work, the ground surface near the storm drain outlets was wet with some standing water present. Several large boulders are present in the drainage course near the storm drain outlets. An irregular shaped slope which forms a bluff up to about 10 feet high at an inclination locally as steep as 1(horizontal) to 1(vertical) is present along the western margin of the site, adjacent to Devonshire Road. A cut /fill slope up to about 10 feet high at an inclina- tion as steep as 1 to 1 is also present in the proposed access drive area along the eastern margin of the property, east of the existing psychiatric hospital. This slope borders a drainage swale between the hospital property and the freeway off ramp. A storm drain outlet and concrete down drain empty into the swale just south - southeast of the subject site. The drainage swale in this area is characterized by poor drainage, dense vegetation, anti frequent standing water. At present, a majority of the property is being used for agricultural purposes. A small house and associated appurtenances are located in the southwestern corner of the property. Numerous pieces of agricultural equipment and supplies as well as a few junked cars and miscellaneous debris are present in the vicinity of the house. Based on a review of older topographic maps and aerial photographs, several green house structures previously occupied the south - central portion of the site. Although no evidence of the previous structures was observed during our field work, it is possible that buried foundation remnants and /or other associated debris may still be present. In addition, buried structures such as septic tank(s) and leach lines as well as buried utilities are likely to be present in the vicinity of the residence. Vegetation across the site includes row crops of a variety of flowers in the actively cultivated areas and scattered weeds and bushes outside these areas. Mature trees, large bushes and other landscaping are present in the vicinity of the existing residence and east of the existing psychiatric hospital. Cattails and other lush vegetation ' indicative of year -round moist to saturated conditions were noted near the storm drain outlets. 349-=1 K Page 3 B. Subsurface and Geology ' A subsurface investigation was performed using a Case 580 backhoe to investigate and sample the subsurface soils. Twenty -six exploratory test pits were excavated on November 6 and 7, 1989 to a maximum depth of 12 feet at the approximate locations shown on the Site ' Plan and Geologic Map, Figure 1. Logs of the test pits and details regarding the field investigation are presented in Appendix A. Boring logs from our previous work on -site are also included in Appendix A. Details of the laboratory testing and the laboratory test results are presented in Appendix B. Based on the results of our subsurface exploration and geologic reconnaissance, the site is underlain by, essentially four soil and geologic units. From youngest to oldest these are: 1) artificial fill, 2) artificial fill /alluvium (undifferentiated), 3) topsoil, and 4) formational terrace deposits. A discussion and general description of each unit, with geologic map symbol in parenthesis, is presented below. 1) Artificial Fill (Oaf) Based on our current and previous exploration on -site as well as older topographic maps and aerial photographs, it appears that previous uncontrolled grading has occurred over much of the site in connection with past agricultural activities as well as construction of the existing residence. Some fill ' soils were also noted in connection with the construction of Devonshire Road. Most of the fill soils observed across the site appear to have been derived locally and consist predominantly of very loose to loose clayey to silty sand. The fill soils encountered ranged from 2 to 9 feet in depth at the test pit locations. Deeper fills may be present in areas between test pit and boring locations. In general the fill soils tend to deepen towards the drainage course through the south- central portion ' of the site. Various debris including concrete and brick chunks, wood, and plastic were noted in the fill materials encountered in Test Pits 1, 17, 24, and 26. It should be noted that the southernmost portion of the proposed drive area is underlain by recent, well- compacted controlled fill placed under our observation and testing. Some loose stockpile remnants associated with the recent construction, however, are present near the storm drain outlet. The fill soils present along the southeast corner of the psychiatric hospital are also documented fills placed in 1975 under the observation and testing services of our predecessor firm. These fills were placed over recent alluvial materials and are considered suitable for support of the proposed drive improvements; some loose near surface soils may be present which require recompaction (see Figure 1). 2) Artificial Fill/Alluvium - Undifferentiated (Oaf al) Fill and /or alluvial soils were encountered within the drainage course through the south - central portion of the site and within the drainage swatle east - southeast of the psychiatric hospital. The fill /alluvium encountered consisted predominantly of very loose to loose ' 349-4K Page 4 clayey to silty sand and ranged in depth from 8 feet to the maximum depth explored of 12 feet. A two foot thick layer of stiff silty to sandy clay alluvium .vas ' encountered in Test Pit 25 at a depth of 3 feet. Caving of the test pit sidewalls occurred in the alluvial soils during the excavation of Test Pits 12, 15, and 21, indicating very low cohesion of these soils. Test Pit 12 could only be excavated to a depth of 9 -1/2 feet due to persistent caving. It should be noted that the depth of the fill /alluvial soils encountered in Test Pits 21 and 25 could not be deter- mined due to excavation depth limitations of the type of equipment used. 3) Topsoils (not mapped) The portions of the site not underlain by fill and /or alluvial soils are, to general, mantled by a thin topsoil horizon. The topsoils encountered consisted of very loose to loose, clayey to silty sand and ranged in thickness from 1/2 to 1 -1/2 feet. Deeper topsoils may be present across the cultivated areas of the site. 4) Formational Terrace Deposits Ot) Quaternary (Pleistocene age) terrace deposits g P underlie the fill and /or alluvial soils and were encountered near the surface beneath the remainder of the site. The terrace deposits encountered consisted predominantly of medium dense to dense, clayey and silty sand. The terrace deposits are comprised of marine and non - marine sediments deposited on an ' ancient wave -cut terrace and unconformably overlie older deposits. Based on our past experience with similar soils, most of the materials encountered in the test pits possess a low potential for expansion. The silty to sandy clay alluvium encountered in Test Pit 25, however, may possess a moderate to high potential for expansion. The test pit logs and related information depict subsurface conditions only at the specific locations shown on the site plan and on the particular dates designated on the logs. Subsurface conditions at other locations may differ from conditions occurring at these test pit loca- tions. Also, the passage of time may result in changes in the subsurface conditions due to environmental changes. C. Ground Water Perched ground water and /or seepage conditions were noted in four exploratory test pits located in the lower -lying areas across the site. A zone of moderate seepage was observed in Test Pit 6 between depths of 6 and 6 -1/2 feet at the time of excavation. Slight seepage was observed in Test Pits 7, 11, and 25 at depths of 11, 5, and 3 feet, respectively, at the time of excavation. Ground water and /or seepage conditions may have also been present in Test Pits 12, 15, and 21 but were not observed due to caving. During our field work ' ponded water was noted in front of the storm drain outlets along the southern margin of the site and southeast of the psychiatric hospital. Fluctuations in the level of groundwater ' ' and /or seepage conditions may occur due to variations in ground surface topography, : subsurface stratification, rainfall, and other possible factors which may not have been 349 -4K Page 5 evident at the time of our field investigation. It should be noted that the cultivated portions of the site were being heavily irrigated at the time of our field work. The irrigation may he ' responsible, in part, for some of the perched ground water and /or seepage conditions observed. D. Seismicity Based on a review of some available published information including the County of San Diego Faults and Epicenters Map, there are no faults known to pass through the site. The faults generally considered to have the most potential for earthquake damage in the vicinity of the site are within the active Elsinore and San Jacinto fault zones mapped approximately 28 and 52 miles northeast of the site, respectively. In addition, offshore active faults include the Coronado Bank fault zone located approximately 22 miles west - southwest of the site. The offshore extension of the Rose Canyon fault is mapped approximately 4 miles west- , southwest of the site. The Rose Canyon fault was previously classified as "potentially active" by the California Division. of Mines and Geology (CDMG). Recent geologic evidence, however, suggests that portions of the Rose Canyon fault zone may have moved within the Holocene epoch (last 10,000 years). According to CDMG this would define the Rose Canyon fault as active. The geologic structure and seismicity of the Rose Canyon fault zone are still not well understood. It can generally be said, however, that if this fault system is active it has a much lower degree of activity than the more distant active faults east and west of the San Diego metropolitan area. Although research on earthquake prediction has greatly increased in recent years, seismolo- gists and geologists have not yet reached the point where they can predict when and where an earthquake will occur. Nevertheless, on the basis of current technology, it is reasonable to assume that the proposed improvements will be subject to the effects of at least one moderate earthquake during their design life. During such an earthquake, the danger from fault offset through the site is remote, but strong ground shaking is likely to occur. CONCLUSIONS AND RECOMMENDATIONS From a geotechnical engineering standpoint, it is our opinion that the site is suitable for construction of the proposed parking, drive, and road improvements provided the conclu- sions and recommendations presented in this report are incorporated into the design and construction of the project. The primary feature of concern at the site is the presence of loose compressible fill and alluvial soils across much of the site as encountered in the exploratory test pits to depths ranging from 2 feet to the maximum depth explored of 12 feet. In order to minimize the possibility of damage to the proposed parking lot and future improvements due to excessive settlements resulting from compression of these loose soils it will be necessary to remove and recompact the loose materials. Although we would not normally recommend full depth 349 -4K F'as, 6 ' removal and recompaction of all loose soils s down to firm natural ground for parking and drive improvements, in light of the long range future development plans for the site which 1 will include the construction of parking structures and office buildings, we feel it would be prudent to perform comprehensive remedial grading at this time. Detailed earthwork recommendations suitable for use in completing the mass grading operations as well as preliminary pavement recommendations are presented in the following paragraphs. The opinions, conclusions, and recommendations presented in this report are contingent upon Robert Prater Associates being retained to review the final plans and specifications as they are developed and to observe the site earthwork and pavement construction. A. Earthwork i ' 1. Clearing and Stripping The site should be cleared of all obstructions including existing improvements and all buried structures such as foundation remnants, septic systems (tanks, pits and /or leach lines) as well as any miscellaneous trash or debris that may be present at the time of construction. After clearing, the ground surface should be stripped of surface vegetation as well as ' associated root systems. Holes resulting from the removal of buried obstructions that extend below the proposed finished site grades should be cleared and backfilled with suitable material compacted to the requirements given under Item A.6, "Compaction." Prior ' to any filling operations, the cleared and stripped materials should be disposed of off -site. 2. Treatment of Undocumented Fill and Loose Alluvial Soils In order to provide suitable support for the proposed parking lot and drive as well as future improvements we recommend that all uncontrolled fill materials and loose alluvial soils be removed and recompacted. The recompaction work should consist of: a) removing all loose fill materials and any underlying loose natural soil down to firm natural ground, b) scarifying, moisture conditioning, and compacting the exposed natural subgrade soils, and c) replacing the materials as compacted structural fill. We anticipate the recommended depth of removals will extend to the underlying terrace deposits or to about 2 feet above any ground -water level present at the time of construction. The areal extent of and depths required to remove loose fill and /or alluvium should be determined by our representative during the excavation work based on his examination of the soils being exposed. We suggest that the removal and recompaction work be based on a unit price contract which ' allows for possible variations in the actual earthwork quantities. The limits of removal and recompaction below the proposed fill areas along the eastern margin of the site should extend beyond the toe of the proposed fill slopes so as to provide a prism of structural fill defined by a 1 (horizontal) to 1 (vertical) imaginary plane extended downward from the toe. ' Any unsuitable materials such as perishable debris or asphalt and concrete rubble should be .349-4K Page 7 selective) removed as directed b our representative Y y p sentative and disposed of off -site. As previously noted, the southernmost portion of the proposed drive area is underlain by well - compacted, 1 controlled fill. Accordingly remedial work will not be necessary in this area except for recompaction of any stockpile remnants and loose surface soils. 1 3. Excavation Based on the results of the exploratory borings, test pits and our experience with similar soils, it is our opinion that the required site excavations can, in general, be accomplished utilizing ordinary heavy earthmoving equipment. In light of the current site usage, surface topography and the presence of standing water at the time of our investigation and depending on seasonal weather variations as well as irrigation practices up to the time of grading, however, it is likely that some wet to saturated, loose soil conditions may be encountered in the low -lying areas on -site. Accordingly, some difficulty should be ' anticipated making the required removals of alluvium and /or fill in the lower areas of the site. We recommend that bidding contractors be required to make their own independent evaluation of the site conditions and potential grading difficulties prior to submitting their ' bids. 4. Subgrade Preparation After the site has been cleared, stripped, and the required removals completed, the exposed P p subgrade soils in those areas to receive fill and /or pavements should be scarified to a depth of 8 inches, moisture conditioned, and compacted to the requirements of Item A.6, "Compaction." Any potentially expansive clayey soils that might be encountered during the excavation work (such as those encountered in Test Pit 25) should only be reused as fill below a depth of 2 feet from the currently planned or future finish subgrade levels. Fills constructed on sloping ground having an inclination steeper than 6 (horizontal) to 1 (vertical) should be keyed and benched into competent formational material below any loose natural or fill soils as illustrated on Figure 2. The actual width of the toe kevs and extent of removal of any existing loose surface soil or weathered formational materials ' should be determined by our representative in the field during construction. In addition, toe key excavations should be inspected by our representative prior to placing fill. 5. Materials for Fill All on -site soils with an organic content of less than 3 percent by volume are in general suitable for reuse as fill except as noted in Item A.4. for potentially expansive clayey soils. Fill material should not contain rocks or lumps over 6 inches in greatest dimension and not more than 15 percent larger than 2 -1/2 inches. Any required imported fill material should be a low - expansion potential (U.B.C. expansion index of 30 or less), granular soil with a 3494K Page 8 ' plasticity index of 12 or less. No more than 25 ercent of the e till should be larger than 1/4- inch. All materials for use as fill should be approved by our representative prior to filling. ' It should be noted that depending on the time of the ear that construction i y s undertaken and the depth of the required excavations, the soils removed from some of the excavations ' may be in a saturated or near - saturated condition. If this occurs it will be necessary to allow the materials to dry sufficiently to allow for proper compaction before they can be reused as fill or backfill. 6. Compaction ' All structural fill should be compacted to a minimum degree of compaction of 90 percent based upon ASTM Test Designation D 1557 -78. The upper 6 inches of subgrade soil beneath pavements should be compacted to a minimum degree of compaction of 95 percent just prior to placement of the aggregate base layer. Fill material should be spread and compacted in uniform horizontal lifts not exceeding 8 inches in uncompacted thickness. Before compaction begins, the fill should be brought to a water content that will permit proper compaction by either: 1) aerating the fill if it is too wet, or 2) moistening the fill with water if it is too dry. Each lift should be thoroughly mixed before compaction to ensure a uniform distribution of moisture. 7. Temporary Construction Slopes It is not likely that temporary construction slopes above the free ground -water level will stand safely at an inclination any steeper than about 1 (horizontal) to 1 (vertical). Vertical - sided trench excavations, as well as sloping excavations that extend below perched ground- ' water and /or seepage conditions, will most likely be subject to caving as was noted during our exploration work. Since the stability of temporary construction slopes will depend largely on the contractor's activities and safety precautions (storage and equipment loadings ' near the tops of slopes, surface drainage provisions, etc.) it should be the contractor's responsibility to establish and maintain all temporary construction slopes at a safe inclina- tion appropriate to his methods of operation. 8. Permanent Slopes Based on our subsurface investigation work, laboratory test results, and engineering analysis, we recommend that any required cut and fill slopes be constructed to an inclination no steeper than 2 (horizontal) to 1 (vertical). The project plans and specifications should ' contain all necessary design features and construction requirements to prevent erosion of the on -site soils both during and after construction. Slopes and other exposed ground surfaces should be appropriately planted with a protective ground cover. 349 -4K Page 9 Fill slopes should be constructed so as to assure that the recommended minimum degree of compaction is attained out to the finished slope face. Construction of the outer edges of the fills should in general be accomplished by operation of the compaction equipment parallel and up to the edge of the fill with the grading surface sloping down and away from the slope edge. We recommend that a sheepsfoot roller or segmented wheel compactor be used to compact the soils at the outer edge of fills adjacent to slopes. The slope face should be thoroughly backrolled with a sheepsfoot roller in two -foot vertical increments as the fill is raised. In addition, placement of fill near the tops of slopes should be carried out ' in such a manner as to assure that loose, uncompacted soils are not sloughed over the tops and allowed to accumulate on the slope face. ' 9. Trench Backfill Pipeline trenches should be backfilled with compacted fill. Backfill material should be ' placed in lift thicknesses appropriate to the type of compaction equipment utilized and compacted to a minimum degree of compaction of 90 percent by mechanical means. In pavement areas, that portion of the trench backfill within the pavement section should conform to the material and compaction requirements of the adjacent pavement section. Our experience has shown that backfills for even shallow, narrow trenches, such as for irrigation and electrical lines, which are not properly compacted can result in problems, particularly with respect to shallow ground water accumulation and migration. 10. Drainage Positive surface gradients should be provided adjacent to existing structures so as to direct water away from foundations and slabs toward suitable discharge facilities. Ponding of surface water should not be allowed, especially on pavements. ' 11. Subsurface Drainage We recommend that a subsurface drain be installed in the drainage course through the ' south- central portion of the site. The approximate location of the subsurface drain is indicated on Figure 1. Details of the subsurface drain installation are illustrated on Figure 3. 12. Construction Observation Variations in soil and geologic conditions are possible and may be encountered during construction. In order to permit correlation between the preliminary soil and geologic data and the actual conditions encountered during construction and so as to assure conformance ' with the plans and specifications as originally contemplated, it is essential that we be retained to perform on -site review during the course of construction. 349-4K I'a_e i i i All earthwork should be performed under the observation of our representative to assure proper site preparation, selection of satisfactory fill materials, as well as placement and compaction of the fills. Sufficient notification prior to earthwork operations is essential to make certain that the work will be properly observed. ' B. Asphalt Concrete Pavements Based on the results of our exploratory test pits and laboratory tests as well as our experi- ence with soils similar to those encountered at the site, we have developed the preliminary pavement sections presented in Table 1. In light of the fact that portions of the subject site will be further developed at a later date while other portions will remain as paved parkin; and drive areas, we have included 5, 10, and 20 year pavement life options. These preliminary sections were developed using an assumed R(Resistance) -value of 30 for the ' subgrade soils. The traffic indices used in our preliminary recommendations for the parking and drive areas are based on engineering judgement and not on a detailed traffic analvsis. The traffic index used for Devonshire Road was based on information provided by the City of Encinitas. Final pavement section recommendations should be developed during construction based on R -value tests performed on bulk samples of the soils that are exposed at the finish subgrade elevations across the site at the completion of the mass grading operations. TAB LE 1 PRELIMINARY ASPHALT CONCRETE PAVEMENT DESIGN ALTERNATIVES Pavement Components Anticipated Asphalt Class 2 Pavement Life Concrete Aggregate Base Total Thickness ' Location (Years) Inches (Inches) (Inches) Automobile Parking 5 2 4 6 ' and Minor Traffic 10 2 4 -1/2 6 -1/2 Channels (T.I. = 4.0 20 2 5 -112 7 -1/2 for 20 -year life) i Major Automobile 5 2 -1/2 5 7-1/2 Traffic Channels 10 2 -1/2 5 -1/2 5 (T.I. = 5.0 for 20 2 -1/2 6 -1/2 9 20 -year life) ' Devonshire Road - -- 3 -1/2 8 11 -1/2 (T.I. = 6.2) 349 -4K Page 11 Asphalt concrete, aggregate base, and preparation of the subgrade should conform to and be placed in accordance with the requirements of the State of California, Department of Transportation, Standard Specifications, January 1988, edition, except that the test method for compaction should be determined by ASTM D 1557 -78. The upper 6 inches of the pavement subgrade soil as well as the aggregate base layer should be compacted to a ' minimum degree of compaction of 95 percent. Preparation of the subgrade and placement of the base material should be performed under the observation of our representative. C. Limitations The recommendations presented in this report are specifically for the proposed construction of a parking lot and drive as well as the widening of Devonshire Road at Scripps Memorial Hospital in Encinitas, California. Our office should be notified of any changes in the proposed development for further recommendations, if necessary, based on our review. As ' grading plans are developed we should be retained to review them for conformance to our recommendations. We also recommend that our office review any other plans which may affect the geotechnical conditions on -site such as landscaping, irrigation, plumbing, or other similar type plans. We should also be retained to review any future development plans including building construction in order to develop specific recommendations for proposed construction. Additional subsurface exploration could be required. ' The conclusions and recommendations presented in this report are based on our evaluation of the subsurface materials encountered on -site, our understanding of the proposed ' development, and our general experience in the geotechnical field. If significant variations in the geotechnical conditions are encountered during construction our office should be consulted for further recommendations. ' The satisfactory performance of the site is also dependent on proper maintenance. Proper maintenance includes, but is not limited to, providing and maintaining good drainage away ' from structures and slopes, establishing good vegetation cover on slopes, and avoiding excess irrigation. Significant variations in geotechnical conditions may occur with the passage of time due to natural processes or the works of man on this or adjacent properties. In addition, changes in the state of the practice may occur as a result of legislation or the broadening of ' knowledge. Accordingly, the conclusions and recommendations presented in this report should be reviewed and updated, if necessary, after a period of two years. ' Our services consist of professional opinions and recommendations made in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either express or implied. I� c ar LEGEND Uncontrolled tifi Formational terrace_.._ •e I 1 ;, -i Approximate locatic� '� - y CONTROLLED FILL • TP -1 Approximate locati � EB -1 Approximate locatic� .� 4 d� .� � � '• '�i;f Approximate locati( -= Approximate Scale (fee NIL- Q 100 200 ' 1 Jl TP 3 EB af ' SITE PLAN AND GEOLOGIC MAP 1 PPS ENCINITAS PARKING LOT AND DRIVE Encinitas, California Base: Portion of grading plan titled "Sc4oJECT No. ' by Safino, Butcher and Ormonde SATE •349 - 4 K January 1 99Q Figure 1 Existing ground surface ' 2 1 Compacted fill 1 , 3 -ft. min. Zone of loose Horizontal benches into firm ground ' Toe Key - width to be determined - by Soil Engineer, but not less Toe Key - 2 min. into than 10 feet firm ground ' Notes 1) Fills to be keyed and benched as shown into existing ground where the existing slopes are steeper than 6 horizontal to SCHEMATIC ONLY 1 vertical. NOT TO SCALE 2) Finished fill slope inclination to be no steeper than 2 horizontal to 1 vertical. RECOMMENDATIONS FOR FILLING ON SLOPING GROUND ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE C---" S-i.F— AGeo1oo <o , Ev~n Encinitas, California ' PROJECT NO. DATE 349 -4K January 1990 Figure 2 / E= N / w U Cz M CE z M . _G Q . a �• °• ° a• •e � eaa °• "e 'e O • e, e• a ee ° e• ee• ° °e o • • 1-" U se ° e • • °eo ) ° e J e° o e° °O • ° a ° e r-. a ° ° e• °° Oeo D o e ° a ° o U e ° o ° O ae ° ee °e a p ° _• - rT' e o° ° e ° °o o • ° ° °e ° W ee u oe e oio 03 U z E i E v►•v. � 2 • i N a. V pCZ go C 1 _ Cs Z 4- � �� 1 to y C � N 5 C� • H •� _� _ _ r•. • a. {.. M C N O y � O a. V w U 'O a. a , ti" . �. a�v'. 6.a �_a.�- c w �.tc . a�� a� ' �'a -�•� o�'c CZ cc m aU -ate �� n.� E _�= U tjU oar �a E 0 U V V O L O V C L a. V RS ~ _O • C _a L. > L" ta 4� ' C� fA V V V O Q) �'. C ' • N •_a C Z a. 2 V-4 N M et Ln SUBSURFACE DRAIN DETAILS ' ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Co•n w-q So.! FowdW on 6 Geoloo.col Erq.neen Encinitas, California PROJECT NO. DATE 349 -4K January 1990 Figure 3 APPENDIX A A -1 FIELD INVESTIGATION The field investigation consisted of a surface reconnaissance and a subsurface exploration program using a Case 580 backhoe. Twenty-six exploratory test pits were excavated on November 6 and 7, 1989 at the approximate locations shown on the Site Plan and Geologic Map, Figure 1. The soils encountered in the test pits were continuously logged in the field by our representative and described in accordance with the Unified Soil Classification ' System (ASTM D 2487). Logs of the test pits as well as a key for soil classification are included as part of this appendix. The test pit locations shown on the site plan were estimated from an undated topographic map prepared by Safino, Butcher and Ormonde, Incorporated. Representative samples were obtained from the exploratory test xp ry s pits at selected depths appropriate to the investigation. All samples were returned to our laborator for evaluation and testing. Test pit log notations for jar and sack samples taken from the test pit excavations are indicated below. "x" Indicates jar sample taken s Indicates sack sample taken from test pit sidewall. from test pit spoils. The test pit logs show our interpretation of the subsurface conditions on the dates and at the locations indicated, and it is not warranted that they are representative of subsurface conditions at other locations and times. PRIMARY DIVISIONS GROUP SYMBOL SECONDARY DIVISIONS a GRAVELS CRAVENS GW Well graded gravels. gravel -sand mixtures, little or no fines. V1 w o MORE THAN HALF (LESS THAN Poorly graded gravels or gravel -sand mixtures, little or O p Q (N 1 OF COARSE 5% FINES) GP no fines. ' FRACTION IS Z GRAVEL GM Silty gravels. gravel - sand -silt mixtures. non - plastic fines. w 0 "' '' LARGER THAN WITH Z u Q in NO. 4 SIEVE FINES GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. Q ~ > SANDS CLEAN w SANDS SW Well graded sands, gravelly sands little or no fines. � Q Q N MORE THAN HALF CLESS THAN Q ~ OF COARSE 5% FINES) S P Poorly graded sands or gravelly sands, little or no fines. ' OV o N FRACTION IS SANDS SM Silty sands, sand -silt mixtures, non - plastic fines. SMALLER THAN WITH NO. 4 SIEVE FINES SC Clayey sands, sand - clay mixtures, plastic fines. M Inorga plasticity. nic silts and very fine sands. g rock flour, p silty or ' 1 J ^-' SILTS AND CLAYS O J in c ayey fine sands or clayey silts with slight l J Q > LIQUID LIMIT IS C ( I ays, sandy clays, silty clays lean clays. clays of low to medium pl asticity. gravelly u, clays, O 2 y CO LESS THAN 50% OL Organic silts and organ silty clays of low plasticity. l Z_ a N p o Q ` SILTS AND CLAYS MH Inorganic silts micaceous a diatomaceous fine sand or x p silty soils, elastic silts Z cc Z p Q Z C Inorganic clays of high plasticity, fat clays. 1 LIQUID LIMIT IS GREATER THAN 50% OH Organic clays of medium to high plasticity, organic silts. HIGHLY ORGANIC SOILS Pt Peat and other highl organic soils ' DEFINITION OF TERMS U.S. STANDARD SERIES SIEVE CLEAR SQUARE SIEVE OPENINGS 200 40 10 4 3/4 3 12 SILTS AND CLAYS SAND GRAVEL COBBLES BOULDERS FINE MEDIUM COARSE FINE COARSE GRAIN SIZES SANDS,GRAVELS AND CLAYS D _ NON - PLASTIC SILTS BLOWS /FOOT f PLASTIC SILTS STRENGTH BLOWS/FOOT I 'VERY LOOSE 0 - 4 VERY SOFT 0 - 1/4 0 - 2 LOOSE 4 -10 SOFT 1/4 - 1/2 2 - 4 1 MEDIUM DENSE 10 -30 FIRM 1/2 - 1 4 - 8 STIFF 1 - 2 8 - 16 DENSE 30 - 50 VERY STIFF 2 - 4 16 - 32 VERY DENSE OVER. 50 HARD OVER d OVER 32 RELATIVE DENSITY CONSISTENCY } Number of blows of 14Q pound hammer falling 30 inches to drive a 2 inch O.D. (1 -3/8 inch I.D.) split spoon CASTM D 1586). #Unconfined compressive strength in tons /sq. ft. as determined by laboratory testing or approximated by the standard penetration test CASTM 0 1586), pocket penetrometer, torvane. or visual observation. KEY TO EXPLORATORY TEST PIT LOGS Unified Soil Classification System CASTM D -2487) ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Sort Foundation B Geological Enginee Encinitas, California PROJECT NO. DATE Figure q_ 349 -4K. January 990 RIG Case 580 Backhoe SURFACE ELEVATION 156 + (approx. )I LOGGED BY CB DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11 /6/89 DESCRIPTION AND CLASSIFICATION cc S v_ o x z W >_ I w I'_ DEPTH -� I ¢e[in wZ ,6 >� �v�(�� ' DESCRIPTION AND REMARKS SYM• SOIL it aE� a w W o Z N¢ Y p Q. Uj Q Y BOL COLOR CONSIST. TYPE h u, m O (m ? o N CLAYEY SAND (fill) of brown loose SC Note: abundant concrete 1 chunks up to 2' and abundant x organics at base of fill 2 FILL ' CLAYEY SAND (terrace Qt reddish medium SC deposits) brown dense- 3 dense x ' 4 Bottom of Test Pit = 4-1 Feet — - 5 Note: The stratification lines represent the approximate boundar betwom material types and the transition may be Gradual. F A EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Sod. Foundation d Geoiogscoi Engineers Encinitas, Ca PROJECT NO. DATE TEST PIT NO. 349-4K January 1990 1 ' RIG Case 580 Backhoe SURFACE ELEVATION 1701 (approx.) I LOGGE CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION W z°- z . = Z W > = DEPTH aJ ILL�in w— ac >o LLwc ' DESCRIPTION AND REMARKS SYM- SOIL °EET} < w m o 3 i N¢ o Y—� o a Cr Y BOIL CONSIST. TYPE m a¢ m o u~i m z o� SILTY SAND (fill) Qaf brown loose SM =U 1 x FILL f I - - CLAYEY SAND (terrace Qt reddish medium SC 2 deposits) brown dense- dense 3 x r' Bottom of Test Pit = 4 Feet 4 r r r 1 1 1 r r ' Nate: The stratification lines represent the approximate boundary bstwom material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRAYER ASSOCIATES SCRIPPS EN CINITAS PARKING LOT AND DRIVE Consulting Sod. Foundation & Geolog Englneers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K Januar 1990 2 RIG Case 580 Backhoe SURFACE ELEVATION 155' (approx.)] LOGGEDBY CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION x o v x z ° w ?_ 1 r�FPTIa J I QQ w BOL Z < U LL NC7LL (FEET) c w w 0 1 Z W Z y a. DESCRIPTION AND REMARKS SYM- COLOR CONSIST. NPE N W z m 3 0 v¢ Y c p j ¢ Y W 0 u) j0U) SILTY SAND (fill) ( Qaf dark loose SM Note: many fine and medium brown 1 x roots FILL 2 CLAYEY -SILTY SAND Qt reddish medium (terrace deposits) brown dense- SM 3 x I _ dense 4 Bottom of Test Pit = 4 Feet i 1 1 1 1' 1 I Note: The stratification lines represent the approximate bO+^drY between material types and the transition may be pra luai. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Sod. Foundation d Geologocoi Engineers Encinitas, Ca PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 3 ' RIG Case 580 Backh oe SURFACE ELEVATION 1 511 (approx .) LOGGED BY C B W ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION ¢ o 0 — o W o> t_ = z . 3 DEPTH LL < <(n wZ <a >u LLW�� ' SYM- (FEET) W`oo a� iw 0Y Z ¢wY DESCRIPTION AND REMARKS BOL COLOR CONSIST. NPE y w w Jm � 0' y ¢ } ` v g ` a¢_ V rn jprn SILTY SAND (fill) Qaf dark loose SM brown x Note: scattered fine and 1 medium roots brown 2 x 5 FILL f I - CLAYEY SAND (terrace t reddish medium ,L 3 r deposits) brown dense- , dense 4 x Bottom of Test Pit = 4� Feet 5 Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulrmg Soil. Foundonon 6 Geologicol Engineer ' PROJECT NO. Encinitas, California DATE TEST PIT NO. 349 -41K January 1990 4 ' RIG Case 580 Backhoe SURFACE ELEVATION 146' (approx.) LOGGEDBY CBW ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION Z w r. _ W w °z =z W?x _ U) DEPTH ii 5 , rW- z a m > u u U ' CONSIST (FEET) r<n3 a w wUj0 z¢zu DESCRIPTION AND REMARKS B0L COLOR CO OIL w w m 3 o h¢ Y chi CL Q x TYPE CL U Um ?Om SILTY SAND (fill) of dark very SM brown loose 1 x brown loose 2 FILL x CLAYEY SAND (terrace t reddish medium 3 1 deposits) brown dense- SC dense 4 x Bottom of Test Pit = 41 Feet 5 Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil. Foundorron d Geo log i cal E ngineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 5 RIG Case 580 Backhoe SURFACE ELEVATION 143 (approx.) LOGGEDBY C13W DEPTH TO GROUNDWATER See Note Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION ¢ o = Z Lu > _ DE. TH _ a < ' (FEET) 2 ¢N3 � wZ¢y Z a ¢Zy DESCRIPTION AND REMARKS YI SOIL a `,, rn o 3 z ai ¢ Y o - Y CC BO COLOR CONSIST. TYPE `� w "' m p } v 2 1-- a¢— U � =prn e SILTY SAND (fill) of - dark vry SM brown loose 1 ' r 2 x FILL 3 i SILTY SAND (alluvium) al reddish loose \ ' Note: seepage from 6 to 6" feet brown- 4 brown SM 5 ' CLAYEY SAND (alluvium) al brown loosTe x 6 6 \SC ' CLAYEY -SILTY SAND (terrace Qt reddish med x 13 deposits) brown den den 8 x Bottom of Test Pit = 9 Feet 9 ' Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT SCRIPPS ENCINIT PRAYER ASSOCIATES AS PARKING LOT AND DRIVE Consulting Sot).Foundor,on d G eol og i cal Engineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 6 RIG Case 580 Backhoe SURFACE ELEVATION 145' (approx.) LOGGEDBY CBW DEPTH TO GROUNDWATER See Note Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION W out x z w R: _ ' DEPTH i ¢�`� wz aZ¢LL zcrUj SYM• 3 w w (n Z v� DESCRIPTION AND REMARKS BOL COLOR CONSIST. SOIL (FEET) Z w m 3 ~o N ¢ p x 0 x Uj a ¢ — v N ?prn CLAYEY -SILTY SAND (fill) Qaf dark very SC very wet in upper foot brown loose SM x (irrigation) 1 ' 2 brown 3 x 14 FILL 4 CLAYEY -SILTY SAND Qal brown loose ' (alluvium) and SG 5 dark SM brown 6 x 7 8 CLAYEY SAND (terrace Qt brown medium 9 deposits) dense ' 10 11 ' Bottom of Test Pit = 11f Feet 12 Note: slight seepage noted at ' bottom of test pit ' Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulnn g Sod. FovndanondGeolog Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 7 ' RIG Case 580 Backhoe SURFACE ELEVATION r LOGGED BY 149 (a rox.) CBW ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11 /6/89 DESCRIPTION AND CLASSIFICATION ¢ o v t1- x Z ° w > x w rZLL _ ¢z ¢tea, Zv)t- DEPTH a d:;- FZ <ZQ� �wZU- ' (FEET) w70 a� = w0Y OaWX DESCRIPTION AND REMARKS BO1 COLOR CONSIST. SOIL Z W m � O `n C > U � _ a¢" V rn z in CLAYEY -SILTY SAND (fill) dark very SC brown loose SM 1 x 2 reddish loose 3 brown x 4 FILL 5 CLAYEY SAND (terrace Qt reddish medium deposits) brown dense and SC 6 gray x 7 Bottom of Test Pit = 7 Feet Note: The stratification lines represent the approximate ' boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Sod. Foundonon &GeologcoiEngineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 8 ' RIG Case 580 Backhoe SURFACE ELEVATION + 155 (approx.) LOGGED BY Cgyy ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11 /6/89 DESCRIPTION AND CLASSIFICATION ¢ s z W ? x Uj DEPTH a« wZ <0 >LL u z U .Wa7LL a cc �- wzry Z QZ,� t DESCRIPTION AND REMARKS BOL COLOR CONSIST. TYOPE (FEET) v z w m 3 o u y LU m Y Z O N Y Cr �U SITLY- CLAYEY SAND (fill) Qal dark loose SC- brown SM 1 x FILL f I —L - - CLAYEY SAND (terrace Qt reddish medium 2 ' deposits) brown dense- SC dense 3 x ' Bottom of Test Pit = 4 Feet 4 t 1 Note: The stratification lines represent the approximate boundary between material types " it* transition may be gradual. L I EXPLORATORY TEST PIT LOG ' ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil, Foundation d Geological Engineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 341-4K January 1990 9 RIG Case 580 Backhoe SURFACE ELEVATION 15 2' ( a rox. ( a LOGGEDBY CW ) B ' DEPTHTOGROUNDWATER None Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION w z t x ° z z N DEPTH � act wZ ac7 >,i LLWC�,� 2 21- f- Wz¢rn Z DESCRIPTION AND REMARKS SYM- COLOR CONSIST. SOIL (FEET) < z w 3 , z vi ¢ t- x O. ¢ Y BOL TYPE Q. ¢ m U) j p (n CLAYEY -SILTY SAND (fill) Qaf dark loose SC brown SM 1 x brown- 2 ' reddish brown 3 ' 4 x 12 5 ' 6 7 FILL x 9 CLAYEY SAND (terrace Qt reddish medium 8 deposits) brown dense and SC 9 gray x 10 ' Bottom of Test Pit = 10 Feet Note: The stratification lines represent the approximate bowWarY between material types and the transition may be ontoual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil. Foundation & Geological Engineefs Encinitas, California ' PROJECT NO. DATE TEST PIT NO. 349-4K January 1990 10 RIG Case 580 Backhoe SURFACE ELEVATION 149 (approx.)l LOGGED BY CBW DEPTH TO GROUNDWATER See Note Test pit excavated with 14 -.nch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION W a z ¢° ? z Z h DEPTH J Q¢ wZ <0*C in (FEET) f ¢ ¢� 2WOY z¢WY DESCRIPTION AND REMARKS BYOL COLOR CONSIST. NPE ai w w m m ¢ } _ 0 J a ¢. U in U CLAYEY -SILTY SAND (fill/ Qaf brown loose SC- alluvium) Qal SM 1 x 2 3 4 x 10 Note: zone of seepage on one brown- 5 side at 5 feet reddish brown 6 x 12 CLAYEY SAND (terrace Qt reddish medium deposits) brown dense SC 8 ' x 9 Bottom of Test Pit = 9 Feet 1 ' Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. ' EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Sod, Foundation 6 Geol ogical Engineers Encinitas, Ca ' PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 11 1 RIG Case 580 Backhoe SURFACE ELEVATION 1 49 1 (approx.) LOGGEDBY CBW 1 DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION w o Z x z w a x zv�� DEPTH � �<a wZ ac9 >LL LL-0 1 (FEET) f f-T ¢� =w 0Y 0 CCW DESCRIPTION AND REMARKS Bogy COLOR CONSIST. SOIL N a¢ m o N I m z p v - �U CLAYEY and SILTY SAND Qaf dark very SC/ 1 (fill /alluvium) Qal brown loose SM 1 x 2 1 3 s 4 5 1 x 6 1 Note: Could not excavate below a depth of 9.1 feet due to caving 8 of test pit side walls ' g x 15 Bottom of Test Pit = 9-1 Feet 10 1 1 1 1 r 1 Note: The stratification lines represent the approximate ' boundary between material types and the transition may be gradual. 1 EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil. Foundation S Geological Eng Encinitas, California PROJECT NO. DATE I TEST PIT NO. 349 -4K January 1990 12 RIG Case 580 Backhoe SURFACE ELEVATION 159 (approx.) LOGGED BY CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/6/89 DESCRIPTION AND CLASSIFICATION ¢ o v _ z z ° w ? z I w HZ� Cr ¢� Zufr DEPTH a ¢< , Q0 >,�I,LW�; u, (FEET) m Fy3 a w lu 0¢ a z¢ DESCRIPTION AND REMARKS BO1 COLOR CONSIST. TYPE ` ¢ m o N � m Y z p _ a. CLAYEY -SILTY SAND (topsoil) dark loose SC- brown SM x ' 1 CLAYEY SAND (terrace Qt reddish dense Sc deposits) brown 2 3 s 4 5 x 11 very 6 dense 7 x 8 9 x Bottom of Test Pit = 10 Feet 10 Note: The stratification lines represent the approximate ' boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulhng Sod, Foundoron &GeologcolEngnews Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 13 RIG Case 58'0 Backhoe SURFACE ELEVATION 154' (approx. ) LOGGEDBY CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION W ° z ¢ ° Z z LU DEPTH a ays wZ ¢C > ¢9 1.- wZX `u+z,n (FEET) M r- N a w ¢ w DESCRIPTION AND REMARKS SOL COLOR CONSIST. riPE vai a ¢ m `= N m = z Q w x' CLAYEY -SILTY SAND (fill) Qaf brown- loose SC reddish SM 1 x brown FILL 2 CLAYEY SAND (terrace Qt reddish medium deposits) brown dense- 3 and dense Sc gray 4 x Bottom of Test Pit = 4-2' Feet 5 Note: The stratification lines represent the approximate 1 boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Con:ulnng Sod. Foundation d Geological Engineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 14 RIG Case 580 Backhoe SURFACE ELEVATION 151 (a rox. LOGGEDBY PP ) CBW ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket On 11/6/89 DESCRIPTION AND CLASSIFICATION W g z x Z ° w > x Xi- ¢� Q - Z_NI- 3 w w W Z DESCRIPTION AND REMARKS 6Y0� COLOR CONSIST. TMPE (FEET) 3: Z w m o y¢ Y U¢ x CL Q V in m j p m CLAYEY and SILTY SAND Qal brown very SC/ 1 (alluvium) loose SM 1 x dark 2 brown 3 x ' 4 5 6 Note: Test pit side walls were x caving during excavation CLAYEY SAND (terrace Qt reddish medium 8 1 deposits) brown dense and Sc 9 gray x 10 ' Bottom of Test Pit = 10 Feet ' Note: The stratification lines represent the approximate bo+^ between material typos and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consul NngSoAFoundosion dGeoiopicaiEngineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 15 RIG Case 580 Backhoe SURFACE ELEVATION 155' (approx.) LOGGED BY CBw DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION W O Z t x Lu W x ¢ ¢�-Q_ z mr- DEPTH a ¢�`� �z az>u_ LLW (FEET) Zu_ DESCRIPTION AND REMARKS SYM - SOIL + 0 3 z y ¢ x a ¢'� BOL COLOR CONSIST. TYPE y a ¢ w m p u m Z O O U SILTY SAND (topsoil) brown very SM x loose 1 CLAYEY -SILTY SAND (terrace Qt reddish medium SC deposits) brown dense- SM 2 x ' dense / 3 ' Bottom of Test Pit = 3 Feet NOW The Unli tifleation lines represent the approximate '+ boundary between material types and the transition may be Gradual. ' EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil. Foundation S Geological Engineers Encinitas, California ' PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 16 ' RIG Case 580 Backhoe SURFACE ELEVATIO EELE O 154 (approx.) I LOGGED BY CBW ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION z i z W? x zrn� DEPTH LL ^�nl wZ aC LL LLWULL SYM• ' IrEET) f. aw W¢N 0Qwh DESCRIPTION AND REMARKS BOL COLOR CONSIST. TYPE a¢ m 3 z '0 N m Y Z o N Y U CLAYEY -SILTY SAND (fill) Qaf brown loose SC ' and SM 1 reddish brown Note: abundant concrete and 2 x brick chunks up to 8 in diameter; many medium and 3 large roots to 4 foot depth 4 i 5 x ' FILL CLAYEY SAND (terrace Qt reddish medium 5 deposits) brown dense- ' and dense SC 7 gray x 8 Bottom of Test Pit = 8 Feet r Note: The stratification lines represent the approximate boundwy between materiai types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulrmg Soil. Foundarfon &Geolog,calEng,neers Encinitas, California ' • PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 17 RIG Case 580 Backhoe SURFACE ELEVATI N O 159 (approx.) LOGGED BY Cgyl( DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CI- ASSIFICATION ¢ out o x z ° w > _ DEPTH -1 5 wZ ,O* LL u ' SYM- a ¢ ~ 3 �w wz¢y Z ¢z y DESCRIPTION AND REMARKS 90L . TMPE (FEET) N Z w m 3 o y Cr p Y U, F Uj Cr COLOR CONSIST Y CLAYEY -SILTY SAND (fill) Qaf reddish loose SC- ' brown SM 1 x FILL CLAYEY SAND (terrace Qt reddish medium 2 deposits) brown dense- SC and dense 3 x gray ' Bottom of Test Pit = 31 Feet 4 Note. The stratification lines represent the approximate ' • bOundary between mate" types and the transition may be wadusi. EXPLORATORY TEST PIT LOG ' SCRIPPS ENCINITA ROBERT PRATER ASSOCIATES SPARKING LOT AND DRIVE Consulting Soil. Foundation S Geological Engineers Encinitas, California ' PROJECT NO. DATE TEST PIT NO. 349-4K January 1990 18 RIG Case 580 Backhoe SURFACE ELEVATION 163r a rox LOG ( pp .) GEDBY CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION Cr °-Z z X Z ° w > x DEPTH aa wZ LLv`�ic vs 7� (FEET) ¢y3 aLu wWQrn zszrn DESCRIPTION AND REMARKS 11OL COLOR CONSIST. NPE w z ¢ m v w � m' Y Z Oa N Y V SILTY SAND (fill) Qaf reddish loose SM ' brown 1 x FILL t 2 ' SILTY SAND (terrace Qt reddish medium SM deposits) brown dense- 3 dense x 4 Bottom of Test Pit = 4f Feet 5 l ' Ncte: The stratification lines represent the approximate boundary between material types and the trerssition may be praduw. ' EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil.Foundonon dGeoloq,colEngineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349 -4K January 19 19 1 RIG Case 580 Backhoe SURFACE ELEVATION 1 62 (approx.) LOGGED BY CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11 /7/89 DESCRIPTION AND CLASSIFICATION o W' e w o UJ DEPTH ` ~ z � cc Q � Q _ z U) � ii 21 HZ Q� > LL LL w N LL W w Z¢ N Z Q DESCRIPTION AND REMARKS SYM• SOIL (FEET) a �+ y a 3 z �¢ Y O a x BOL COLOR CONSIST. TYPE m a it CO p y m z o N U SILTY SAND (topsoil) reddish loose SM x ' Note: many fine and medium brown 1 roots I /_ CLAYEY -SILTY SAND Qt reddish medium SC x (terrace deposits) brown dense- SW 2 ' dense ' Bottom of Test Pit = 2 Feet i I 1 Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG 1 ROBER T PRAYER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil. Foundation & Geolog Engineers Encinitas, California ' PROJECT NO. DATE TEST PIT NO. 349 -4K January 1990 20 RIG Case 580 Backhoe SURFACE ELEVATION 154 (approx.) LOGGED BY CBW ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION Q o v x Z ° w > x ul cc DEPT H a ¢'< N �z aZ>w 'iw 3 w wZ¢� Z¢ zy DESCRIPTION AND REMARKS BY COLOR CONSIST. SPOIL (FEET) N Z w m 3 o y¢ Uj p x U 0 .¢ x Uj CC U � ?pun CLAYEY -SILTY SAND (fill) Qaf reddish loose SC- ' and SM 1 grayish brown x ' 2 FILL t I 3 CLAYEY -and SILTY SAND Qal dark loose SC/ (alluvium) brown SM 4 x 5 ' 6 ' 7 x 10 8 brown g Note: Test pit side walls were 10 x caving during excavation 11 Bottom of Test Pit = 12 Feet 12 (maximum depth obtainable with backhoe used) NOW The stratification lines represent the approximate bounft between materw types and the transition may be wa". EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil, Foundation & G eological Engineers Encinitas, California '• PROJECT NO. DATE TEST PIT NO. 349 -47 January 1990 21 RIG Case 580 Backhoe SURFACE ELEVATION 157' (approx.) LOGGEDBY CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION g Q r x z w > x DEPTH a ¢�`o wz ¢ >ti mina DESCRIPTION AND REMARKS SYM- SOIL (FEET -) a ' — i — i 0 3 Z y Uj ¢ �'� O a Uj BOL COLOR CONSIST. TYPE Lo a Uj m U U3 m Zp m �U SILTY SAND (fill) Qaf reddish medium SM ' Note: 3 gravel layer at brown dense 1 x base of fill FILL SILTY SAND (terrace deposits) Qt r e d a Ts medium SM 2 brown dense - dense 3 ' 4 x 5 Bottom of Test Pit = 5� Feet 6 Note: The stratiticatlon lines represent the approximate boundary between material types and ttw transition may be gradual. ' EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE t Consulting Sod. Foundotion 6 Geological Engineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349-4K January 19901 22 RIG Case 580 Backhoe SURFACE ELEVATION 1 59r a r LOGGED BY ( pp ox.) CBW DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION Cr °-Z z � x Z w > x DEPTH ii Q� �z a� >� mwo'L La 3: Uj ' DESCRIPTION AND REMARKS BYOL COLOR CONSIST. NFE (FEET) y Z W m 3 o N o Y U Y Uj acc U ti ?pug SILTY SAND (topsoil) brown loose SM x SILTY SAND (terrace deposits) Qt reddish medium SM 1 x brown dense- 2 ' - dense Bottom of Test Pit - 1 Feet 1 ' Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE t Consulting Soil. Foundation & Geolog Engineers Encinitas, California PROJECT NO. DATE TEST PIT NO. 349-4K January 1990 23 1 RIG Case 580 Backhoe SURFACE ELEVATION 155 (approx.) I LOGGEDBY CBW ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION o v Iz x z ° w > _ Uj DEPTH a <u��i w ¢ c ~ 7 >�NC 1 a xF- �W ,azx COLOR CONSIST. SY (FEET) z w m 3 o N 2 o p x DESCRIPTION AND REMARKS SYM• OIL a.¢ Y BOL CL Cc V � jpv) CLAYEY -SILTY SAND (fill) Qaf reddish medium SC 1 brown dense SM 1 Note: some scattered wood and and plastic at base of fill brown x 2 1 FILL CLAYEY SAND (terrace Qt reddish dense 3 deposits) brown SC 1 and 4 x gray 1 Bottom of Test Pit = 5 Feet 5 1 i 1 I 1 1 1 1 ' Note: The stratification lines represent the approximate boundary between materiai type6 and the transition may be gradual. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCJATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Soil. Foundor+on dGeolog+coiEngineers Encinitas, California '+ PROJECT NO. DATE I TEST PIT NO. 349-4K January 1990 24 RIG Case 580 Backhoe SURFACE ELEVATION 151 (approx.) LOGGED BY CBW DEPTH TO GROUNDWATER See Note Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION ¢ o v r= _ = Z ° W ? = Lu DEPTH aaa�i wZ ac >0 L i o ¢f- �W WZ¢fn ZUJZN DESCRIPTION AND REMARKS SYM• COLOR CONSIST. SOIL (FEET) N Z W m 3 o N Q O x p CL ¢ Y BOL r a¢_. V vf zprn CLAYEY -SILTY SAND (fill) Qaf reddish medium SC- brown dense SM 1 x Note: very slight. seepage at and base of fill dark gray 2 FILL x 13 SILTY -SANDY CLAY (alluvium) Qal gray stiff CL 3 ' 4 x 27 very moist CLAYEY SAND (alluvium) Qal brown loose SC 5 r x 6 SILTY SAND (alluvium) Qal light loose SM brown 7 8 x 9 � ,o 1, x 7 ' Bottom of Test Pit = 11 f Feet 12 (maximum depth obtainable with backhoe used) i 1 i Note: The stratification lines represent the approximate bO a dary between material types and the transition may be gradual. EXPLORATORY TEST PIT LOG ' ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE Consulting Sod. FoundolrondGeologicolEngineers Encinitas, California E PROJECT NO. DATE TEST PIT NO. 349 - January 1990 25 RIG Case 580 Backhoe SURFACE VATI N ELE O 158 (approx.) LOGGED BY Cg yy ' DEPTH TO GROUNDWATER None Test pit excavated with 24 -inch bucket on 11/7/89 DESCRIPTION AND CLASSIFICATION ¢ a' x Z w? x Uj DEPTH vain w= ¢t7�c N% d Try rW W7_¢rn F_Zy DESCRIPTION AND REMARKS B�� COLOR CONSIST. NPE (FEET) w w m Q N ¢ o Y U¢ x a¢' O vn z0<n CLAYEY -SILTY SAND (fill) Qaf reddish medium SC- brown dense SM 1 and brown x 2 3 Note: scattered wood and small pieces of brick at base of fill 4 x 5 FILL t I - CLAYEY SAND (terrace reddish dense 5 deposits) brown and SC 6 gray x r Bottom of Test Pit = 7 Feet r 1 r r r r r r Note: The stratification lines represent the approximate boundary between material types and the transition may be graduai. EXPLORATORY TEST PIT LOG ROBERT PRATER ASSOCIATES SCRIPPS ENCINITAS PARKING LOT AND DRIVE ! Consult Soil. Foundation 4 Geological Engineers Encinitas, California PROJECT NO. DATE TEST PIT NO. t 349 =4K January 1990 26 1 DRILLRIG Continuous Flight Auger SURFACEELEVATION 168 (approx.) LOGGED BY LTJ DEPTH TO GROUNDWATER None AT D BORING DIAMETER 6 1 riches DATE DRILLED 9/23/82 1 DESCRIPTION AND CLASSIFICATION cc o v F o = z Lu > _ DEPTH aarLL'n �? as >�i LLWc DESCRIPTION AND REMARKS SYM• jO t ` a w `—° G a x W 0 Y p a. w Y BOL COLOR CONSIST. TYPE < w w o ` } _ U 2 ¢ — accM V ym z0N SILTY SAND, formational light loose SM sandstone brown 1 x Note: Surface soils disced to dense a depth of approximately 2 one foot. 3 63 -X 1 a 5 CLAYEY SAND, formational red- dense SC s sandstone dish brown 7 8 9 very 10 x dense 11 12 13 14 15 r 16 brown 17 18 x Bottom of Boring = 20 Feet 19 Note: The stratification lines represent the approximate bOundarY between material types and the transition may be gradual. 20 EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consulting Soil. foundation d Geoiogicoi Engineers Encinitas, California PROJECT NO. DATE BORING 349 -46 September 1982 NO. 1 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 171 (approx LOGGEDBY LTJ DEPTH TO GROUNDWATER None ATD BORING DIAMETER 6 Inches DATE DRILLED 9/23/82 DESCRIPTION AND CLASSIFICATION o = z $ > _ DEPTH a gain u a� >u. � DESCRIPTION AND REMARKS SYM- SOIL (FEET) a w o o z 0 Q O x z C s LIJ CC Y BOL COLOR CONSIST. TYPE w W m O N > z 2 P a ¢ " U m SILTY SAND, formational light loose SM sandstone red- dish 1 Note: Surface soils disced to brown dense a depth of approximately 2 ' one foot. 3 4 S very s ' dense 58 6 7 8 ' 9 1 10 X 11 12 13 14 15 90 16 17 light 18 (Continued) brown 19 ' Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. 20 X I F EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consulting Soil. dGeologlcolEngineers Encinitas, California 1 PROJECT NO. DATE BORIN G 349 -48 September 198 NO. 2 ( pg . 1) ' DRILLRIG Continuous Flight Auger SURFACEELEVATION 171 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER None ATD BORING DIAMETER 6 Inches DATE DRILLED 9/23/82 ' DESCRIPTION AND CLASSIFICATION Z W o w o"' ¢ o =Z w > DEPTH a <a0 w, ac~s IF >� a�W�Ci DESCRIPTION AND REMARKS SYM• (FEET) ¢ � < W W i Z w x ' BOL COLOR CONSIST. TSYOPE y w W - 3 o v, F Y — 0 21 — ZOO SILTY SAND, formational light very Sm sandstone brown dense 21 22 23 24 Bottom of Boring = 25 Feet 25 ' Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consulting Soil. Found otion 6 Geological Engineers Encinitas, California PROJECT NO. DATE BORING 349 -46 September 1982 NO. 2 ( pg • 2 ) 1 DRILLRIG Continuous Flight Auger SURFACE ELEVATION 170 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER None AT D BORING DIAMETER 6 Inches DATE DRILLED 9/23/82 DESCRIPTION AND CLASSIFICATION a o u t- = Z W > _ TN u i Z 2 r � ~ ' Z rn ~ DEP aacn w � act> ENa� fr DESCRIPTION AND REMARKS SYM- BOL COLOR CONSIST. SOIL (FG�Tr `a w `n o a'- W W O x o a " r TYPE "' a SILTY SAND (fill) red- Q m 3 o N y m" j o P - loose SM v dish brown 2 FILL CLAYEY SAND, formational red- medium SC 3 sandstone dish dense ' brown 4 5 • 14 s 8 9 dense 10 x 11 ' 12 13 ' 14 _Z 15 73 16 n SILTY SAND, formational brown dense SM 1e sandstone (Continued) 19 NOW The stratification lines represent the approximate boundary between materiel types and the transition may be gradual. 20 EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consulting Soil. Foundation d Geological Engineers Encinitas, California PROJECT NO. I DATE BORING 349 -4B a tember 1982 NO. 3 (pg • 1) DRILLRIG Continuous Flight Auger SURFACE ELEVATION 170 (approx.) LOGGEDBY LTJ DEPTH TO GROUNDWATER None AT D BORING DIAMETER 6 Inches DATE DRILLED 9/23/82 ' DESCRIPTION AND CLASSIFICATION Z w Z w rt OU� °_ = o w> a actin wZ <� >a• LLu Sri r DEPTH DESCRIPTION AND REMARKS SYM- SOIL IFEEn a r. `—° O < = W O cr Y C a W; l BOL COLOR CONSIST. TYPE ti a¢ m o z m m o y= ' SILTY SAND, formational brown very SM sandstone dense 21 r 22 X ' 23 24 1 Bottom of Boring = 25 Feet 25 I r r ' Notes The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consul Soil. Foundodon 3 Geologicol Engineers Encinitas, California PROJECT NO. DATE BORING 349 -4B September 1982 NO ' 3 (P9• 2) DRILLRIG Continuous Flight Auger SURFACE ELEVATION 157 (appro'x.) LOGGEDBY LTJ DEPTH TO GROUNDWATER None AT D BORING DIAMETER 6 1 riches DATE DRILLED 9/23/82 DESCRIPTION AND CLASSIFICATION ¢ o o = z ° > _ DEPTH a <« WZ c�7 >•_ -"'u�i W wZ¢,. LL— (FEET) f ¢y3 a _ , ,_I�¢• - w• DESCRIPTION AND REMARKS BOL COLOR CONSIST. NPE h W Uj w m o J ''' > _ to) Y a¢� v � jprn SILTY SAND, formational red- medium SM sandstone dish dense 1 brown 2 dense 3 ' a 70 _X 5 ' 6 7 8 ' 31 9 ' 10 11 ' 12 13 14 X Bottom of Boring = 15 Feet 15 1 ' Note: The stratification lines represent the approximate boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consulting Soil. Foundotion & Geological Engineers Encinitas, California PROJECT NO. DATE BORING 349 -4B September 1982 NO. 4 ' DRILLRIG Continuous Flight Auger SURFACE ELEVATION 154 (approx LOGGED BY LTJ DEPTH TO GROUNDWATER None ATD BORING DIAMETER 6 1 riches DATE DRILLED 9/23/82 ' DESCRIPTION AND CLASSIFICATION ¢ o v; . x Z ° w > _ w F ZLL ¢� cc Q Zn�- DEPTH a aQ� w Q c7 >LL �cnc� . (FEET) .7 ;3 ¢w wW¢y Zq DESCRIPTION AND REMARKS Bogy COLOR CONSIST. SOIL Z 7n . 0 3 Z U) ¢ Y o Q. ¢ Y ' TYPE wo.¢m O ym jpin SILTY SAND (fill) red- medium SM U dish dense 1 ' brown 14 2 FILL SILTY SAND, .formational red- dense SM 3 sandstone dish brown 4 s 5 e 34 7 CLAYEY SAND, formational red- dense SC 8 sandstone dish brown 9 10 x 11 12 13 14 Bottom of Boring = 15 Feet 15 Note: The stratification lines represent the approximate ' • boundary between material types and the transition may be gradual. EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consulting Sod.foundorion dGeologicolEngineers Encinitas, California ,`. PROJECT NO. I DATE BORING 349 -413 ISeptember 19821 NO. 5 ' DRILLRIG Continuous Flight Auger SURFACE ELEVATION 146 (approx LOGGED BY LTJ DEPTH TO GROUNDWATER None AT D BORING DIAMETER 6 Inches DATE DRILLED 9/23/82 ' DESCRIPTION AND CLASSIFICATION Q 0 0 1 a = Z W>_ DEPTH a. aa('n Cr C r QO* iz (FEET) d: ; aw u'wcc `n Z sZ W DESCRIPTION AND REMARKS SYM- SOIL Q w- O �- = O Y O a Uj Y BOL COLOR CONSIST. TYPE to a ¢ m 3 Zo _ o ' SILTY SAND (fill) light loose SM brown- red- dish brown 2 ' 3 6 4 5 5 6 7 FILL CLAYEY SAND, formational brown medium SC $ sandstone dense s 10 13 11 ' 12 13 ' very 14 dense ' 15 53 Bottom of Boring = 16 Feet 16 NOW The stratification lines represent the approximate bounder)' between material types and the transition may be gradual. ' EXPLORATORY BORING LOG ROBERT PRATER ASSOCIATES 4.4 ACRE SITE Consulting Soil. foundation d G eologicol Engineers Encinitas, Ca PROJECT NO. DATE BORING 349 -4B ieptember 1982 NO. 6 B -1 APPENDIX B LABORATORY TESTING ' The natural water content was determined on selected samples and is recorded on the test pit logs at the appropriate sample depths. ' Six No. 200 sieve tests were performed on selected samples of the subsurface soils to aid in classifying the soils according to the Unified Soil Classification System. The results of these tests are presented in Table B -1. 1' 349 -4K ' TABLE B -1 ' RESULTS OF NO. 200 SIEVE TESTS Exploratory Sample Depth Percent Passin; Test Pit No. (Feet) Sample Description No. 200 Sieve ' 4 2 SILTY SAND (SM), brown 2 12 9 CLAYEY SAND (SC), dark brown J1 ' 13 5 -1/2 CLAYEY SAND (SC), reddish brown 24 15 6-1/2 SILTY SAND (SM), dark brown 17 21 7 CLAYEY SAND (SC), dark brown 2y ' 25 4 SILTY to SANDY CLAY (CL), gray SO 1 �qi 1 1 , SB &10 1 DRAINAGE STUDY FOR ' D L �D JUN 0 6 1991 CITY OF ENCINI IAS DEPT. OF PUBLIC WORKS 1 c ENGItr�ER►NG DE PT. 1 SCRIPPS MEMORIAL HOSPITAL 1 ' ENCINITAS NORTH PARKING LOT LIJ 1 z r�1 m N .122 IV1\- OF GA��F 1 'I 1 SIGNATURE JOB NO. DESIGNED BY CHECKED BY DATE SHEET NO. ' 44 502.2o Tt)CU 6 —S -9I SB&O, INC. 3615 Kearny Villa Road, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 C . 111 4L cq Lo CD Orman INK— c`".� � � /�'� / �-✓ � � � 1.1 � ' o / ^ LM � / , \ � � � \ .rack.•\. LA— dL— cn -' CN Lei N q w�J �•'� �j � r .. • k tl; a 'r` a ED �//�� /C�at•[ �ar � _ � ♦ \ r � J � 1 '� � v. ( C `G , v N m t N q O K 1r1 Id z / o< co �.-� � 7 / t — • x � >. O to ' z tt? O !— N U m 0 �� / � � 1 1 1 1 a O vc • ar Q N p 1 r- � 111 : L•r <'a. IL 00 O N v � e <V M O LU 0 W << 0 Z" c..) G w V1 OT O a O <� h w i h i q a u a ' a II -A-6 a/l 4 ' c c� �-, l i I -Y - ,nl' I -if 74S 1 Z171 —M ON 24 LIJ ,� ,�. - _ �; 4 X31 , CL ., , - ' w • r �- u ` r/ N C/� `` • z �. •'o' o V C cr - C U12 a M co 'C m a c C - ' z` a� _ ad U a z LA z e ✓ Z x. o .r -O _F z OF U ma .-a H ¢ O f ° q F N Oco ' o I! < v. cc L g 00 ocuo eh <�2 o �—� • e w 116 M a_ j CL. 0 M ! N 0 4 0 o o T� F . r n Lo W TI -:, -12 R -3114 SB &10 PROJECT K4 N 1 7-A-5 )VEW rs' pv& 9 7� iST ltjt� -T 7b 1,je r/ I D, 1 V© /alt" �-�'�9- � 1. / ✓ (��s��,/ �� 1 _ 05IIAle OdeitL4-AAo lei ow r-A PIS — - d PIK FLOC/ -P e 7- 6 v ( 4.(,O .S K&-D) V�� 572 j NORMAL DEPTH CIRC CHANNEL L ,_� F, � 0.010 7 4¢ �2.3� �� ,yi✓) _ � �^'�� . F L �_! W - b N -'-.-'A L '' E _ DIAMETER NORMAL DEPTH= 1 4_1F, 4' E ' �50 S'9 'FPS F� 'i_UDE= 1. 0 1G. EL HEAD= 0- 542 - ENERGY= 1 . -j'_� .............. ' SIGNATURE NO. DESIGNED BY CHECKED BY DATE SHUT ND. (' `4 -1 1 4 11 4 SB&A, INC. 3615 Kearny Villa Rpad, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 o °o polo 4-J to o • o • .- U a 'a tea..0 •a o a� V\ In Qj \ �/1 0 •e- {J V 1 C ' c A.- (Ii 00 ° ' s - (Ii 1:. cs c o� C7 4- O •.- QJ f� r i Y 11 �. d z ' ,,�' C '/- Z7 U H C �' 4.a C7 0 q a tp N r M O ' p ¢1 y 4.0 • QH O U= E� vVV C r L w N O O C7 Z7 ,n = i O O C • D. � N O H r ac r as = r. c` 0- � L , ° .° O w � o 4J c '1 o .a .Ic a o +J m +a -to cc .0 -0 p t C O R1 C L •r •a O r •.- O 0 •.- tT r 1,1 V N • L -e • y.. L C D V Q c C E C V V L V V i _C CJ w �� ~ - ' Q +a 4_1 L L'7 L r L L O {.a to C • Q. C •r- C R>I C r d G+� C CL O i L C7 C .$4 C E (U !r it p- Q r O Q L N O "O t N _ _ i - i, O V E Q• C r L iJ L L r -- W 4J (� tL QJ to JC .0 V �•-- C at r V c j N 4-J # O E-C N V ENO Qj 4J 4-2 4J y+j H^ .1... V N O V - •r- 0 W C N 'n CO @7 n / a O II O q ' i4-0 i r0 C) 'w .0 . t .0 . - i .� r O u ,� q N LL- N 1-- C] •C ++ +a sJ O_ O G7 G !- 4j r N 91_ ¢ 4J H I- I. - Ck: CA r- N CV) ^ 1^ CL CM Kr U 6 -Hour Precipitation (inches) O In 0 4 Ott) O to O u> G-3 :- -•- _-� -- tp tJ;tf] e} C_ !") M N N _ O . to \ I;d .-. - --1... L _ �__ ------ ----- 4a '.��. i a CV) CJ GJ LOI -v. r 1 � I i I' i •1 ! I.�- I �'' '!1 f:ll i I I Y N ' (.anotl jta4ouj) X;isuz4uI APPENDIX XI IV -A -14 s/4 SB &10 ' NC-kV !8 �2cp P" L -O, lb -1PE -q)(0, 3) 4 ' BASINS � +2 �3� -s��l 3 QcFS ►N 4 � -E� r uE✓c,c,,a,�o ; ' 55 �//TT GLOW: 50 GF 0 3% ✓, 4-icp 2 ", �►2. y,�. s ,� ; ' PG = 2<3' PZy. !/;O P4 _ S � - s � ✓ �� A'�TAjNt�D 4 5 " h45 NORMAL DEPTH ' Q50 = GZA = 3. X 3 -O 1 0, 8 IFS'' i_ IRi: CHANNEL SLOP m FLiiba= to +41, PCW7`/4 to —'_',' A L U E _ 0.4-11 v /0, -Fps DIAMETER 1 _ _ . . . . . . N RMAL DEPTH= 4- 5A' "'" ' %'EL0 C I `S'= I41, _� FROUDE= 1 . -4 _; VEL HEAD= 1 6 ' s IGNATUHE JOB NO. DESIGNED BY CFCKED BY -DATE SHEET NO. SB&:O, INC. 3615 Keamy Villa Road, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 W S_ C to O 4 4- U II t7 stn .0 •�- + > a2 t/: 0 ' U3 aJ 4- U to .- ^ U _OC H 'S3 L C C U �2 L Cl t-- C Cm q •-� O O w "r V VI {.2 aJ 7 O G 4- 4- O A O_ I� •e- 4-3 Q H C .Q aJ C S- O O C • O L1- N Cl Y a C r tO C C Y Q �= O ' Q aJ '!7 O i t0 . . yp O to r C � V 4 O R t aJ O •V aJ ij {J • 2 C tt7 '�- 4J M+J = + 4J .-- a) r .0 to to � O 44 C • aJ b s= sr -r- rn •r - cr �' c t V o o sr c U= • c. o c a �- Y r 4- G-- aJ Qj Y C C U C3- 4t7 to aJ C 4 1 ep aJ •' r- Cl. 4J 4 S - L7 t 4-J O O. C Q. = A C 3 0. CL+a aJ N C w Cr C ,r- a� CI- S- -•- O N O 'C7 C N ^ f• aJ C •r p S• S. y Q t0 E Cts r- tU to 4-2 t S- 4J S- .0 .>` r QJ to ts. ` �y 1 V r C to Y U C d N N M k C S_ C aJ +4 Y VJ to W t0 d 0 4 „J 401 4J Cn O o aJ c to •� n CO •N m o a aJ u 40 CJ � a +j S- aJ t7 t r O .- 4- S_ d LA- N d H D C 4 +► 4-0 C- O Cl C: !-• +'J r N d ¢ +i }y S- . Ck: r- CV M V of 4 O r- CV r7 U 6 -Hour Precipitation (inches) o to o to o LO o u�J o - • to ZZ LO T NO -r4 E v sJ G. D _ _ _ _ -_ •+� -�-� cn� En CM CU -. - -1 ./• 1 1 i 1 • tZ� •r- M (-'ROtI j 9aq:3ui) x ;tsua ;u; APPENDIX XI IV -A -14 x /14 SB &10 PROJECT SC121 f p-S ` �l 1 Ti ' -off ' A1 l2 '' PVG r 2g&4 `)' C.B. -o `G' 1 ' A-S, VA41A16 P(, = z_ 3 r04 5 Ye -S7Z)X l (sue ) . QS ; GyA- ; (0. l�bA'L D7 = 4. Z" ' V = 7. g S t_ai MA PEPTH C Sn C I RC CHANNEL SLOPE= ........ FLOW= I . 9 F_i F 1 N — 'v ALL lE= Fi DIAMETER- I . 4_i F_i F_i t� 'A L ........ ' DEPTH= V E L FI I I ` I ' = ; /• FiT:O IDE= 2. ' ")EL HE F�1.934 ENERGY= 1.2 4 ' SIGNATURE JOB Nu. DESIGNED 8Y CHECKED BV DATE SHEET NO. ' SB&O, INC. 3615 Kearny Villa Road, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619 ) 560 -8157 m s, C N O i-J t- O CJ u+ S_ \ X _ N O t0 CJ .-9 V N { C 11 00 .r CJ to r3 L f •e I f d C W Q •ri G e7• O tp N -r y —" w U N O. RS CL �CL C) � d d V.0 �i� v v G L w N Cu 1 V ° CJ d r 'vaJC Gc. ° O N N -e- C •.- RJ C C ., - O C QW"OC tO Lr y O N� O 43 .0 CJ O +J C7 +J { -C G m -IJ 40 b C L r - 0 0 -.- -r -r -Cr C t CL /7 N CJ C. O G++ QJ C7 L = 0 CJ w r- Q LO S.- -.-- to r. Q. i0 w C Q Q Cl N C E C CJ .. - If t}. N N CL •- C � - e- <t N to d • O r 0 C QJ k _ N CJ R CJ �-- O C L O b C11 N N CJ ..G iJ �-- -� � i-� •r O L CJ G N 0 4J a 4- 4J y i- N +a aJ A O A •/• L ct• t ep CJ '•• ed CJ n b O - C] .0 �G r• L r-- t t u CJ to U IA. V- N 1-- O < 4J +J 4J Q O Cl 0- !-- 4- r N CL ¢ {.a / .. L .-- CC C� ^ ^ ^ Q G O ^ N Q CL O .- N M ^ U 6 -Hour Precipitation (inches) o In (D N o LO o r� o In C Ok >.. lLn td H �O v-1 0. O i. . I � 1 ^ � .. � :.��- -� �--� :: • I • I 1 I. 1 L er +J T. Cd I.I i I 1 If cd Cr N -4 ' (.Jnoit jsayoui) ,C:jtsua;uI APPENDIX XI IV -A -14 SIB 0 PROJECT 1 �s� G = o,!Po 1 (/Si�l6 D!/� l- �l-�/D ,floc✓ G�JR -�� 1 yg. S7DXM ; P24 /+ P2.Q SUtit/' coAID17 4 .3 : l2 5 1 A2 (.out/ r 50% Ct ; - 1 tau ow Fob. /o / �2 s !o k o. 9 = 6,4 sF 15- 9/ = S.9 A Cj s 5,- -7 �S+✓E - A MACIPeD or- PU u c R-0'4P5 G T� i 1 SIGNATURE JOB NO. DESIGNED BY CHECKED BY I DATE SHEET NO. SB&A, INC. 3615 Kearny Villa Road, Suite 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 m 0 S. V) Z C N O 4- fo ? a.? O S_ - Ln - a2 r- i O > 'C7 �in .Q r •> > H Qj N%0 V N r CO X 1 14 C a r-- N i•J r .!� �--- Q ri l0 GI 4-� U Q7 L Cl L C C U A4 C. r ro O AJ 4 - p •�-' d LO GS S- S r �J , Ce a t y _= O C cr to 4.a l0 N r v Q) C�7 v G 4- 4- O .0 O. f. A CS. 1CL S. • _^ • t 4.3 0 i_s I �� .► O v 4-2 _C � S.. .. D y ILI �o C CS p p f tL O tv t37 r � 17 Q7 C S_ O O C CL 4.3 N V N V' - r - >s Q Cll 1 4 C CL 0 ' •• t� +a o t o N Z3 O rt i f -.- r -C C to V) O ro = GJ O 4 d 4J d S_ CLJJ 4- 44 C N .0 -- O lU r -r ••- O t!7 r C E -C -V- V 4J u u 43 CL ra N C7 C. O C7 .0 +-J O �-- 0. 4J 4J $_ L7 i r S- S - 4J y n ' E O^. _ 'C C. 3 CL CL 4-b d C -y C E QJ ., • to Q O of C 'O .0 N — b C r r p 1L. M 'K • 4 ' O U E Clr- = r . 4J S- .0 r .- d 44 !i �- O us M ao to a> at d = o o +°�' C S_ O E .JC y O -.- O 4J n 4j 4-b y N 4J O If O A C y m d - 0= = O r- 4- i t t .0 U 0 to 1O U A U 1.L N f-- .�� n E 4J 4a 4-X C- O n t . i- 4.) r 4>2 CL ¢ 4J -� ai r- G'- N Cq d to Q O r- N Cn 6 -Hour Precipitation (inches) Ca �+ o to O w O to O to o to c v T - -T —.._ - to „s tri Q Q �i cYi t cv /1 T Y O LZJ If. cn �- st Q tr I ' ' 1 - ��• ,- f , !. � I I tV S E 'wr 4J t n t %0 C p 4- Cd ��: - - _ N ty - -• • ' �___ -- fit �' 4J . � ! I r . � .,• s , i ,.. ,1 ;�1 ICI I •.., A f� d vZ O ' { moll jtayoui) x;tSua ;uI APPENDIX XI IV - - 14 1'11114 � . g,, •� _ MEN son on Eli mail loll [Mal mum loll o11�� r�� l Evil' �■ �� mas ��11111� SB oc 0 PROJECT f ' c = 3- ° 4- Co- 9)(3.x) �(o. SS)� °• Z) — �O -� ��. 63 s 1 5 . (set pt&4( c.*c., prpc- —IxAvh MME rs NORMAL DEPTH C I R C CHANNEL . . ....... . ' .LOPE sa d FLOW= 1 DIAMETER- i c i ..... . ➢ . . . NORMAL DEPTH= 1.400 _ �. \/ l -- ' SIGNATURE P INO NO . DESIGNED BY CHECK ED BY DATE S 2.zo T4. 10 -4 -9/ !3114 ' SB&A, INC. 3615 Kearny Villa Road, Suit, 201, San Diego, California 92123 (619) 560 -1141 FAX (619) 560 -8157 Design Rock Velocity Classification 20 or 2N (min.) (ft. /sec.) 6 - 10 No. 2 Backing 0 or W Endwall (typ.) 10 - 12 1/4 Ton i 12 - 14 1 Ton 1 B B 14 - 16 1 Ton 1 1 16 - 18 2 Ton 1 � SELECTION OF RIP RAP 1 1 0 * Pipe Diameter IN = Bottom Act of Channel c ° .ET (min.) `lo. 4 Bars prow 6" wide slot o ~- 1 N A� • Filter ?lanket or �• �'`�iiUl= iillii�j T 6 - - Sill, Class 420-C-2000 A Concrete ,\ SECTION A —A PLAN 1 NOTES: 1. Plans shall specify: A) Rock class and thickness M. 1 Concrete B) Filter material, number of layers and :hickness. L 2. Rip rap shall ce either ouarry stone or broken concrete 0 ar W :0 (if shown on tie a'ans.) Cobbles are not acceptable. mm. 3. Rip rap shall be olaced over a filter cianket ronich may be either granular material or -!astic filter cloth. 4. See standard special provisions for selection of rip rap and filter blanket. 5. Rio rao energy dissipators shall be designated as either ' Tipe 1 or Tvpe 2. Tvpe 1 shall be with concrete sill; 20 r ZW Ty . 2 shall be .v thout sill. 1 SECTION B —B 1 �EC�w�ErOE� a. r�E sa 0rt00 SAN DIEGO REGIONAL STANDARD DRAWING Revilion By Aecrc:ed I Gate 0r 41 STAr0Ap0S :7 1 Sill, filter rrp %�.9. 0 IZ RIP RAP NUMBER 0 -40 ENERGY OISSIPATOR 1 SEE SDD -100 1 104 7 0 4 , ;7V w ,� 4 ��q; 1 F l fi,: �'J-%!� -K, 40 5 4E hl�Z, I I A— �cl I � _'l �l , i , . , kl� - 41- 4 A, dX3 d l, WOU113A X 833NION3 0 -40 4? 133HS dv" A901OUCIAH *31 t op 640 1, IHS *ON /00jf �3 lVINO2180H S&I !DNDl8Vd H180N 31YO O g Alk A� t op I/ 166t T inf HOM3W SddlH3S IVJLIdSOH lVC :80-4 NVId SMGVH9 C3AOHddY 03(WY040338 J0 NOISIA83dns 830Nn 038Vd38d,' SNYId 031NINd *_z RVa S33N383J38 31VO a3AoNddY SNOISIA3H 77;.7 n AM HOW.-M JH;j AEJ NM%fdU A8 UANUISJU "ON ONIM"Cl lN3Y4i8Vd3C1 smom o n 9 n d svp-m N ic>N a ==I(:> AJJ�o H UXMU 10 z lt)l-w; Wait) IMKOWHO 0111A -(Oml %K ceJOU C-D z z ............. M .... .. .. ----- ...... y... ...... ........ .. 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Opp, oo Zw CA 000 slow ---------- m ...... ........... ......... ........... ...... ool T_ N - ........ 6 o 0 vr 0. 007— , 00000 10 r ............ w t zucvo� Opp ... .. ..... .......... 0 71, .... ... .. .......... 001" 0- 0 le*1 ol -b ........... 004 ............ ....... ...... P4 V9 i . ......... ... ..... ...... -,00 ol PIP lo AOF ' 0, 10 of 0*0 000�, 00 n . . ......... dO 0- o 0p /Oo .......... ..... . O,X A 00 *// ....... . ......... ............ ........ ....... do 4 974M26 ON WO.=ol 6WI9.2 %1110 OF 4ONY t2 0 tqPP r7_1 IVIOr N0A94lVPW.A(-_7 ftd?// 40 6M07701-1 S4e 01-9 ION 9NIAMWel 740N ,,4`77t�21H.1170NOW 619,40976?6o' 9PA .. ........ ooll .... . ...... --7JON 9P9 -- - -------- . ....... 0 91 C Q 0 1 11719 X I 9Y17.9 17 _9 oy nPI ft V7 -,,2 k7� 4 UV I 47 1-Y A '15 �t, Yp f,: C? e 4 ' _0 AA) 1- 7 Job 4.. v, J __ Z7 7 ., U 7 0 0 1 2:40 1 Lu J 7. AC 415e. 4, 1dr AC L V// E A too C0 ch 00 T V � 4L. /67. "of Urt/. Ila. a4 vv . .................. LO 4if 1029 tj F A99. .34 1 1 1 A/ I I I i- .: /' e U_ leg 914 r tit, 04;V A0 m4 rEA 7 _-7 "Q It 1 -4- 4aO " Z5 er v Z_ _.- 9. 4:2 74= /15 o4e Z 7 A "�?- '4C 7 fro. 400E 0 f c_ m I \ 1k, IF . 4cc_�� V 54e 7Z 159.4 50 )R/Af SI, ego 146 ,0/ kt� .41 �/ _4 01Z AfJ 72: *4 AW. Nt if 440 7� L 9. 6)4q_�� 7�1 -7 7 469 7"C Y—A A!:2 I r I . 544 J: leac.f 74C N , 70 J /7 7 7. 4 Al /4 V. 40 7= 1 /41/ 476 711: 4 7. "16f, 7 I tJ p L Z? 14 1 ::7 /40. 44040 mw N L J r � 4 2 X Aro 1.59. 7/ d1l r 3 F 7, 12�1 /0/ DE V:VSHIRE DRI VE t a4g:� .4 1 co A Al OVP 75 1. eQ3 a� 1087 74 7;W -VO Ad:;ko- 4 ? N,9HIRE* DRIVE 10 W746P r? 16 6 7 Cr Ar, 7' A5� OFT U.1 AC5 41� 7 �1% I C-7- 8.-+00E egg m- 41- T 60 04 TZ .... .. 77 o c - r I I I I X 4&: mr— ze -f� 'd 5 A/ rO OCr,41AJ rA4C- 1 cZ0,WZ-1&S.5 , 1 � r 140 .1 - I I i - ode- .6 ?A1 45& IWW",41494,6� �90 44 4r 7 66. 9 X_ ft 7 A&AI /0// D F VONSHIRE PRI VE ------------- /* 4� 7 N. 65 - - ---------- - Al W gro 4 17 b. -V Nl law 0/ M rC W 02 /f 17 X 1pwww - low , low low wv -- T t Nw 177 '17 N 7ZZ loo. Z!5 'Z ? 772= LO /5 7ev u% 7 1::5z U_ Zal t 9 -74 Ac" 172? e 6 i2l;;L 4." 01 00 4M 9w OF, 4,Q %50. � L AN AP 154—P 4. 1 1 7.3 &_xQ0 VONSHIRE DRI VE 76 0 Al < 1� v %eo 7 75.7Z 4, 11 1 �_ - � - 7cg L � J ' 7 W'O rr 7 SCRIPPS M E ORIAL_ HOSPITAL Aeo .7.t;r z Z/ Al Z . 0 + NORTH PARKING LOT P 7�: H DR 4E, GY M I IJ 6i3 SHT 2 of 3 A c t; ZI G-11 s Aw J � r VI or, S 6+00 F. X + 00LE W 13 'Al oln SF z 0 - 7— -x7=- U BM 0 r 0 + - a a a : 4 04 ' *0 4 f NoText -,"'''-~"':'..''~ ,j.., ".:. '.",.1 33ob~~', <" :;.,,:~',,/:~'t ":' "':\.1;"\, . <,.". , ',",,;, j' ,'. - r3A-~I..J 1. \. \ f>re;,c c.~<Jj~" '" . ... ts ~' ~. ~ " ,'I . 322-167.1 318-1671 314- 1 67 1 322-1677 '. 31 8-1 677 ,.~ " . ' 322-1683 318.1683 314-1683 .. :; :~SHT 3 of 3,. 158~r lUr.~,' ..," , ',I ..J{~~ SAN DIEGO C~I~'i;: .~~ ' .CA,'"L/,lwQ9N.,'I".~~:~ ~~~,~~; " . ".' .' ,;1, "F1i\:i,,~YJ'~~::~'1~J~;.:~r~' NQ' . . ':)." 8""6" ""'77' ", ..~"'-,. ........i.... .' ..> . 'O{' , .,.... "" '/::, .~.; "f:; I ~'... ~ ~ I( , ,.,,~,. I,,;: . 9.r-11.-7~ . ';f~1,; Yo. ;' ,~, j,- ~". ....' :' "~", " ,"-.' ','" INDEX TO ADJOINING SHEETS 3 1 4-1 677 SHEET