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Home My WebLink AboutSierra Pacific West Inc; 2009-07-30; PWS09-24ENG Part 3 of 30 CITY OF CARLSBAD San Diego County California CONTRACT DOCUMENTS, GENERAL PROVISIONS, AND TECHNICAL PROVISIONS c FOR PALOMAR AIRPORT ROAD WIDENING CONTRACT NO. 3811 BID NO. PWS09-24ENG BOOK 2 OF 2 Revised 1 1/01/06 Contract No. 381 1 Page 1 of 108 Pages APPENDIX A EXISTING UTILITIES 38- 447 rir 5g JS SPECIAL ATTENTION 446) g + 8 PA LOMAR AIRPORT— tu."04 CS 099564-96NO. 6017 55 £9444-75N2WIEU& #' U1- (T Oz UJ UJ § EUC-TUC-TV S IZ-BOX / 16284-68 Ca/.Mtc.Plas-tics 50' SCALE NOBTHCOAST 50' SCALE 38 - 475 -19 SCALE = 50' 38 - 560 SPECIAL ATTENTION PALOMAR AIRPORT RD. 50' SCALE 38 - 469 50' SCALE 38-445 50'l SCALE NORTHCOA8T 38- 446 50' SCALE \ NOHTHCOAST BOOST/BUCK (OH) 123-342B 100HR P377016 FUSE-BRIDGED (UG) J 3-BRGD PRIMARY METERING STATION (OH) (0) 123-234M ^-^ P77676 SWITCH: (OH) GANG OPERATED o 123-412 P77676 OPEN TO ADJACENT CIRCUIT (UG) CIRCUIT 281 OPEN H INLINE SWITCH AND FUSE 3-80A 241-3 P23769 TIE FUSE ~ .AM1-T1-RD3 * UP123456 CABLE POLE P233679 FUSE WITH BY-PASS (OH) 123-45 (OPEN) 3-60A P677001 PRIMARY METERING STATION (UG)-: :W/CUSTOMER OWNED STRUCTURE 123-345M D12345 COx SWITCH: (OH) GANG OPERATED (SCADA) -TTS SCADA 95 (A) 123-17 ^ P67778 PAD MOUNTED SWITCH AND FUSE 3-80A 463-11 FUSE - D&W 3-80A D&W P234673 CABLE POLE (FUSED) 3-150A P227692 SWITCH - ON/OFF (UG) IT! 123-324 GROUNDING BANK (OH) 123-254G8 ?<SERVICE RESTORER W|rrt: ?BY-PASS 123-25 (OPEN) 123-24R P75678 SWITCH-HOOK STICK (OH) 123-234 P76455 NEUTRAL FUSE (OH) P17723 ELECTRONIC SECTIONALIZER (OH) 3-100A P58961 FAULT INDICATOR t X CAPACITOR (OH):: »CF - FIXED. ?:CW - SWITCHED:: :i'CM - SWITCHED, IN:: •»MANUAL MODE:-: 1000A 123-435CW 1200KVAR P79707 GROUNDING BANK (UG) 123- 365GB REGULATOR BYPASS WITH DISCONNECTS (OH) —iTrr- 123-123G t-5-l 100A > P47487 FUSE-BRIDGED (O.H.) 3-BRGD P570164 CUSTOMER GENERATION /TN CG103023 CG103023 EFI 939 COAST BLVD 250 KW SIREN (FOR SAN ONOFRE) •OC03 06954127 • CAPACITOR (UG); CW - SWITCHED ttM - SWITCHED. IN>:::MANUAL MODE? 123-234CW 1200KVAR REGULATOR (OH) UN-BYPASSED 123-123G 100A P67423 REGULATOR INDUCTION (OH) 123-123G P87219 OPEN TO ADJACENT CIRCUIT (OH) CIRCUIT 123 OPEN PAD MOUNTED SUB JOHNSON STEP-DOWN 12/4 KV 2000 HPP HIGH FUSING: 1-150A LOW FUSING: -NONE FEED: CIR.552 D104329 POLE MOUNTED SUB MISSION BEACH STEP-DOWN 12/4 KV 300 HO HIGH FUSING: 3-30A LOW FUSING: -NONE FEED: CIR. 58 P2321269883 $ - 2005 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission Is not permitted under law. I Indicotes Lotest Revision | Completely Revised | [ New Poge | [ Informotion Removed REVISION DATE 12-3-05 APPD TR/ SDG&E ELECTRIC STANDARDS GFMS SUMMARY OPERATING MAP SYMBOL TABLE OH 212.1 UG 3112.1 OPEN TO SAME CIRCUIT I I OPEN I I P57769 STEP UP/DN (OH) U4-190SD :— 12000/4160 P470649 FUSfc. (.UG) 3-30A CL WITH BY-PASS 3-30A CL BP PRIMARY WIPE If. CALLOU'l (OH) ,.3-3/0 ACSR (U.G.) <y750 XLPE AL-30N' FUSED' ON/OFF SWITCHING CABINET 3-600A 287-5 PRIMARY JUMP OH GROUP SWITCH SCADA MATE SCADA 96 •715-16 715-1 P79699 PME5 SWITCH -F\jTV 79 L—N-/^ 3-600A PADMOUNT SERVICE RESTORER SCADA 98 57-42 PME3 SWITCH I SCADA 99 228-7 OH DPQM 107-1 107-DPQM P123456 FLYING TAP — LOADBREAK GANG OPERATED SWITCH OH SCADA RTU POLE 715-23-L P234567 SCADA 62 P123456A SUBSTATION EL CAJON SUB 69/12KV SPRING VALLEY SUB 12/4KV BOOST (UG)THROWOVER W/BUS BAR 280-124B 3750 HHR 109—11M § THROWOVER AT A SUBSTATION I o AUTO 206-VS PREF 208-VS ALT VISTA SUB 12/4KV 109 CUST1 PREF: SWI GEAR B l£Va - SIDE Of BLOC: 24 HR ACCESS PHONE - LOADING DOCK N/E CORNER OF BLOC: AUTO CITY OF SO CUST OWNED U100311 THROWOVER W/0 BUS BAR <0 428-18 PREF: E ST W/0 15TH BASEMENT "B" MAN CITY OF SO - SDGE OWNED D2013772340 POUCE DEPT PADMOUNT THROWOVER SWITCH PMH-6 STYLE 930-470 PREF: NORTHWESTCORNER OF FACIUTY, NEXT TO OUTDOOR CUSTOMER SWrrCHGEAR s 3-150A CL AUTO U.S. POSTAL SERVICE SDG4E OWNED Y100012 5-WAY TRAYER WITH SCADA W/AUTOSECTIONAUZING AND/OR FAULT INTERRUPTION <v *o ^/ * <o•N. •» X^- •-. *. I I I I Ifc ^ ^ »^ »^ »V &.$..$..&...$..$.. 4-WAY TRAYER WITH SCADA W/AUTOSECTIONALIZING AND/OR FAULT INTERRUPTION z> z t± i.I I I I fc *S. *S. *s. "s.§.&.&,$..$, 4-WAY TRAYER, MANUAL <bx 4 *'V *> SCHEMATIC DETAIL OF A TYPICAL 4 WAY SWITCH <b o» 0000 M2346788654 I ©1998-2006 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. I OH 212.2 UG 3112.2 SDG&E ELECTRIC STANDARDS GFMS SUMMARY OPERATING MAP SYMBOL TABLE REVISION DATE 10-31-06 APPD TR/ 712-19 1000A D130145 PME-3 WITH SCADA 1000A RTU 178 SCADA 178 435-21 1000A D131755 PME-10 10°°A 1000A 1000A D 123456 PME-11 WITH SCADA W/AUTOSECTIONALIZING D 169065 6-WAY SWITCH W/3 FAULT INTERUPTERS & SCADA RTU 610 GROUND ^ OOOA1000A 1000A U123568 1000A 1000A D 130423 PME-10 WITH SCADA W/AUTOSECTIONALIZING 1000A 1000A 1000A D1 23456 3-WAY PADMOUNT SWITCH W/GROUND 1000A 1000A GROUND D1 23477 4-WAY SWITCH W/GROUND 1000A 1000A 1000A GROUND H775837 4-WAY SWITCH W/GROUND SCADA RTU 780 D659321 ' GROUND 1000A1 OOOAIOOOA 1000A H785477 F;viL--i; V.'siri SCAD.X W/AUTOSECTIONALIZING SCADA 999 CMPT1 590-1164 AE 1000A CMPT2 590-1168 AE 1000A CMPT3 3-100A SM4 CMPT4 3-1 OOA SM4 D131370 PME-11 1000A 1000A 1000A D 130489 3-WAY PADMOUNT SWITCH W/GROUND SCADA RTU 611 D678901 () 1 0OOAIOOOA1000A GROUND D1 23477 PME SOURCE TRANSFER SCADA SCADA 56 MAN SDGE OWNED D 100896 | © 1998 - 2005 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission Is not permitted under law. | Indicates Latest Revision [ Completely Revised New Page Information Removed REVISION DATE 12-3-05 APPD TR/ flf* SDG&E ELECTRIC STANDARDS rrucGFMS SUMMARY OPERATING MAP SYMBOL TABLE UG O112.3 B0.0ST STATION 155-76B 3750 HHR D2791269123 CABLE TAPS (LD. BREAK ELBOWS' H2617673212 3314 .3-4 CONNECTOR H3217773326 3314 !3-T OPEN/SAME CIRCUIT OPEN 44-68 1-500HAL 03 11 2559335 PRIMARY METERING STATION (UG) CUSTOMER OWNED STATION (UG) D123456 CO 123-345M (STRESS CONE) SDGE OWNED D346678 123-456M (200A LB ELBOW) SUBSURFACE ENCLOSURE o S2345678690 3399 ,600 AMR EXTENSION ,. ! M123456 3-ES PIGGY BACK ELBOWS 224-73 1-25 HDD D3127573322 2-PB V CONNECTOR H3217833734 3314 .1-Y 600A JUNCTION BAR W/GROUNDING POINT 3-TG OPEN/DIFFERENT CIRCUIT )HCIR 50 OPEN H5470873521 3314 3-4 STEP OOWNSTATION 125-201 SO 12000/2400/4160Y D2185271210 SUBSURFACE SWITCH ON/OFF 800-13 M3120560124 3322 CAPACITOR STATION" Cvv • SWITCHED CM - SWITCHED. INMANUAL MODE 124-61CW 900 KVAR 026 174732 10 CONNECTOR W/200 AMP LBE H321 7573424 3316 3-T W/200A LB CAPABILITY H225678 3316 PASS THROUGH H3227233832 3314 .3-PT (LIVE FRONT) CD D3237433835 D PAD D3407672348 PRIMARY A TERMINALS SECONDARY A STEP UP STATION 521-102SU 12000/2400/4160Y D1581210217 FUSED ON/OFF SWITCH PAD MOUNTED 200-10 3-80A D2335479573 30/|2PECN CU 100. HAND SPLICE T SPLICE H321773326 3314 .1-HS 1-TS CONNECTORS LP. BREAK tLBOWS 395-76 D2617673212 STRAIGHT CONNECTOR TRANSITION MODULE M3217773326 3326 .1-SC 1-TM PAD MOUNTED SUB JOHNSON STEP-DOWN 12/4 KV 2000 HPP HIGH FUSING: 1-150A LOW FUSING: -NONE FEED: CIR. 552 D104329 MANHOLE M2468176543 3324 PRIMARY HANDHOLE H2735784212 3315 SUBSTATION EL CAJON SUB 69/12KV HOOKSTICK SWITCH ON A CABLE POLE 122-8 PI3064 (LIVE FRONT) CONNECTIONS 270-77 1-50 NEP D3237333832 GROUNDING BANK 800-632GB D2175075201 SUBSTATION SPRING VALLEY 12/4 KV GANG OPERATEDswrrcH ON A CABLE POLE 113-10 P323040 FUSED ELBOWS 0 1-18A F.E. 900-75 1-25 NDD 02918276127 3-30A F.E. H26 17673222 3314 .3-4 CONNECTOR (DEAD FRONT) 155-62 1-75YES S3217773324 3399 CUSTOMER GENERATION CG01-310-599 FUSE CABINET 3-80A 03124476143 WITH BY-PASS 3-30A CL BP D1234567890 CABLE POLE 1-30A C.L. P767412 BRIDGED FUSE 1-BRGD D2454576262 3-BRGD PI 0450 REGULATOR STATION BYPASS 715-117G 200A 01404575271 3324 UNBYPASS BY1-110G 100A 02147536087 3322 | © 1998 - 2007 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission is not permitted under law. | :•:] Indieotes Latest Revision [ Completely Revised [ New Page | [ Information Removed SDG&E ELECTRIC STANDARDS OH 212.4 UG 3112.4 GFMS UNDERGROUND OPERATING MAP SYMBOL TABLE REVISION DATE 5-22-07 APPD /tf=7 JJ PAD MOUNTED 159-253 1-75 HDD D1479273159 10 PAD MOUNTED ' rl 561-173 L*—- 1-25 NOD D106009 10 PAD MOUNTED (DQU. fn'sONV LOOP W/TAP 561-173 1-25 NDL D107077 1.0 f?AD.. MOUNTED (LTvL FKCi<0 561-139 1-50 NEP 05114055518 30 PAD MOUNTED (Ubsu rmJHl 561-407 1-75 HZB D118892 30 PAD MONTED (DEAD FRONT) LOOP 561-410 1-750 HNB D118893 3d PAD MOUNTED (LIVE FRONT) 561-233 1-1000 HAP D5109955539 CLOSED DELTA (DEADFRONT> mi OPEN DELTA (LIVE FRONT]10 SUBSURFACE ED 100-55 1-25 HDS 2-75 HDS D2125576555 100-54 1-50 HEP 1-75 HEP D2125576655 165-65 1-15 WS S3240064800 3399 30 PAD MOUNTED OPEN DELTA (DEAD FRONT) 900-75 2-75 HDLD3123560390 30 TERMINATOR (LIVE FRONT) D3108560114 PADMOUNT SERVICE RESTORER PMSR W/"N" TRANSFORMER SCADA 98 57-4R D123456 3-C 3-C SIREN (FOR SAN ONOFRE) OC01 D2461767 UG SCADA RTU RTU 88 D116890 10" PAD MOUNTED (LIVE "YP" TRANSFORMER FRONT) 1-BRGD 171 1-18A NX 220-66 D3125676082 DEAD FRONT TERMINATOR 0123456 3-4 10 TERMINATOR WITH .1-4 D3099560044 1-4 PME5 SWITCH 790-13 3-150A D126194 4-WAY SWITCH THROWOVER AT A SUBSTATION VISTA SUB 12/4KV AUTO 206-VS PREF 208-VS ALT 10 PAD MOUNTED "YP" FRONT) PME3 SWITCH 1-BRGD 30 1-35A NX 30 SCADA 99 228-7 0135790 700-357 Y0 D3215457342 2-SC FAULT INDICATOR V8C'800A THROWOVER W/BUS BAR 109 —11M AUTO CITY OF SD CUST OWNED U100311 109 CUST1 PREF: SWI GEAR B LEVEL - SIDE OF BLDG: 24 HR ACCESS PHONE - LOADING DOCK N/E CORNER OF BLDG: VAULT U2743171342 PADMOUNT THROWOVER SWITCH PMH 6 STYLE AUTO U.S. POSTAL SERVICE SDG&E OWNED Y100012 930-470 PREF: NORTHWEST CORNER OF FACILITY. NEXT TO OUTDOOR CUSTOMER SWITCHGEAR THROWOVER W/0 BUS BAR MAN CITY OF SD - POLICE DEPT SDGE OWNED D2013772340 428-18 PREF: E ST W/0 15TH BASEMENT "B" 5-WAY TRAYER WITH SCADA W/AUTOSECTIONALIZING AND/OR FAULT INTERRUPTION 4-WAY TRAYER WITH SCADA W/AUTOSECTIONALIZING £ AND/OR FAULT INTERRUPTION 4-WAY TRAYER, MANUAL } - 2007 San Dfego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission Is not permitted under law. | w Indicates Latest Revision Completely Revised New Page Information Removed REVISION DATE 5-22-07 APPD TR/ SDG&E ELECTRIC STANDARDS GFMS UNDERGROUND OPERATING MAP SYMBOL TABLE OH 212.5 UG 3112.5 • .i • • j i .-"A: fi >.: ."/Or1 ' PME-3 n J^U 712-19 1000A TT^T D130145 PME-9 WITH SCADA I (¥] SCADA 999 l&K/T) CMPT1 590-1164- 1000A -4«@ CMPT2 590-1168 1000A — -«rQ CMPT3 3-100A SM4 |— 4x| CMPT4 3-100A SM4 D131370 PME-1 1 & ^ t*\0^ & *^V ^VVV*o*VW OC0O 1000A _*P<»f' T*E_ 10QOA D1 30489 3-WAY PADMOUNT SWITCH W/GROUND SCADA HRTU 61 le WV 1D6789011 <VNVSI? Y.v.v.v.vi • IY.Y.Y/.-.Y (>\YAYA) 1 OfifiA x-::xv,,:-x-x-:v;x-x-xv. TTjL 1000A _2T<T<T_ T OOOA GROUND D 123477 4-WAY SWITCH W/GROUND fe A fe <%yNo"VV«?N «3N <^ «3N 10QOA mlUUUA1000A 1000A 1000A GROUND H775837 ' ,**$j ::'P'. .*-' :'"* I • •'- 'C- -n. A •" * PME-3 WITH SCADA & CAM -LINK CONNECTOR 1000A ,—, RTU 178 L"j SCADA 178 — «[AWt- 435-21 1000A D131755 3-C PME-10 ^0 r«A'VV##$# x> ^a -*f><rf>*g_ 1 0OOA D 123456 PME-1 1 WITH SCADA W/AUTOSECTIONALIZING &S> && >A^ ff&jfr 1000A riTAYA^VT* 1000A IJ!!VVVV 1OOOA •d-p-d-p |4f_ RTU 789 D 169065 6-WAY SWITCH W/3 FAULT INTERRUPTERS & SCADA ^1- *} \N & & ^ RTU 610 ,<«^i°X B (AX^XAXXXJ) 1 OOOA (i^^ 1000A-^r^TT 1 1 1 — 1QOOA GROUND D1 23568 4-WAY SWITCH W/GROUND SCADA "™™ >?•>,, $$$l '«-WCAXAX^) 1000A ^^.dl....!, 1000A — ^' ' *— - 1000A GROUND H785477 1 f-— *r\ ro,^.,. - "vi .. • -' PME-9 vNcX-^ X^x^W *«^>XN <a ^b x t« //// OO33<OTT 1000A _2f*f I l_ 1QOOA D1 30423 PME-10 WITH SCADA W/AUTOSECTIONALIZING f ^ ^X^ A > >N ^^»V^my^r— i/7VAVTvT\ uuu« ^v^Vv 1 0OOA J44<t !°°°J 0123456 3-WAY PADMOUNT SWITCH W/GROUND * «> »r®?3(5Dir^^y- SCADA 56 MAN SDGE OWNED D1 00896 1 © 1998 -2005 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission Is not permitted under law. I X Indicates Latest Revision | Completely Revised | New Page Information Removed SDG&E ELECTRIC STANDARDS REVISION IIPH V11129^ GFMS DATE 5-22-06 Ub Jl IZ.O UNDERGROUND OPERATING MAP SYMBOL TABLE APPD ^/ /^ CAPACITOR STATION BOOST '-• - BROWED ^F rlXED STATION FUSE >CW - SWITCHED: (1 PHASE) CM - SWITCHED, IN v - „ MANUAL MODE \CT£& k,K ^\ ^V\ ~"™^*^^k^™ O ^fr^y^ "* 7?v^ ^* / ^» ^i. y" ""f- ^v **• A ^isx x^ * £^** • • fct r£ cP* GROUNDING STREET LIGHT BANK TRANSFORMER STATION ^ STATION ^p gjs rp'^ *>&JX ^^ SUBSTATION 12/4 %%Z? POWAY ^ SUB Y///S 1?/4 euc;-. STATION (3 PHASE) /| OVERHEAD STREET LIGHT y° POLE STUB POLE REGULATOR SWITCH STATION (GANG) (PHASE 1) G 0 ^ 0^ Ek ^^ p ^^ ^ ^ \^ © ^ AVIAN PROTECTION PLAN (APP) WILDLIFE SYMBOL 432-10 ij 1-25 HE Lii ' P 123456. jTlj/jO PRIMARY CIRCUIT & S POLE LINE S CIR 242 30N 4-12 5005 N \ SERVICE RESTORER. SINGLE PHASE TRANSFORMER STATION TEP DOWN TATION «J \\\ t^h^ J^ . (O/f^i^ SECONDARY TRANSMISSION CABLE POLEUNE POLE & CIRCUIT ^ CIRCUIT 903 <A THREE PHASE s3 TRANSFORMER STATION \* (Wx! 69/12 ELECTRONIC __._. .^^^SECTIONALIZER fCADA ANTENNA (CUTOUT) POLE tj3 O £$* "V* PRIMARY DEAD END (MULTIPLE CIRCUITS v SINGLE CIRCUIT o<^. OPEN) ^^ TRANSMISSION DOUBLE POLE _©©_ ^ / OH SCADA RTU POLE PRIMARY THREE PHAS DEAD END x TRANSFORM! (MULTIPLE o<^ STATION CIRCUITS) 0)0cy (DBL POL£) PRIMARY METERING STATION TRANSMISSION POLE / DPQM 4& iE AT™:R AT A 4v ^'*$* OH SCADA CABLE POLMOUN \ .:u .E JED MISSION BEACH0 STEP-DOWN \ '////. I//4 KV SCADA 45 #3^ P232 1269883 REGULATOR STATION (3 PHASE) A -§. $% fc«P \*rV»- SECONDARY CIRCUIT & POLE LINE 3-#4 B. STRD N STEP UP STATION -S- &r ^^^** SUPERVISORY CABLE V TRANSMISSION TOWER LOADBREAK GANG OPERATED SWITCH ^, O CUSTOMER . GENERATION feON STATION <Q' ^4^^^ ^ SWITCH (HOOKSTICK) J PRIMARY «P CABLE POLE J^L £ / TERMINATION (SECONDARY DEAD ENDS) H°h £ 4* FUSE (CUTOUT) «* \ FLYING TAP ROWOVER SUBSTATION fo 206-VT PREF ^A © £^208-VT ALT MATEGRoup « ^ ^ VISTA SWITCH 0 XV»fc SUB12/4KV 9 \ © 1998 - 2005 San Diego Gas & Electric Company. All rights reserved. Removal of this copyright notice without permission Is not permitted under law. [ :y£Indicotes Latest Revision Completely Revised New Page | Information Removed PFvnn|M SDG&E ELECTRIC STANDARDS DATE 12-5-05 GFMS APPD TR/ M* OH STANDARD FACILITY MAP SYMBOL TABLE OH 212.7 UG 3112.7 MOUNTED SUB JOHNSON STEP-DOWN 12/4 KV D104J29 'SERVICE'r»OiNT BOOST ,. '••'SWiGrT' (3 PHASE) CUSTOMER ICC DUCT liANK SECONDARY ATLAS-'f.'EXT \ DUCT BANK (PRIMARY) \ 1 DB 3" 210' CAPACITOR CW SWITCHED CM - SWITCHED. IN MANUAL MODE DUCT BANK (STREET LIGHT) PAD D STEP DOWN STATION (3 PHASE) SWITCH ON-OFF m J> DUCT BANK (SUPERVISORY) PRIMARY CIRCUIT CIR 242 20N #2 PECN AL XY 120' 1 DB 3" SUBSURFACE ENCLOSURE o DUCT BANK (TRANSMISSION) & CIRCUIT CIR 696 PRIMARY HANDHOLE TERMINATOR BRIDGED FUSE PRIMARY METERING STATION W/CUSTOMER OWNED STRUCTURE SWITCH-FUSE (PAD MOUNTED) FUSE CABINET rfVS REGULATOR STATION (3 PHASE) 8 THREE PHASE TRANSFORMER (OPEN DELTA) FUSED ELBOW CB SECONDARY CIRCUIT 3/0 SIDA THREE PHASE TRANSFORMER GROUP SWITCH SECONDARY HANDHOLE CD SUBSURFACE TRANSFORMER (THREE PHASE) MANHOLE SINGLE PHASE TRANSFORMER k>J> NF THREE PHASE TRANSFORMER (CLOSED DELTA) OPEN (CALLOUT STEP UP STATION (1 PHASE) B VAULT CD ^ UNDERGROUND STREETLIGHT THROWOVER Effl UG SCADA CABLE SCADA CABLE 100' 1 DB 4" PADMOUNT SERVICE RESTORER PME3 GROUPS SWITCH W/SCADA <, SCADA RTU PME5 SWITCH oP^A1 E) V J - 2007 San Diego Gas & Electric Company. All lights reserved. Removal of this copyright notice without permission is not permitted under law. Indicates Latest Revision I Completely Revised New Page Information Removed SDG&E ELECTRIC STANDARDS OH 212.8 UG 3112.8 GFMS UG STANDARD FACILITY MAP SYMBOL TABLE REVISION DATE 5-22-07 APPD TR/ 5-WAY TRAYER WITH SCADA Ill I•>« <V *3 V « x7 x7 x7 x7 x7 4--WAY TRAYER WITH SCADA I I I I»^ »^ •**»%. *> v- 4-WAY TRAYER. MANUAL •**»*. /C »^ to to to fa x' x7 x7 x7 ) (g) 1998-2008 San Diego Gas & Electric Company. AH rights reserved. Removal of this copyright notice without permission Is not permitted under law. | )<(•] Indicotes Lotest Revision Completely Revised | | New Poge | Informotion Removed REVISION DATE 5-8-08 APPD WT/MC SDG&E ELECTRIC STANDARDS GFMS UG STANDARD FACILITY MAP SYMBOL TABLE OH 212.9 UG 3112.9 u Or of I copy on I y - Not El eclr i c Geogrophi c In for mo 1 i on Monogemenl approved - No'f'l2o be used for morkout or opera 11 ng 1674 Draft copy only - Not Electric Geographic Information Management approved - No'f'Po be used for morkoul or operaling ls!502c.dgn ls!502d.dgVi Is 130 2 X x •fir J Ilai tf .**/ lsl7Mb:-dgn Isl501ja.dgn S < Isl501b.dgn AT&T \Propr\ietciry (Inter nal Use\ Only)=\Not for use '; c <outside the AT&T cprnpanies except under written agreemen to \ •41 ^ w - AT&T P fyo _ 1 •opiy_e^aru ~7\7\A Jlnt^r <Us^ Or 1 L,). % ^ ^oVftpT dge >rl^isjlo % sure Ol / Z *' -x^/ . / S9 & w •.*/ I*/^ sk,/ \* *l , <9> -86137763< / W\ 2 (NPM1 // \ tside th@i?AT&T companies except ier written agreement.COPY u Proprietary (Internal I Only). Not for use or disclosure out COPY n n \ --% H ^Q Q \{gu/ysw" (Ii i lernal Jot Foi—use or disclosure outside the AT&T compai u I b dgn \ \\ \ \ \ \ \ \ \ \ \ \ \ \ 49 3 IPPM 1C <21823> »510157663 '676tJ2«JH35 3 DIX \ \ \ \\ \ \% I^J Rroprietarq (Internal Use C 4). Not for use or disclosure outside \he AT&T companie except under wrJ \ \- \ tten aqreem COPY 66I377627<8> _MH 610 <W7) T -86137751531* 2 PC 4 C_(W751<fl> •8613775232 re 4 C US751<0> -66137794025'2 re 4 C CH74I•661 C IM79I •6613650155-1 PC 4 C (RIP) 7 PC 4 C•661365008 <0>B4B"S MCD 4 IRIPI•861377547i PC i c 51BI1471874-1-PC-4-C (20011 <0> '86137751323' I PC 4 C 111761<0> •66137751145' 1 PC 4 C C1W8)<0> -8613775OT5' 3 PC 4 C (H7Z) oprietary (Internal'. Use'-. Onl No't for use or disclo der written agre ent. s~~\• 1 u n BAMB -86137752S—I" -I DU 4 INPMI El fa £S Isl n pk_^ D S A an_; •8613774'M-OgrssF—ay7p; 4En' AT&T P prietary (Internal Use Onli Not for use or disclosure outside the AT&T^dompar s except under writt en ag> -3ment COPY ^ u COPY APPENDIX B STANDARD DRAWINGS 152mm (6") 13mm (1/2")51mm (2") Weakened Plane Joint 203mm (8") 13mm (1/2") R 51mm (2") Weakened Plane Joint 152mm (6") CURB Area=0.083m (0.89 Sq. Ft.) 203mm (8") CURB Area=0.1m (1.09 Sq. Ft.) ^ Width Shown on Plans 457mm (18") min. -Gutter Elevation — 13mm (1/2") 152mm (6") Existing Curb Weakened Plane Joint 38mm (1-1/2") except where elevations shown indicate otherwise GUTTER NOTES: 1. Concrete shall be 308kg/M 3-C-17-MPa (520-C-2500). 2. See Standard Drawings G-9 and G-10 for joint details. 3. Slope top of curb 6.35mm (1/4") per foot toward street. LEGEND ON PLANS 152mm (6") curb Revision ORIGINAL Add Metric Reformatted By Approved Kercheval T. Stanton T. Stanton Date 1 2/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CURBS AND GUTTER - SEPARATE RECOMMENDED BY THE SAN DIEGOREGIONAL STANDARDS COMMITTEE Chirperson R.C.E. 19246 Date DRAWING NUMBER 152mm (6") 51mm (2") Weakened Plane Joint 13mm (1/2") R TYPE G H W 610mm (24") 762mm (30") *AREA 0.124sq. m (1.34sq ft.) O.ISOsq. m (1.61sq ft.) with 152mm (6") Curb Face NOTES: 1. Concrete shall be 308kg/M 3-C-17-MPa (520-C-2500). 2. See Standard Drawings G-9 and G-10 for joint details. 3. Slope top of curb 6.35mm (1/4") per foot toward street.LEGEND ON PLANS Revision ORIGINAL Add Metric eformatted By Approved Kerchevol T. Stanton T. Stanton Date 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CURB AND GUTTER - COMBINED RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE SlOtlSOOS airperson R.C.E. 19246 Dote DRAWING NUMBER G-2 Varies Width as shown on plan / I / 51mm (2") Weakened Plane Joint- NON-CONTIGUOUS Width as shown on plan 13mm (1/2") R 13mm (1/2") R CONTIGUOUS NOTES: 1. Concrete shall be 308kg/M3-C-17-MPa (520-C-2500). 2. See Standard Drawings G-9 and G-10 for joint details. LEGEND ON PLANS Revision ORIGINAL Add Metric Reformatted By Approved Kerchevol T. Stanton T. Stanton Date 12/75 SAN DIEGO REGIONAL STANDARD DRAWING 03/03 04/06 SIDEWALK - TYPICAL SECTIONS RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Chairperson R.C.E. 19246 Dote DRAWING NUMBER G-7 Existing Score Mark Area to be removed 1.5m (5'), or from joint to joint in panel whichever is less -Existing Joint Existing Score Mark SIDEWALK PLAN Area to be removed -Existing Joint SIDEWALK SECTION Area to be removed 762mm (30") min. 1.5m (5'), or from joint to joint in panel whichever is less from existing joint or edge of curb • Curb Line •Gutter Line Existing Joint or Edge i Existing Score Mark Area to be removed CURB PLAN 1.5m (5') min. from existing 1.5m (5') min.joint or edge of pavement •Existing Joint or Edge PAVEMENT SECTION 38mm (1-1/2") min. NOTE: When distance from "Area to be removed" to existing joint, edge or score mark is less than minimum shown, "Area to be removed" shall be extended to joint, edge or score mark. Concreteto be removed 1 Remaining edge to be smooth and true with no shatter. •Saw Cut SECTION Showing Cut Revision ORIGINAL Add Metric Reformatted By Approved Kerchevol T. Stanton T. Stanton Date 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CONCRETE CURB, GUTTER, SIDEWALK AND PAVEMENT REMOVAL AND REPLACEMENT RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE hfrirperson R.C.E. 19246 Dote DRAWING NUMBER G-11 .Transitional area, depress toe of gutter. to match cross gutter slope. PLAN 7 unless otherwise shown on Bose fnoteriol os shown on ptons t/2* R Typical SECTION NOTES 1. Cross gutter to be constructed where the drainage is corricd across street. 2. Minimum oKoMbte crass slope is 0.5X. 3. Concrete shot! be 560-C-J250, 4. In ofl coses subgrode shott be compacted to 95X minimum relative compaction to depth of 12". LEGEND ON PLANS Revision ORIGINAL By Approved Kerchevol Date 12/75 SAN DIEGO REGIONAL STANDARD DRAWING MID-BLOCK CROSS GUTTER RECOMMENDED BY THE SAN OJEGO REGIONAL STANDARDS COMMITTEE R.C.E. 19246 Doll DRAWING NUMBER G-13 /— Monolithic curb if — v / specified or required \ R/w. _ / Private Driveway ...V _K/W c 3 } E ISCM in Curb ^ Line 1:12 K "" CM 1:12 f — Depressed Curb — " , Gutter — • PLAN < \ ^- 305mm (12") wide border with 6mm (1/4") grooves approx. 19mm (3/4") O.C. TABLE A Driveway Curb Opening Y Driveway Width (See Table A) Shown On Plans Y (See Table A) Bottom of Curb — ' ELEVATION Monolithic curb if — ^ specified or required\^ X / — Edge of Sidewalk r — ••'• ••'•<iv^.<- 1- - v • ~_^Vi X CURB HIEGHT 25mm 1") 1 51mm 2") -rJ- 76mm 3") — j- 102mm 4") I 127mm 5") 152mm 6") 178mm 7") 203mm 8") /^^ Y RAMPLENGTH 152mm 0-6") 457mm 1'-6") 762mm 2'-6") 1.10m 3'-6J 1.40m 4'-6") 1.70m 5'-6"j 2.0m 6'-6") 23m 7'-6") \ 140mm (5 1/2")— 1 WWtf£&&dT^s\ f J_25mm (A \ / V^x Above Guttert \ 1 *ji» !•*••" SECTION ^~--_\ / ' " / ~*A 13mm (1/2") R/ NOTES: 1. No concrete shall be placed until forms and subgrade are inspected by the Agency. 2. Concrete shall be 308 kg/M3C 17 Mpa (520-C-2500). 3. See Standard Drawings G-15 and G-16 for width and location requirements. 4. See Standard Drawings G-2 and G-10 for curb and joint details. Revision By Approved Dot ORIGINAL HH T. Stanton 02/ Add Metric T. Stonton 03/ Reviewed T. Stanton 04/ QAM niFfiO RFRIONA 03 33— ^/\&i^nr36 CONCRE (FOR CONFir RECOMMENDED BY THE SAN DIEGOL STANDARD DRAWING REGIONAL STANDARDS COMMITTEE ^•M-f 7"-*-. ETE DRIVEW/ JED RIGHT-0 V «^ j^s*%yflgt<U<r*J siotieoos * • CW&irperson R.C.E. 19246 Dote F-WAY) DRAWING r 4AnNUMBER «-lW Monolithic curb if specified or required Transition area 305mm (12 in.) wide border See Detail A Std. Dwg. G-32 Face of Curb Lip of Gutter PLAN - TYPE A See Type A Curb Monolithic if specified or pi.22m (41) min. R/W requirea Transition area _Sidewalk -R/W -See Type B Top of curb Face of Curb 305mm (12") wide border See Detail A Std. Dwg. G-32 1.22m152mm (4-) min_ (6 ) — PLAN ELEVATION TYPE B Gutter flow line NOTES: 1. See Drawing G-32 for general notes. 2. For truncated domes details, please see Drawing G-30. 3. Z side slope shall be 10:1. 4. Landing cross slope shall be 2.0% max. in both directions. Note 4 0.61ml- (2') SECTION A-A 5% maximum gutter apron slope at ramp opening -See Detail B Std. Dwg. G-32 Revision ORIGINAL Add Metric UPDATE Revised Approved M.Bahmanian T. Stanton D. Oavies T. Stanton Dote 4/86 03/03 12/04 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CURB RAMP - TYPES A AND B (NEW CONSTRUCTION) RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE DRAWING NUMBER G-27 10' mox.10' max. Footing -Crown (or droinoge Ground Line- Depth = 2'-6" for fence heightoTV or underDepth = J'-O for fence heightof over 5. /- Corner or V End Post Fastener -Footing ~L Diameter of footing = 4 times -outside dtofneter of post. NOTES 1. All footings shall be 520-C-2500 concrete. 2. The following items shall be furnished and instated only when shown on the plans and/or called for in the special provisions. o. Barbed Wire b. Extension Arm c. Top Horizontal Rail 3. Chain link fence shall conform to Section 206-6 of the Standard Specifications for Public Works Construction unless specifically noted on this drawing. 4. See Standard Drawing M-20 for additional details. EXTENSION ARM AND BARBED WIRE LEGEND ON PLANS —o—«—«—H-—o Revision ORIGINAL By Approved A.Kerchevol 12/75 Dote SAN DIEGO REGIONAL STANDARD DRAWING CHAIN LINK FENCE RECOMMENDED BY THE SAN DCCO REGIONAL STANDARDS COMMITTEE Date DRAWING NUMBER M-6 ,3.1m (10') mox.3.1m (10') max. /- Comer or y End Post Fastener Crown for drainage Ground Line -51mm (2")7J /0« Depth = 762mm (2'-6") for 151mm (T) fence height of 1.5m (?) or 229mm (9) height of 1.5m (o) or under. Depth = 914mm (3'-0") _ for fence height of over 1.5m (5')^ Diameter of footing = 4 timesoutside diameter of post. -Footing L51mm (2") NOTES 1. All footings shall be 309kg/M3-C-22-Mpo (520-C-2500) concrete. 2. The following items shall be furnished and installed only when shown on the plans and/or called for in the special provisions. a. Barbed Wire b. Extension Arm c. Top Horizontal Rail 3. Chain link fence shall conform to Section 206-6 of the Standard Specifications for Public Works Construction unless specifically noted on this drawing. 4. See Standard Drawing M-20 for additional details. EXTENSION ARM AND BARBED WIRE LEGEND ON PLANS Revision ORIGINAL Add Metric Reviewed By Approved A.Kercheval T. Stonton T. Stanton Date 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CHAIN LINK FENCE RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE oirperson R.C.E. 19246 Dote DRAWING NUMBER M-6 NOTES 1. Structural steel tubing used for post & sleeves shall be galvanized 12 gauge cold rolled steel, of the nominal dimensions shown hereon and meet the requirements of ASTM A446 Grade A. 2. Galvanizing shall be per ASTM A525. Posts & sleeves shall have 7/16* dia. holes spaced 1" o.c. ±1/8" & shall hove no more variation in stroightness than 1/16* in 3*. Posts shall be square within ±0.014*. have twist no greater than 0.062* in S and hove comer radii of 5/32* ±1/64". 3. The signs shall be mounted on posts in accordance with Section 56. "Signs* of the State Standard Specifications. All fastening hardware is to be provided by the Contractor. 4. Maximum sign size 5.2 sq. ft. 1 3/4'x 1 3/4' 12 Gauge Post &.2^<n "5 to ! o "s06 i•I02 K | 17 2"±s, 'lo1 , 1 lo< V 3* < f 1 X<W<^s/ ^vvX^/ 2 1/4"x 2 1/4" /^ 12 Gouge Post — ' 2*x 2"-12 Gouge S Post — / s r • If < ^S L ,1 < , ^ 3/8 Rivet Soec Dimension: Grip Range Finish: Eta AS1 T» i— 3/8" Rh — 21/4*/ i , «•« ,- a fe U 7* Anrb Rivet (Typical) 7/8" Dia. Head 200-.356 o-Golvanize -8-633 III SO Existing Ground Revision ORIGINAL Approved C.Porkinson Date 2/95 SAN DIEGO REGIONAL STANDARD DRAWING BREAK-AWAY SIGN POST RECOMMENDED BY THE SAN OCCO REQONAL STANDARDS COMMITTEE R.C.E. 19246 Dote DRAWING NUMBER M-45 SIDEWALK CURB & GUTTER METER AND BALL VALVE BY DISTRICT CONNECT TO OUTLET ASSY. NOTES: 1. CONTRACTOR SHALL ADJUST ANGLE VALVE & METER BOX TO F.G. AFTER SIDEWALK IS INSTALLED & APPROVED 2. DISTRICT WILL SET METER AND BALL VALVE 3. ALL COPPER JIONTS SHALL BE SILVER SOLDERED IN CONFORMANCE WITH SPECIFICATIONS. 4. TAP TO MAIN TO BE MINIMUM OF 24" FROM NEAREST COUPLING, FITTING, VALVE, BELL OR OTHER TAPS. 5. POSITON ANODE MIDWAY BETWEEN PIPELINE AND METER BOX. 6. INTERIOR OF METER BOX SHALL BE CLEAR OF DEBRIS TO DEPTH OF 12" AND CORP STOP FULLY EXPOSED DETAIL N ON-CONTIGUOUS SIDEWALK & CURB ITEM DESCRIPTION SPEC/DWG COPPER. (TYPE 'K' . SOFT) OUTLET ON PVC PRESSURE PIPE 8 OUTLET ON AC PIPE OUTLET ON CML&C STEEL PIPE OUTLET ON DUCTILE IRON PIPE 1" ANGLE METER STOP METER BOX AND COVER (TRAFFIC AREA) METER BOX AND COVER (NON-TRAFFIC AREA) 30 LB. ZINC ANODE WITH ANODE LEAD WIRE 25 REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT I" WATER SERVICE CONNECTION FOR 5/8", 3/4" & I" METERS CITY ENGINEER 6-OA DATE STANDARD DWG. NO.W3 FLANGED BALL VALVE BY DISTRICT NOTES: 1. DISTRICT WILL SET METER AND BALL VALVE 2. ALL COPPER JIONTS SHALL BE SILVER SOLDERED IN CONFORMANCE WITH SPECIFICATIONS. 3. TAP TO MAIN TO BE MINIMUM OF 18" FROM NEAREST COUPLING OF TAP. 4. POSITION ANODE MIDWAY BETWEEN PIPELINE AND METER BOX. 5. FOR NON-CONTIGUOUS SIDEWALK SEE 'DETAIL DRAWING W3. ITEM DESCRIPTION SPEC/DWG 2" COPPER SERVICE PIPE OUTLET ON PVC PRESSURE PIPE 8 OUTLET ON ACP PIPE 8 OUTLET ON CML&C STEEL PIPE OUTLET ON DUCTILE IRON PIPE 2" ANGLE METER STOP METER BOX AND COVER (TRAFFIC AREA) 8 METER BOX AND COVER (NON-TRAFFIC AREA) 2" C X C 90' ELL (SILVER SOLDERED). 10 30 LB. ZINC ANODE WITH ANODE LEAD WIRE 25 REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT 2" WATER SERVICE CONNECTION FOR I I/2" & 2" METERS 6-04 CITY ENGINEER DATE STANDARD DWG. NO.W4 NOTES: 1. FIRE HYDRANT BASE - 6 EA. 13/16" DIA. HOLES. 2. BOLTS &c NUTS - 3/4" X 3" HEX HEADS. 3. INSTALL BOLTS WITH NUTS ON TOP OF FLANGE. 4. SEE SPECIFICATION FOR PAINTING REQUIREMENTS. (BEGIN PAINT AT SCORE IN BREAK-OFF SPOOL). 5. SEE SPECIFICATION FOR BURIED FLANGE REQUIREMENTS. 6. SEE IMPROVEMENT PLANS FOR FIRE HYDRANT LOCATIONS. 7. A 3' CLEAR SPACE SHALL BE MAINTAINED AROUND THE CIRCUMFERENCE OF F.H. EXCEPT AS OTHERWISE REQUIRED OR APPROVED. * 36" BEHIND FACE OF CURB FOR NON-CONTIGUOU NO SIDEWALK. ITEM DESCRIPTION SPEC/DWG A.C.P. - RT X FL TEE. DUCTILE IRON PIPE - D.I. TEE WITH 6" FL. OUTLET. ( PJOR MJ X FL ) STEEL PIPE - 6" STEEL FL OUTLET. ASBESTOS CEMENT PIPE - RT X FL TEE WITH 6" OUTLET. 6" FL X PJ GATE VALVE. 6" CLASS 150 PVC PRESSURE PIPE. 7 X 30 PJ X FL BURYELL ( 6 HOLE PATTERN ). 8 6 VARIABLE LENGTH FL. BREAK OFF SPOOL. ( GROOVED BOTH ENDS ). 6" FIRE HYDRANT. 10 POLYETHYLENE WRAP. 11 VALVE BOX ASSEMBLY. 12 THRUST BLOCK REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT FIRE HYDRANT ASSEMBLY CITY ENGINEER 6-04 DATE STANDARD DWG. NO.WI2 NOTES: 1. THERE SHALL BE NO FITTINGS OR CONNECTIONS BETWEEN THE METER AND BACKROW ASSEMBLY. 2. CONSTRUCT 2' HIGH RETAINING WALL ON 3 SIDES OF BACKROW PREVENTER WHEN INSTALLED ON 4:1 OR GREATER SLOPE. OPEN END SHALL BE AT DOWNHILL SIDE OF SLOPE. PROVIDE 2' HORIZONTAL CLEARANCE BETWEEN WALL AND BACKFLOW PREVENTER. 3.DO NOT INSTALL IN AREA SUBJECT TO FLOODING. CONSUMERS RESPONSIBILITY TO BE INSTALLED PURSUANT TO MUNICIPAL CODE BOOK 14.08.010.4001-SEC.5 & TITLE 17 OF THE CALIFORNIA ADMINISTRATIVE CODE. ITEM DESCRIPTION SPEC/DWG METER AND VALVE ( BY DISTRICT ). TYPE K HARD OR TYPE L HARD COPPER OR BRASS RISER.W-9 COPPER OR BRASS 90' ELBOW { SOLDER JOINTS OR THREADED FITTINGS COPPER OR BRASS NIPPLE. BRASS UNION. APPROVED BACKFLOW PREVENTER ASSEMBLY. CONCRETE THRUST BLOCK 8 METER BOX ( BY DISTRICT ). REV.APPROVED DATE CARLSBAD MUNICIPAL WATER DISTRICT 2 INCH AND UNDER BACKFLOW INSTALLATION CITY ENGINI DATE STANDARD DWG. NO. Manhole frame and cover see drawing M-1- "#13 (#4) n around opening Transition to normal curb height in 3m (10') on both sides unless otherwise - noted See note 7 Galv. steel angle continuous and protection bar. See drawing D-12- #13Cj-©i52mm ' -L 4—•-'--=? 102mm (4") radius 305mrn[~ (12") _L #130305mm of Gutter (#4§12")305mm (1-0") 152mmWing where occurs one or both sides 457mm (T-6") SECTION B-B 305mm (12") Slope gutter 76mm (3") or match existing roadway surface Length shown on plans PLAN # 130305mm (#4§12") 76mm (3") clr. 191mm (7-1/2") lounded pipe ends see drawing D-61 =#13 (#4) around pipe Slope floor 12:1 towards outlet Determined by pipe size—1.22m (4') min., 2.44m (8')max. SECTION C-C NOTES I.See Standard Drawings D-11 & 0-12 for additional notes and details. 2. Types are designated as follows: (no wing)A, (one wing)A-1, (two wings)A-2. 3. Exposed edges of concrete shall be rounded with a radius of 13mm (1/2"). 4. When V exceeds 4' steps shall be installed. See Standard Drawing D-11 for details. 5. Concrete gutter to match adjacent gutters. 6.An expansion joint shall be placed at the ends of the inlet where the curb is to adjoin. 7. Provide 6.35mm (1/4") tooled groove in top slab in line with back of adjacent curb. 8. Surface of top slab shall be sidewalk finished to drain toward street at a slope of 6.35mm (1/4") per foot. 9. Maintain 38mm (1-1/2") clear spacing between reinforcing and surface unless otherwise noted. SECTION A-A LEGEND ON PLANS EJ1 Revision ORIGINAL dd Metric Reformatted By Approved Kerchevol T. Stanton T. Stanton Date 12/75 03/03 04/06 SAN DIEGO REGIONAL STANDARD DRAWING CURB INLET - TYPE A RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE Sirperson R.C.E. 19246 Date DRAWING NUMBER D-1 <N Manhole frame and cover. *~ See drawing M-2 v £, #13 (#4)@ ^^ Elev. shown on plans — y \ 1 152mm (6") botfA f""^ \ \ 2 "'I£=a^^. G=3 Rounded pipe endsSee drawing D-61^. ~: -12:1 I •'^ — ' ' '""T-3 T 1 L_B I SECTION A-A 4-113 (#4)around pipe — v A F^- (L *';•: / 279mm (11") J^ V unless shown ae —*- otherwise on J | plans TT; •v; around pipe — ' L^- 1 _„, ^ ^ i » *i i' •> * ==- -jj til =^> y ^T?^L- "'EleVL^^du °n £T Slope floor 12:1 ^^-^^—^ -~l-' *. 610mm (21) X ^==^L vz=^/£p^^L-_-_^^ J I \s' I 1.22m (4') T SECTION B-B tr> ro, is FEW jf"^ shown Dlans PLAN NOTE: 1. See Standard Drawing D-11 for additional notes and details. 2. When V exceeds 1.22m (4') steps shall be installed. See Standard Drawing D-11 for details. 3. Exposed edges of concrete shall be rounded with a radius of 13mm (1/2"). 4. Construct openings on both sides unless otherwise shown on plans. 5. Maintain 38mm (1-1/2") clear spacing between reinforcing and surface. LEGEND ON PLANS 6. Install 25mm (1") steel protection bar. Revision By Approved ORIGINAL Kercheval Add Metric T. Stanton Reformatted T. Stanton 9 AIM Ult 12/75 03/03 04/06 RECOMMENDED BY THE •GO REGIONAL STANDARD DRAWING REQONAL STANDARDS _ JU i^T 7^-^ CATCH BASIN - TYPE F SAN DIEGO COMMITTEE slotisoos Ch^rperson R.C.E. 19246 Date DRAWING n 7 NUMBER u-/ (min.) 3/4" Crushed Rock SECTION NOTES 1. For trenching on improved streets see Standard Drawing G-24 or G-25 for resurfacing details. 2. (*) indicates minimum relative compaction. Revision By Approved ORIGINAL Parkinson Date 2/95 SAN DIEGO REGIONAL STANDARD DRAWING PIPE BEDDING AND TRENCH BACKFILL FOR STORM DRAINS RECOMMENDED BY THE SAN DIEGOREGIONAL STANDARDS COMMITTEE Choirpefson R.C.E. 19246 Dote jjgf D.60 Face of drainage structure Face of drainage structure Face of drainage structure Concrete pipe BELL END SPIGOT END R - Thickness of pipe CUT END Face of drainage structure Corrugated steel pipe NOTE The rounded areas may be built up of cement mortar or poured in place with the drainage structure. CUT END R - Inside diameter of pipe 10 Revision ORIGINAL Approved Kerchevol Dote 12/75 SAN DIEGO REGIONAL STANDARD DRAWING ROUNDED PIPE ENDS IN DRAINAGE STRUCTURES RECOMMENDED BY THE SAN OCGO REGIONAL STANDARDS COMMITTEE R.C.E. 19246 Date DRAWNG NUMBER D-61 ELEVATION 3* Maximum gap — 6"Overlap finish smooth with Qoss C mortor 6* Minimum overlap on each pipe x-Cut pipe end L, SECTION A-A NOTES 1. Pipe collar does not have to be finished if covered. 2. Concrete shall be 560-C-3250. J. Where gap exceeds 3" but is not more than 6' an internal form shall be used. |pftFNn „,LtWJW UN Revision ORIGINAL By Approved Kerchevol Dote 12/75 SAN DIEGO REGIONAL STANDARD DRAWING PIPE COLLAR RECOUUCNDED BY THE SAN MECO«uax»n. STANDARDS COMMTTEE R.C.E. 19246 Dote DRAWING NUMBER Pole Top- Arm Length 8' max Curve Overhang 1' min Luminoire Most Arm Core 5' dio 12* high (min) Hand hole to face street - Undisturbed Earth Select Sand. 95Xminimum relative compaction Finish Code DIRECT BURIAL FOUNDATION 560-C-3250 P.C.C. Anchor basesquare or round, odd 1 to .eachdimension for loose soil or softday conditions. Finished Grade Anchor bolts mustnot protrude - POLE HEIGHT 25' ±2' 28' ±2' 23' -0* 26' -6' MOUNTING HEIGHT 27' ±f 30' ±r 26' -9* 30' -0" LAMPSZE (WATTS) 170 M.V. 100 H.P.S. 90 LP.S. 400 M.V. 250 H.P.S. 180 LP.S. 70 H.P.S. 150 H.P.S. ANCHOR BASE FOUNDATION 1 1/4* minimumbolt dearonce Anchor bolts1 (4 req.) 1"x36*x4*hook, galvanized. Use two leveling nuts with washers (oil galv.) oneach bolt. Revision ORIGINAL By Approved Kerchevol Dote 12/75 SAN DIEGO REGIONAL STANDARD DRAWING STREET LIGHTING STANDARD RECOMMENDED BY THE SAN OCGO REOONAL STANDARDS COMMITTEE Choi R.C.E. 19246 Date DRAWING NUMBER E-1 csr ii Clomp 7. • |8 copper wire grounded to pole steel with lug. I Iin^fc ~ -18 copper wire grounded to pole steel with lug. STEEL CONDUIT NON-METALLIC CONDUIT DIRECT BURIAL FOUNDATION Attach ground wire under anchor nut. See Detail A —1/2" Rigid Steel Conduit— STEEL CONDUIT NON-METALLIC CONDUIT ANCHOR BASE FOUNDATION M) 3/4" x 8' copper covered steel ground rod. (7) Alternate Ground: 15 feet no. 4 stranded ^^^ copper wire, coiled. ($j Approved non-metallic conduit. (7) Steel conduit. Steel Conduit DETAIL A Revision ORIGINAL Approved Kerchevol 12/7! Dote SAN DIEGO REGIONAL STANDARD DRAWING GROUNDING OF CONCRETE LIGHTING STANDARDS RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE R.C.E. 19246 Date DRAWING NUMBER E-2 MD1/2" MIN. •LIP3/4" MAX.1/8" EDGE TAPER PRECAST REINFORCEDCONCRETE 2" TYPICAL FINISHED GRADE CLEAN CRUSHED ROCK" MAX.) , SECTION A-A B SECTION B-B MOLDED LETTERS-1/8* DEEP (SEE NOTE 2) ^- Z TRAFFIC , T SIGNAL """ ' "L ,*\o.c ( "\\ V R ,4",O.C. X Jt \ /,SA* tff ? i \ 3/8> DEF." tt: CJ D_ PLAN TYPE 31/2 5 COVER EDGE THICKNESS 1 3/4" 2' MIN. DEPTH BOX AND EXTENSION NO EXTENSION 22' L* 15 3/8' 23 1/4" W* 10 1/8" 13 3/4" R 1 1/8" 1 1/4" TOP DIMENSION COVER REINFORCING PLAN NOTES: 1). USE STEEL COVER WHEN SUBJECTED TO TRAFFIC LOADS. 2). PULL BOX COVER SHALL BE MARKED "STREET LIGHTING" WHERE PULL BOX CONTAINS STREET LIGHTING CONDUCTORS ONLY. "HIGH VOLTAGE" SHALL BE ADDED WHERE VOLTAGE IS ABOVE 600 VOLTS. 3). THE L AND W DIMENSIONS OF THE COVER SEAT SHALL BE 1/8" GREATER THAN THE COVER DIMENSIONS. 4). COMPACT EARTH UNDER AND AROUND PULL BOX. REV.APPROVED DATE CITY OF CARLSBAD PULL BOX FOR TRAFFIC SIGNAL AND STREET LIGHTING 6-04 CITY ENGINEER DATE SUPPLEMENTAL STANDARD NO.GS-21 APPENDIX C SOILS REPORT LEIGHTOH AND ASSOCIATES, INC. • EllgpllMfMQ Consultants PRELIMINARY GEOTECHNICAL EVALUATION FOR TENTATIVE MAP PURPOSES, CARLSBAD RANCH, CARLSBAD, CALIFORNIA July 5,1994 Project No. 4930489-05 Prepared For CARLTAS COMPANY 5600 Avenida Enemas, Suite 100 Carlsbad, California 92008-4452 3934 MURPHY CANYON ROAD, SUITE B205. SAN DIEGO. CA 92123 (619) 292-8030 • (800) 447-2626 FAX te/9) 292-0771 LEIGHTON AND ASSOCIATES, INC. July 5,1994 Project No. 4930489-05 To: Carltas Company 5600 Avenida Entinas, Suite 100 Carlsbad, California 92008-4452 Attention: Mr. Chris Calkins Subject: Preliminary Geotechnkal Evaluation for Tentative Map Purposes, Carlsbad Ranch, Carlsbad, California In accordance with your request, we have performed a geotechnical evaluation for tentative map purposes for the proposed Carlsbad Ranch located northeast of the intersection of Palomar Airport Road and Paseo del Norte in Carlsbad, California. Based on the new design of the tentative tract map, we have re-evaluated the previous geotechnical investigations performed for the Carlsbad Ranch project, updated our findings and conclusions, and revised our recommendations were appropriate. In addition, we have evaluated our geotechnical reports of adjacent tracts that are pertinent to the recently acquired parcels that have been annexed to the Carlsbad Ranch tract The accompanying report presents a summary of our evaluation and provides revised conclusions and recommendations relative to the proposed site development of the entire tract. We understand that the proposed development of the Carlsbad Ranch project will include the Lego Family Park, Pointe Carlsbad Resort, two golf courses, the Gemologfcal Institute of America Museum, agricultural preserve (flower fields), Research and Development/Commercial Park, hotel and retail centers, open space, and associated improvements (eg. streets, parking, landscape, utilities, etc.). Based of the results of our evaluation and our understanding of the site improvements, the proposed development is considered feasible from a geotechnical standpoint provided the recommendations outlined in this report are implemented during site grading and construction. 3934 MURPHY CANYON ROAD. SUITE B205, SAN DIEGO, CA 92123 (619) 292-8030 • (800) 447-2626 FAX (619) 292-0771 4930489-05 If you have any questions regarding our report, please contact this office. We appreciate this opportunity to be of service. Respectfully submitted, LEIGHTON AND ASSOCIATES, INC CERTIFIED ENGINEERING GEOLOGIST RKW/JGF/MRS/kr Distribution: (3) Addlessee Randall K. Wagner, Project Geologist Michael R. Stewart, CEG 1349 (Exp. 6/30/96) Director of Geology (4) ODay Consultants Attention: Mr. Jerry O'Connell 4930489-05 T|V*TrF op CONTENTS Section Page 1.0 INTRODUCTION 1 1.1 Purpose and Scope 1 1.2 Site Description < 1 1.3 Proposed Development 3 1.4 Previous Site Investigations 4 2.0 SUMMARY OF GEOTECHNICAL CONDITIONS 6 2.1 Regional Geology 6 2.2 Site Geology 6 2.2.1 Santiago Fbnnation (Map Symbol - Ts) 6 2.2.2 Terrace Deposits (Map Symbol - Qt) 7 2.23 Alluvium (Map Symbol - Qal) 7 2.2.4 CoUuviura (Map Symbol - Qcol) 7 2.2.5 Lagoonal Deposits (Map Symbol - Ql) 7 2.2.6 Topsoil (Unmapped) 7 22.7 Undocumented Fill (Map Symbol - Afu) 8 23 Geologic Structure 8 2.4 Ground Water 8 2.5 Faulting and Seismicity 9 2.6 Seismic Considerations 9 2.6.1 Ground Shaking 10 2.6.2 Liquefaction/Dvnamic Settlement 10 2.7 Mass Movement 10 2.8 Existing Slope Conditions 10 2.9 Expansion Potential 11 2.10 Sulfate Content, Minimum Resistivity and pH 11 3.0 CONCLUSIONS 12 4.0 RECOMMENDATIONS 14 4.1 Earthwork 14 4.1.1 Site Preparation 14 4.1.2 Removal and Recompaction of Potentially Compressible Soils 14 4.1.3 Excavations 15 -i- 4930489-05 TABLE OF CONTENTS (continued) 4.1.4 Fill Placement and Compaction 16 4.1.5 Transition Lots 16 4.1.6 Earthwork Shrinkage/Bulking 16 4.2 Control of Ground Water and Surface Waters 17 4.3 Slope Stability 18 43.1 Graded Slopes 18 43.2 Natural Slopes 18 4.4 Preliminary Foundation Design Considerations 19 45 Special Design and Grading Considerations for Fill Settlement 19 4.6 Proposed Development in Undocumented FQl Areas 20 4.7 Foundation Setbacks 21 4.8 Expansive Soils 21 4.9 Retaining Wall Design Considerations 21 4.10 Type of Cement for Construction 22 4.11 Corrosion Resistance 23 4.11.1 Structural Plate Arch Underpass 23 4.12 Pavement Design 23 5.0 CONSTRUCTION OBSERVATIONS 25 Figure Figure 1 - Site Location Map 2 Plate Plates 1 and 2 - Geotechnical Map In Pocket Appendices Appendix A - References Appendix B - Boring and Trench Logs Appendix C - Laboratory Test Results and Test Procedures Appendix D - General Earthwork and Grading Specifications - ii - 4930489-05 1.0 JNTRODUenQK 1.1 Purpose and Scope This report provides a summary of our findings, conclusions and preliminary recommendations regarding the onsite soil and geologic conditions at the site for tentative map purposes. The recommendations provided herein are based on our review of the undated 300-scaIe site plan and the 200-scale preliminary tentative map (dated July 1994) prepared by OT>ay Consultants, and the previously issued geotechnical reports relative to the revised Carlsbad Ranch project The purpose of our study was to evaluate the geotechnical conditions at the site and to provide conclusions and recommendations relative to site development based on the revised tentative tract map. The scope of our services during the evaluation included the following: » Review of geotechnical literature and aerial photographs pertaining to the general vicinity of the site and geotechnical reports pertaining specifically to the site. A list of the items reviewed is included in Appendix A. » Field reconnaissance of the site and general vicinity. » Geotechnical analysis of the data obtained. * Preparation of this report presenting our findings, conclusions and recommendations with respect to the proposed development Our report included the results of the previous subsurface exploration studies and laboratory data applicable to the Carlsbad Ranch project (including recently acquired parcels). No additional subsurface investigations or laboratory testing was performed as part of this evaluation relative to the revised tentative tract map. 1.2 Site Description The site is located northeast of the intersection of Palomar Airport Road and Paseo del Norte in Carlsbad, California (Figure 1). The project, called Carlsbad Ranch, is an irregular-shaped parcel encompassing approximately 548 acres. Carlsbad Ranch is bounded by Palomar Airport Road on the south, Car Country Carlsbad and the proposed realignment of Paseo del Norte on the west, Agua Hedionda Lagoon on the north and Hidden Valley road and agricultural land on the east -1 - -N- Base Map: Aerial Fbto-Map Book, San Diego Couity,1986-87, Aerial Graphics, Page 7D and 86 2000 4000 feet Approximate Scale CARLSBAD RANCH CARLS8AD, CALFORMA SITE LOCATION MAP Project No. 4930469-05 Date 7/5/94 I FIGURE 1 4930489-05 Topographically, the site is characterized by northwest-southeast trending ridges and intervening valleys. Elevations of Carlsbad Ranch range from approximately 60 feet mean sea level (m.s.1.) on the west side of the property to approximately 260 feet m.s.L on the ridgeline along the northeastern side of the property. Natural slopes on the site are relatively gentle, however, man-made cut and fill slopes (with slope inclinations up to 1:1 [horizontal to vertical]) are present in places around the perimeter of the tract and in developed areas within die tract Existing improvements on site are generally related to past and present agricultural activities on the site. Improvements associated with the agricultural fields include underground irrigation lines and valves, maintenance and storage yards, city water lines supplying the water reservoir on the east side of the site, and minor fills. Improvements associated with the agricultural packing/distribution plant located in the south-central portion of the site include a relatively large fill area creating the building pad, parking and storage areas, approximately four to six buildings and covered areas, underground utility lines, above-ground fuel tanks and man-made cut and fin slopes. In the southeastern portion of the site, one of the north-south trending canyons had been infilled with undocumented fill soils placed during the grading of Car Country Carlsbad in the middle 1980's. As encountered during our Phase n environmental study performed in 1989, a moderate amount of trash (including vegetation, plastic sheeting and tubing, paper, etc.) was encountered in the undocumented fill soils in this vicinity (Leighton, 1989b). 13 Proposed Development Our review of the preliminary tentative tract map (ODay, 1994), grading plans for Units 1 through 3 of Carlsbad Ranch (O*Day, 1993 and undated), and our understanding of the project, future use of the site will include the construction of the Lego Family Park, Gemological Institute of America Museum, Pointe Carlsbad Resort complex, two golf courses, agricultural preserve (flower fields), Research and Development/Commercial Park, hotel and retail centers, open space and associated improvements (eg. streets, parking, landscape, utilities, etc.). Development of Carlsbad Ranch wfll include the grading of 23 lots. Proposed grading is anticipated to consist of cuts and fills creating sheet-graded for the building pads, streets and other improvements within the tract Cut and fill slopes are anticipated to be constructed at slope inclinations of 2:1 (horizontal to vertical) or flatter. Grading in the agricultural preserve is expected to be minimal. -3- 4930489-05 1.4 Previous Site Investigations A number of previous site investigations have been performed for the Carlsbad Ranch project and the adjacent parcels (which have been annexed to Carlsbad Ranch). The geotechnical investigations which were reviewed and their findings, conclusions and recommendations incorporated into this report include the following: • Preliminary Geotp^hniral Investigation for Rancho Aeua Hedionda (1987 through 19891 by Leighton and Associates. This report evaluated the parcel of land north of Car Country Carlsbad between the proposed Cannon Road extension and Agua Hedionda Lagoon to the north, • Results of Near-Surface Soil Sampling for Hazardous Materials at Carlsbad Ranch (1989) by Leighton and Associates. This Phase n environmental report mainly evaluated potential sources of hazardous materials on the site as the result of the past agricultural activities. However, as part of this investigation, the undocumented fill area in the southeastern portion of the site was partially evaluated. • Preliminary apd Supplemental Geotechnical Evaluation of the Proposed College Business Park (1984 through 1991> by Leighton and Associates. These evaluations covered the property east of Carlsbad Ranch (of which an approximate 22-acre parcel was annexed to Carlsbad Ranch). limited investigation provided a preliminary evaluation of the Carlsbad Ranch project. As part of this study, the previous investigations performed by Woodward-Clyde Consultants in 1987 and by San Diego Geotechnical Consultants in 1988 were reviewed. • Preliminary Geotechnical Investigation for Units I and n (Phase D of Carlsbad Ranch (1993) by Leighton and Associates. This investigation specifically evaluated the geotechnical conditions of Units I and n of Carlsbad Ranch (including a portion of the proposed Research and Development/Commercial Park, the Gemological Institute of America Museum site and the specially retail complex). stieation for Unit in (Phase ID of ( by Leighton and Associates. This study covered Unit in of Carlsbad Ranch (including a portion of the Research and Development/Commercial Park, a portion of the Lego Family Park complex and the hotel and retail site). Previous investigations included the excavation of large- and small-diameter borings, exploratory backhoe trenches and test pits. The boring trench and test pit logs applicable to the revised Carlsbad Ranch tentative tract map are presented in Appendix B. The approximate locations of the borings, trench and test pits are shown on the Geotechnical Maps (Plates 1 and 2). -4- 4930489-05 In addition, the site investigations included appropriate laboratory testing of representative soil samples collected during the subsurface investigations. Laboratory test results relative to the Carlsbad Ranch project are included in Appendix C The laboratory testing included Atterberg limits, direct shear, expansion index, moisture/density determinations, maximum dry density, soluble sulfate content, and minimum resistivity and pH tests. Brief descriptions of the laboratory test procedures and the laboratory test results are presented in Appendix C. The test results of the moisture/density determinations are presented in the boring logs included in Appendix B. -5-^••••H 4930489-05 2.0 SUMMARY OF GEOTECHNICAL CONDITIONS 2.1 Regional Geology The subject site is located within the coastal suhprovidence of the Peninsular Ranges Geomorphic Providence, near the western edge of the southern California batholith. The topography at the edge of the batholith changes from nigged landfonns developed on the batholith to the more subdued landfonns which typify the softer sedimentary formations of the coastal plain. The subject site is underlain by terrace deposits formed by sea level changes during late Quaternary tune. These soils were deposited on platforms cut into the underlying Santiago Formation. 2.2 Site Geology As encountered during previous site investigations and our review of geotechnical reports applicable to the tract (Appendix A), Carlsbad Ranch is underlain by bedrock units consisting of the Santiago Formation and Terrace Deposits and surficial units comprised of alluvium, colluvium, lagoonal deposits, topsoil, and undocumented fill soils. The area! distributions of the units are shown on the Geotechnical Maps (Plates 1 and 2). Brief descriptions of these units are presented below. 2J2.1 Santiago Formation (Map Symbol - Ts) The bedrock unit underlying the entire site is the Tertiary-aged Santiago Formation. In general, the unit consists of massive to poorly bedded sandstone with interbedded clayey siltstone and silty claystone. The sandstone encountered consisted primarily of light gray, light brown, and light yellow-brown, moist, dense, silty, fine- to occasionally medium-grained sandstone. The sandstone was generally friable, slightly micaceous and massive. The siltstone consisted of medium brown and olive-brown, moist, stiff, clayey siltstones that were fissile to indistinctly bedded and contained calcium carbonate, manganese-oxide and iron-oxide staining. The claystone typically was gray to brown, moist, stiff to hard, fine-grained, sandy to silty claystone that was moderately sheared. Occasional remolded clayseams/claybeds were encountered in the Santiago Formation and consisted of less than 1-inch thick soft to medium stiff, moist to very moist clay (Leighton, 1989a). Where encountered, the upper 6 to 12 inches of the Santiago Formation appears to be moderately weathered, porous and potentially compressible. -6- 4930489-05 X-**K2.2.2 Terrace Deposits (Map Symbol - Qt) '•***!«---•' Quaternary-aged Terrace Deposits locally overlie the Santiago Formation in most areas of the site (especially along the ridgelines). As encountered during the investigations, these deposits generally consist of orange to red brown, damp to moist, medium dense, silty fine- to medium-grained sand. The upper portion of the Terrace Deposits (generally the upper ±2 feet) appeared to be disturbed by the agricultural activities of the site and are anticipated to be slightly porous and potentially compressible. In general, the Terrace Deposits have a very low expansion potential. 2.23 Alluvium (Map Symbol - Qal) Alluvium was encountered during our investigation of the proposed College Business Park (Leighton, 1991) in the low-lying area adjacent to Palomar Airport Road and Hidden Valley Road. As encountered the alluvium generally consisted of potentially compressible, moist to saturated, loose to medium dense silty sands with some sandy silts and sandy clays. 2.2.4 Colluvium (Map Symbol - Qcol) Colluvium was encountered in the low-lying areas within and adjacent to the tract, on the lower hillsides north of Palomar Airport Road and hi the tributary canyons along j**^ the south side of Agua Hedonida Lagoon. As encountered, the colIuvium typically ^^ consisted of dark red-brown, damp to moist, medium dense, silty to slightly clayey sand that was generally 1 to 4 feet in thickness. The colluvium was typically porous and anticipated to be potentially compressible under the load of existing fills or improvements. In places, it was somewhat difficult to distinguish the sandier colluvial soils from the underlying terrace deposits. 2.2.5 Lapoonal Deposits (Map Symbol - Ql) Recent Lagoonal Deposits are present along the shoreline of the Agua Hedionda Lagoon. These soils were observed to consist of soft and poorly consolidated fine sands, silts, and lagoon muds. 2.2.6 Topsoil (Unmapped) Topsoil was encountered essentially covering the entire site but was not mapped. The topsoil was found to be generally dark red-brown, damp, loose to medium dense, silty sands with minor amounts of clay. The topsoil was generally less than 2 feet in thickness, contained minor amounts of decomposed organics, and has been disturbed by the past and present agricultural activities on the site. This unit was evaluated to be potentially compressible under the loading of fill soils or improvements.o -7- 49304894)5 2.2.7 Undocumented Ffll (Map Symbol - Afu) Undocumented fill was encountered in the vicinity of the existing agricultural packing and distribution plant, in the north-south trending canyon in the southeast portion of the site, and in limited places throughout the site. As encountered, the undocumented fill consisted of numerous soil types but typically the fill soils were orange-brown, medium brown and gray, moist to very moist, loose, silty sands and clayey sands. In the vicinity of the agricultural packing and distribution plant, starting at a depth of between 8 and 10 feet, and in the fill area at the southeast portion of the site in the lower portion of the fill, the undocumented fill contained a moderate to abundant amount of partially decomposed organics, pieces of wood and brush, trash, plastic and construction-type debris (eg. concrete, asphalt, rebar, bricks, etc.). In a number of borings located south of the existing agricultural packing and distribution plant, refusal (due to abundant chunks of concrete and asphalt) occurred at depths ranging from 15 to 17 feet below existing grade. Borings to the east and north of the packing plant encountered some trash and debris, but generally the fill soils consisted of relatively clean silty sands. Minor localized areas of undocumented fill were also encountered throughout the fanned portion of the site, but not mapped. Additional minor undocumented fill areas are assumed to be present on the site based on its past agricultural use. 23 Geologic Structure The bedrock units encountered on the site were generally massive with no apparent bedding. However, based on our professional experience in the area, bedding of the Santiago Formation is anticipated to be relatively gently dipping (ie. 5 to 10 degrees) to the west 2.4 Ground Water Perched ground water conditions were encountered during previous subsurface investigations beneath the undocumented fill soils between Pakunar Airport Road and the agricultural packing and distribution plant, in the low-lying area adjacent to the Paseo del Norte, in the alluvium present in the vicinity of Hidden Valley Road, and in the northwestern portion of the tract south of the Agua Hedionda Lagoon. The perched ground water conditions appear to be the result of porous or permeable soils overlying a less permeable unit These perched ground water conditions were encountered at an approximate elevation of 75 feet HLS.L in the vicinity of the packing plant, at an elevation of 53 to 55 feet ms.1. adjacent to Paseo del Norte, around an elevation of 60 feet m.s.1. next to Hidden Valley Road and at an elevations ranging from 12 to 50 feet m.s.1. in the northwest portion of the tract -8- 49304894)5 Z5 Faulting and Seismicitv Our discussion of the faults on the site is prefaced with a discussion of California legislation and state policies concerning the classification and land-use criteria associated with faults. By definition of the California Mining and Geology Board, an active fault is a fault which has had surface displacement within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active fault as any fault considered to have been active during Quaternary time (last 1,600,000 years). This definition is used in delineating Earthquake Fault Zones as mandated by the Alquist-Priolo Earthquake Faulting Zone Act of 1972 and as subsequently revised in 1974,1975,1976,1979,1990,1991,1992 and 1993. The intent of this act is to assure that unwise urban development does not occur across the traces of active faults. The subject site is not located within any earthquake fault zones as created by the Alquist-Priolo Act (Hart, 1992). Our review of available geologic literature indicated that there are no known active or potentially active faults that transect Carlsbad Ranch. However, inactive fault zones were encountered in a number of places within and adjacent to Carlsbad Ranch during previous investigations. Inactive fault zones were encountered in the cut slope along the north side of Palomar Airport Road during previous geotechnical work performed at the site (Geotechnics, 1992) and in the eastern portion of the site (Weber, 1982 and Leighton, 1991 and 1992). The location of the proposed development can be considered to lie within a seismically active region, as can all of southern California. The Rose Canyon Fault Zone which is located approximately 33 miles to the west of the site is considered to have the most significant seismic effect at the site from a design standpoint A maximum credible earthquake of moment magnitude 6.9 on the fault could produce a peak horizontal bedrock acceleration of approximately 0.46g at the site. For design purposes, an effective ground acceleration of 0.40g based on the Uniform Building Code criteria (ICBO, 1991) may be assumed for the anticipated duration of ground shaking. 2.6 Seismic Considerations The principal seismic considerations for most structures in southern California are surface rupturing of fault traces, damage caused by ground shaking and/or seismically induced liquefaction or dynamic settlement. The probability of damage due to ground rupture is considered minimal since active faults are not known to cross the site. Ground lurching due to shaking from distant seismic events is not considered a significant hazard, although it is a possibility throughout the southern California region. -9- 4930489-05 2.6.1 Ground Shaking The seismic hazard most likely to impact the site is ground shaking resulting from an earthquake on one of the major regional faults. As discussed above, a maximum credible event on the Rose Canyon Fault Zone (considered the design earthquake for this site) could produce a peak horizontal bedrock acceleration at the site of 0.46g and an effective ground acceleration of 0.40g. 2.6.2 LjquefactiQfl/Dynamic Settlement Liquefaction of cohesionless soils can be caused by strong vibratory motion due to earthquakes. Research and historical data indicate that loose granular soils underlain by a near-surface ground water table are most susceptible to liquefaction, while the stability of most silty clays and clays is not adversely affected by vibratory motion. Due to the dense nature of the onsite Terrace Deposits and Santiago Formation and the absence of a near surface ground water table, the potential for liquefaction on the site due to the design earthquake is anticipated to be very low. However, due to the presence of perched ground water conditions within the loose and potentially compressible alluvium, coUuvium and undocumented £01 soils, liquefaction and dynamic settlement of these soils may occur as a result of the design earthquake. As a result, remedial measure are recommended to mitigate this liquefaction potential. 2.7 Mass Movement Based on our review of the previous geotechnical reports, available geologic literature and maps, and aerial photographs, no indication of mass movements (such as landslides, surficial slumps, etc.) were observed within the Carlsbad Ranch tract 2.8 Basting Slope Conditions A number of existing graded slopes have been constructed along Palomar Airport Road, along the eastern side of Car Country Carlsbad and in the vicinity of the agricultural packing and distribution plant within south-central portion of Carlsbad Ranch. These slopes have inclinations ranging from 1:1 to 1:3 (horizontal to vertical) or flatter. In general, the 1:1 cut slopes are present around the packing and distribution plant Fill slopes associated with the undocumented fill slopes are also present on the site at slope inclinations of approximately 2:1 (horizontal to vertical) or flatter. Slopes having inclinations steeper than 2:1 should be considered temporary slopes and should be regraded at maximum slope inclinations of 2:1 (unless properly designed with a retaining wall structure). Our geotechnical investigation of the Rancho Agua Hedionda parcel indicated that the existing natural bluff or slope on the south side of Agua Hedionda lagoon is composed primarily of the Santiago Formation sandstone with minor interbedded siltstone and claystone. In addition, a remolded clayseam was encountered in the slope and geotechnical analysis .10- IBHintMB UttttMIt, MR. 4930489-05 indicated the slope may have a safety factor of less than the typically recommended values (Leighton, 198%). 2.9 Expansion Potential The expansion potential of the soils encountered within Carlsbad Ranch are described as follows: • Undocumented Fflk Low expansion potential for the majority of the soils. Minor amounts of silty sand/clayey sand soils may have a moderate expansion potential % Alluvium and Colluvium: Low expansion potential for sandy soils to high for clayey soils. • Topsofl: Low expansion potential for sandy sofls to high for clayey soils. • Terrace Deposits: Very low to low expansion potential. • Santiago Formation: Low expansion potential for sflty sandstone, medium to high for sandy to clayey siltstones and high to very high for the sflty daystones. Expansion testing of representative finish grade sofls on each of the lots should be performed upon completion of rough grading to better assess the expansion potential of the finish grade sofls so that final foundation recommendations can be provided. 2.10 Sulfate Content Minimum Resistivity and oH The test results from the previous investigations performed for the Carlsbad Ranch project and adjacent tracts indicate the onsite sofls possess a negligible to minor soluble sulfate content and a very mfld to high potential for corrosion. Laboratory testing of finish grade sofls at grade or in contact with concrete and/or buried metal conduits should be performed once site-specific plans are developed and/or construction is planned. -11- 4930489-05 3.0 CONCLUSIONS Based on the preliminary tentative tract map and the results of our geotechnical evaluation, it is our opinion that the proposed development of Carlsbad Ranch is feasible from a geotechnical standpoint provided the following conclusions and recommendations are incorporated into the design and construction of the tract The following is a summary of the geotechnical factors which may affect development of the site. » Based on the previous subsurface investigations, the site is underlain by the Santiago Formation, Terrace Deposits, alluvium, colluvium, iagoonal deposits, topsoil and undocumented fill soils. » The topsoil, Iagoonal deposits, colluvium, alluvium, weathered formational material and undocumented fill soils are porous and/or potentially compressible in then- present state and will require removal and recompaction in areas of proposed development or future fill and document If complete removals are not made, some settlement should be anticipated % Based on the previous subsurface investigations of the formational soils and surfidal soils present on the site, we anticipate that these materials will be rippable with heavy-duty construction equipment However, localized concretions and cemented layers within the Santiago Formation if encountered, may require heavy ripping during excavation. * Abundant organks, trash and construction debris were encountered in the existing undocumented fill soils between Palomar Airport road and the agricultural packing and distribution plant and in the north-south trending canyon in the southeast portion of the tract Removal of these deleterious materials wfll be required in order to utilize the undocumented fill soils during site grading. » Laboratory testing results and our previous experience in the area indicate the soils present on the site have the following soil engineering characteristics: - very low to high expansion potential - negligible to minor sulfate content - adequate shear strength in both existing formational soils or as properly compacted fill soils - mild to high potential for corrosion to buried metal conduits * The existing onsite soils appear to be suitable for use as fill material provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. * Perched ground water conditions were encountered within the tract in a number of places. These perched ground water conditions were encountered in, 1) the undocumented fill soils between Palomar Airport Road and the agricultural packing and distribution plant; 2) adjacent to Paseo del Norte on the west side of the tract; 3) within the alluvium located in the southeast corner of the site; and 4) in the northwest portion of the tract. Ground water is not considered a constraint to development, however, ground water seepage or shallow ground water conditions may occur in areas where ground water did not previously exist This is especially true where a relatively -12- 4930489-05 impermeable material such as a claystone or cemented layer underlies a relatively permeable material such as sandstone or sandy fill soils. Remedial recommendations may be provided on an individual case-by-case basis if these situations occur. Since the investigation of the Rancho Agua Hedionda project (Leighton, 1989a) indicated numerous locations of subsurface perched ground water, it should be anticipate that seepage conditions will be encountered within the Carlsbad Ranch. • Active or potentially active faults are not known to exist on the Carlsbad Ranch project. However, inactive faults have been mapped and/or observed transecting the tract • The maximum peak horizontal ground acceleration on the site due to the design earthquake on the Rose Canyon Fault Zone of moment magnitude 6.9 is estimated to be 0.46g with an effective ground acceleration of approximately 0.40g. • Based on our evaluation, the potential for liquefaction of the site soils is considered very low. However, due to the perched ground water conditions and presence of potentially compressible alluvium, colluvium and undocumented fill soils in some areas of the tract, the potential for liquefaction is considered significant unless remedial measures are undertaken to remove and recompact the saturated and potentially compressible soils. • Mass movements such as landslides, surficial slumps, mud flows, etc. were not observed onsite. • The existing 2:1 (horizontal to vertical) or flatter cut slopes present on the south and west sides of the tract are considered surficially and grossly stable from a geotechnical standpoint However, due to the coarse and somewhat friable nature of the onsite soils, rilling and gullying of the slopes is anticipated to be significant • Our previous geotechnical investigation indicated the steeper portions of the existing slope above the Agua Hedionda Lagoon may not be stable due to the presence of a remolded clayseam (Leighton, 1989a). While this clayseam has an orientation which generally dips into slope which is a favorable condition, our analysis indicates that because of the steep nature of the existing natural slope, a structural setback may be warranted if structures or settlement sensitive improvements are proposed near the top of the slope. However, based on the site plans, the currently proposed development indicates a golf course in this area. We further understand that cuts in this area on the order of 40 to 50 feet are proposed which should reduce the height of the slope overlooking the lagoon. -13- 4930489-05 4.0 RECOMMENDATIONS 4.1 We anticipate that earthwork at the site wfll consist of site preparation, excavation, removal and recompaction of potentially compressible soils, fill placement, and backfill. We recommend that earthwork on the site be performed in accordance with the following recommendations, the City of Carlsbad grading requirements, and the General Earthwork and Grading Specifications included in Appendix D. In case of conflict, the following recommendations shall supersede those in Appendix D. 4.1.1 Site Preparation Prior to grading, all areas to receive structural fill or engineered structures should be cleared of surface and subsurface obstructions, including any existing debris, potentially compressible material (such as topsoil, lagoonal deposits, colluvium, alluvium, weathered formation materials, and undocumented fill soils), and stripped of vegetation. Based on the previous subsurface investigations, the undocumented fill soils contain a significant amount of partially decomposed organics, trash and construction debris. Vegetation and debris should be removed from the existing fill soils and property disposed. Holes resulting from removal of buried obstructions which extend below finish site grades should be replaced with suitable compacted fill material All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, brought to near optimum moisture condition, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). 4.1.2 Removal and Recompaction of Potentially Compressible Soils In general, all alluvium, colluvium, topsoil, lagoonal deposits, weathered fonnational soils, and undocumented fill soils not removed by the planned grading, should be excavated, moisture conditioned or dried back to obtain a near optimum moisture content, and then compacted prior to placing any additional fill Typically, these soils including near-surface soils in areas that have been farmed in the past are anticipated to be porous and potentially compressible in their present state, and may settle appreciably under the surcharge of fills or foundation loadings. In areas that will receive fill or other surface improvements, these potentially compressible soils should be removed down to competent fonnational materials and recompacted. In the southeast corner of the tract, our investigation of the College Business Park project (Leighton, 1985) indicated approximately 23 feet of alluvium with the ground water table at approximately 16 feet below the ground surface. Since the investigation was performed in 1984, ground water conditions may have greatly changed. However, we recommend that the alluvium be either completely removed to competent -14- 4930489-05 formational material or to within ±2 feet of the static ground water table. If saturated alluvium is left-in-place, some settlement in the area should be anticipated. If needed, a geotechnical evaluation to assess the settlement potential or the placement and monitoring of settlement monuments may be undertaken during a future geotechnical investigation or during site grading. In general, we estimate that the alluvial removals in the southeast portion of the site will range from 2 to 15+ feet, the colluvial removals wQl range from 2 to 6 feet, while removals of topsoil and near-surface sofl disturbed by farming will be on the order of 2 feet It should be noted that deeper removals may be required in areas due to localized thicker zones of compressible soils. In addition, the undocumented fill soils were found to contain a moderate amount of organfcs, trash, and construction debris that is not considered suitable for use as GIL Due to the abundance of concrete chunks within the undocumented Gil located south of the agricultural packing and distribution plant, the drill rig was unable to penetrate the undocumented fill As a result, our investigation was not able to determine the undocumented fill thickness. However, based on pregraded topography, the fill soils are estimated to be a minimum of approximately 35 to 40 feet in thickness. The limited geotechnical evaluation of the undocumented fill soils in the southeast portion of the site (Lcighton, 198% and Geotechnks, 1992) indicated the fill soils were up to approximately 30 feet thick. However, based on pregraded the undocumented fill is anticipated to have a maximum thickness of approximately 40 feet Excavations of the onsite materials may generally be accomplished with conventional heavy-duty earthwork equipment It is not anticipated that blasting will be required or that significant quantities of oversized rock (Le. rock with maximum dimensions greater than 6 inches) wQl be generated during grading. However, if oversized rock is encountered, it should be placed as fill in accordance with the details presented in Appendix D. Due to the relatively high density characteristics and coarse nature of the onsite soils, temporary excavations such as utility trenches with vertical sides in the onsite soils should remain stable for the period required to construct the utility, provided they are free of adverse geologic conditions. However, in accordance with OSHA requirements, excavations between 5 and 15 feet in depth should be shored or laid back to inclinations of 1:1 (horizontal to vertical) if workers are to enter such excavations. For excavations deeper than 15 feet, specific recommendations can be made on a case by case basis. -15- 4930489-05 4.1.4 Fill Placement and Compaction The onsite soils are generally suitable for use as compacted £01 provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. All fill soils should be brought to near-optimum moisture conditions and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557-91. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fin should be placed in lifts not exceeding 8 inches in thickness. Placement and compaction of fill should be performed in general accordance with the current City of Carlsbad grading ordinances, sound construction practice, and the General Earthwork and Grading Specifications presented in Appendix D. 4.1.5 We recommend the proposed structures be planned such that they are entirely underlain by competent formational soils or underlain by a uniform thickness of properly compacted fill If this is not possible, in order to help minimize the potential for differential settlements, the entire cut portion of the area planned for structures in daylight areas should be overexcavated to a minimum depth of 2 feet below the bottoms of proposed foundations and replaced with properly compacted fill The overexcavations should laterally extend at least 10 feet beyond the building pad. Depth of overexcavation should be deepened when necessary to provide a uniform thickness of fill beneath the structure(s). Please refer to Section 4.5 for recommendations should structures be planned in areas of the site where relatively large differential fin thickness exists and extensive overexcavation is not considered feasible. 4.1.6 Earthwork Shrinkage/Bulking The volume change of excavated onsite materials upon recompaction as fill is expected to vary with materials and location. Typically, the surficial soils and bedrock material vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimates cannot be determined. However, the following factors based on the results of our geotechnical analysis are provided as guideline estimates. -16- 4930489-05 If possible, we suggest an area where site grades can be adjusted be provided to utilize as a balance area. • TopsoU/Upper 2 feet of site where fanning has occurred: 5 to 10 percent shrinkage • Undocumented fill: 5 to 15 percent shrinkage • Colluvium: 0 to 2 percent shrinkage • Terrace Deposits: 2 to 5 percent bulking • Santiago Formation: 4 to 7 percent bulking (assuming the majority of the Santiago Formation is sandstone, bulking may be greater in areas of siltstone or claystone). Control of Ground Water and Surface Waters Based on previous preliminary investigations, it is our opinion that except for the perched ground water conditions encountered in various placed within the tract, a permanent shallow ground water table does not currently exist at the site. The control of ground water in a hillside development is essential to reduce the potential for undesirable surface flow or seepage, hydrostatic pressure and the adverse effects of ground water on slope stability. We recommend that measures be taken to properly finish grade each sheet-graded area, such that drainage water is directed away from top-of-stopes. No ponding of water should be permitted. Drainage design is within the purview of the design crvfl engineer. Even with these provisions, our experience indicates that shallow ground water conditions can develop in areas where no such ground water conditions existed prior to site development, especially in areas where a substantial increase in surface water infiltration results from landscape irrigation. We recommend that an engineering geologist be present during grading operations to observe and record possible future seepage. If appropriate, canyon subdrains should be installed in the canyon bottoms that wfll be infilled and in the removal bottom of the undocumented fill removal areas in order to collect subsurface water and minimize the saturation of the fill soils. If seepage conditions occur in cut slopes or other areas of the tract, shallow subdrains may be installed to collect the ground water and minimbg problems associated with saturated soil. The subdrains should be installed in accordance with the details presented in Appendix D. -17- 4930489-05 4.3 Slope Stability 4.3.1 Graded Slopes Based on our professional experience in the area and knowledge of similar soils, it is our opinion that the existing 2:1 (horizontal to vertical) or flatter manufactured slopes should have an adequate factor-of-safety against surficial deep-seated or gross stability, provided the recommendations presented herein are incorporated into the design and construction of the site. Site-specific grading plans were not available for review at the time this report was prepared. As a result, the height of proposed cut and fill slopes is presently unknown. However, where free of advene geologic structures, cut and fill slopes to maximum heights of approximately 50 feet should be grossly and surficially stable at inclinations of 2:1 (horizontal to vertical) or flatter. It should be noted that manufactured slopes on site may be subject to rilling and erosion due to a granular nature of the onsite soils. We recommend that all excavations and cut slopes be observed and mapped by an engineering geologist during grading operations to verify that the soil and geologic conditions encountered do not differ significantly from those assumed in our analysis. Oversteepening of existing slopes should be avoided during fine grading and construction unless supported by appropriately designed retaining structures. Cut and fill slopes should be provided with appropriate surface drainage features and landscaped with drought-tolerant vegetation as soon as possible after grading to minimize potential erosion. In slopes where seepage is present, drainage should be provided as shown in Appendix D. Slopes which require special drainage features can be evaluated and recommendations provided by the geotechnical consultant during grading. 4.3.2 Natural Slopes During our geotechnical investigation for the proposed Rancho Aqua Hedionda Regional Shopping Center (Leighton, 1989a), the results of our subsurface investigation and geotechnical analysis were utilized to evaluate the stability of the steep natural slope on the south side of Agua Hedionda Lagoon. Based on the results of our stability analyses, we have calculated a factor-of-safety against deep-seated failure for the existing steep natural slope adjacent to the lagoon of at least 1.2 (typical safety factor is a minimum of 1.5). As a result, it is our recommendation that no structures or major utilities be planned within 40 feet of the existing top-of-slope. Since the proposed development of the site is a golf course, and cuts up to 40 to 50 feet are planned in this area, we do not anticipate the placement of significant structures near the top of slope nor do we anticipate significant slope -18- 4930489-05 stability concerns. However, the final design plans should be reviewed by the geotechnical consultant and final recommendations should be evaluated at that time. 4.4 Prelitp'iwy Foundation Design Considerations No building or foundation plans were available nor anticipated at the time of our evaluation, Final foundation design recommendations and bearing capacities can be provided on a lot by lot basis once the she is graded and the type of buildings are known. 4.5 Special Design and Grading Considerations for FSB Settlement Due to then* inherent characteristics, fill soils tend to settle due to their own weight and increase in moisture content The amount of settlement is proportional to the depth of fill and its relative compaction. Based on laboratory testing of the materials anticipated to be used as fill (Appendix C) and our experience with similar materials, we estimate these soils may settle on the order of 0.2 percent of the total fill thickness. In terms of differential settlement, 1/2 inch of settlement should be anticipated for each 20 feet of differential fill thickness. Relatively deep fill areas, placed on steep existing topography, are most likely to be impacted by the affects of differential settlement In areas where the proposed structures cannot tolerate the amount of anticipated differential settlement mentioned above, special design and grading considerations may be required. These considerations may include: % The proposed structures may be planned such that they are entirely founded into competent fbrmational material This may be accomplished by constructing the structure on the cut portion of the lot or by deepening foundation into the formational soils by the use of a pier and grade beam system or deepened footings. Geotechnical recommendations for these foundation systems may be provided based upon the proposed location and design of the structures. * The proposed structures may be located in areas of uniform fill thickness such that the anticipated differential settlement is within tolerate limits. In daylight areas, the cut portions should be overexcavated and replaced with property compacted fill The depth of the overexcavation will be based upon the amount of differential fill thickness and structural requirements. » The potential differential settlements may be decreased by compacting the fill to a higher relative compaction (Le., greater than 90 percent). Additional laboratory studies should be performed to determine the settlement characteristics of this fill Tentatively, if this alternative is chosen, the fill should be compacted to 95 percent relative compaction (ASTM Test Method D1557-91) in areas where the differential fill thickness is greater than 10 feet. -19- 9»ateuTa.mc. 4930489-05 • Additional structural consideration such as post-tensioned foundation and slab systems and additional concrete slab-on-grade/foundation depth and reinforcement may be required to mitigate the affects of differential settlement. We recommend the structural engineer consider the affects of differential settlement on the design of the proposed structures. 4.6 Proposed Development in Undocumented Fill Areas Two major undocumented fill areas exist on the site. The westerly most area is adjacent to Palomar Airport Road in the south-central portion of the site. This is the area currently utilized partially for the existing packing facility. Our investigation of this fill area indicated that it contains an extensive amount of debris derived from a variety of sources and was nicely filled in over a long period of time. Our experience indicates that on other sites with similar histories, canyon areas such as this were utilized as a dump site for excess dirt and debris. The compaction of the materials encountered in our borings varied from loose to medium dense. The material is considered to be potentially compressible and not suitable for the support of structural loads. As a result, the area may be prone to differential settlement particularly if water is introduced into the fill soils. Because of the nonuniform nature of these fill soils and the presence of organic material, the amount of future settlement is difficult to predict and may be in excess of several inches. Development along the westerly portion of this fill area includes the proposed alignment of Armada Drive. In this area, complete removal of the undocumented fill soils are recommended. The remainder of the fill area is proposed as open space and possibly parking associated with the Lego Family Park. In order to minimize the potential for differential settlement of parking areas, we recommend that complete removals of undocumented fills be made. An alternative to complete removals would be the removal and recompaction of a minimum of the upper 5 feet of soil below existing grade. Additional fills could then be placed and the parking lots constructed. It should be understood that even with the partial 5-foot removal, significant amounts of settlement should still be anticipated and there will likely be increased maintenance costs for the parking areas. In addition, because of the potential for settlement, no settlement-sensitive utilities such as water, sewer, storm drain, etc. should be constructed in this area without special design to tolerate these potentially significant differential settlement We also recommend that landscaping/irrigation be severely restricted or eliminated in areas of partial removals so that consolidation triggered by the infiltration of water is kept at a minimum. If future development of settlement-sensitive improvements are proposed, complete removal and recompaction, special design considerations or use of deep foundations will.be required. The undocumented fill area in the southeastern portion of the tract has not yet been thoroughly investigated by Leighton and Associates. The fill area is again undocumented and as a result may also be considered potentially compressible. Therefore, the previous recommendations will also be applicable for this area. However, the majority of the fill in this area was placed in one continuous operation by conventional grading practices. The canyon fill is also believed to contain much less debris. Because of the sandy nature of the fill and the method of placement, we anticipate the fill to be relatively uniform. Therefore, -20- 4930489-05 although some settlement can be anticipated, the settlement is likely to be less and be more uniform than in the westerly undocumented fill area. 4.7 Foundation Setbacks We recommend a minimum horizontal setback distance from the face of slopes for all structural footings (retaining walls, building footings, etc.). This distance is measured from the outside edge of the footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of H/2, where H is the slope height (in feet). The setback should not be less than 10 feet However, for the north-facing slope adjacent to the Agua Hedionda Lagoon on the north side of the tract, we recommend a minimum horizontal setback from the top-of-slope of at least 40 feet for all structures and utilities. Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walk, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement Potential distress to such improvements may be mitigated by providing a deepened footing to support the improvement The deepened footing should meet the setback as described above. 4.8 Expansive Soils Based on laboratory testing of representative soils during the previous investigations, the majority of the soils on site (with the exception of the Santiago Formation claystone and clayey or silty coQuvium and alluvium), have a low to very low expansion potential (Appendix C). Expansion testing of the actual soils placed at finish grade and recommendations concerning potential expansive soils should be made after site grading has been completed. 4.9 T3f.taif^'ng Wall Design Considerations Embedded structural walk should be designed for lateral earth pressures exerted on them. The magnitude of these pressures depends on the amount of deformation that the wall an yield under load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for "active " pressure. If the wall cannot yield under the applied load, the shear strength of the sofl cannot be mobilized and the earth pressure will be higher. Such walls should be designed for "at rest" conditions. If a structure moves toward the soil, the resulting resistance developed by the soil is the "passive" resistance. For design purposes, the recommended equivalent fluid pressure for each case for walls founded above the static ground water table and backfilled with soils of very low expansion potential is provided below. -21- 4930489-05 Equivalent Fluid Weight (pcf) Condition Active At-Rest Passive Level 35 55 350 3:1 Slope 50 60 2:1 Slope 55 65 The above values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer. All retaining wall structures should be provided with appropriate drainage. The outlet pipe should be sloped to drain to a suitable outlet Typical drainage design is illustrated in Appendix D. Wall back cut excavations less than 5 feet in height can be made near vertical. For back cuts greater than 5 feet in height, but less than 15 feet in height, the back cut should be flattened to a gradient of not steeper than 1:1 (horizontal to vertical) slope inclination. For back cuts in excess of 15 feet in height, specific recommendations should be requested from the geotechnical consultant As previously mentioned, the walls should be backfilled with granular material. The granular material backfill (which may consist of the sandy Santiago Formation or Terrace Deposits) should be brought up to a height approximately 2 feet below the top of the walls and capped with compacted fill consisting of native soils. The granular and native backfill soils should be compacted to at least 90 percent relative compaction (based on ASTM Test Method D1557-91). The granular fill should extend horizontally to a minimum distance equal to one- half the wall height behind the walls. The walls should be constructed and backfilled as soon as possible after back cut excavation. Prolonged exposure of back cut slopes may result in some localized slope instability. Soil resistance developed against lateral structural movement can be obtained from the passive pressure values in the previous table. Further, for sliding resistance, a friction coefficient of 035 may be used at the concrete and soil interface. These values may be increased by one- third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the factional and passive resistances provided the passive portion does not exceed two-thirds of the total resistance. 4.10 Type of Cement for Construction Representative samples of the soils anticipated to be near finish grade should be obtained and tested for soluble sulfate content upon completion of rough grading in order to determine the type of cement for construction. However, the preliminary tests performed during the previous investigations indicated the soil possess a negligible soluble sulfate content (Appendix Q. As a result, concrete in contact with the onsite soils can most likely be constructed with normal Type II cement (or equivalent) -22- 4930489-05 4.11 Corrosion Resistance Samples of the representative onsite sofls were tested for minimum resistivity and pH by California Test Method 643 during the previous investigations at the subject site. The results of this testing (Appendix C) indicate that the soils have a very mild to heavy potential for corrosion to buried uncoated metal conduits. A corrosion engineer should be consulted for further evaluation of this potential 4.11.1 Structural Plate Arch Underpass Based on laboratory minimum resistivity and pH test results performed during the preliminary geotechnkal investigation of Carlsbad Ranch Phase I (Leighton, 1993), the soils at the site are considered to have a moderate to heavy potential for corrosion for uncoated metal conduits. According to the Phase I grading plans prepared by ODay Consultants (OT>ay, 1993), a structural plate arch underpass is proposed beneath Armada Drive connecting Lots 8 and 10. The cross-section diagram of the underpass (shown on Sheet 5 of the grading plans) indicates the metal plate will be 0.150 inches thick. According to the California Highway Design Manual (Test No. 643), and based on the minim™" resistivity and pH test results of onsite soils, the estimated years to perforation of the 0.150 inch thick uncoated metal plate wfll be approximately 65 years. Additional culvert life can be realized by consulting a corrosion engineer to provide a thicker conduit, protective coating, special backfill soils, or by utilizing other corrosion protection systems. 4.12 Pavement Design Final pavement recommendations should be provided based on R-value testing of roadway subgrade soils as final grades are achieved. For planning purposes, we have assumed the sandy onsite soils will have an R-value of 45. Utilizing assumed traffic indices of T.L = 5.O., T.L = 7.0, T.L = 8.0, and T.I. = 10.0, the following structural pavement sections can be assumed for planning purposes. -23- o 4930489-05 Traffic Index T.I. = 5.0 T.L = 7.0 T.I. = 8.0 T.I. = 10.0 R-Value R = 45 R = 45 R = 45 R = 45 Structural Pavement Design 3 inches of asphalt concrete over 6 inches of Caltrans Class 2 base 4 inches of asphalt concrete over 6 inches of Caltrans Class 2 base 5 inches of asphalt concrete over 6.5 inches of Caltrans Class 2 base 6 inches of asphalt concrete over 9.5 inches of Caltrans Class 2 base The upper 12 inches of subgrade soils should be scarified, moisture conditioned and compacted to a minimum of 95 percent relative compaction based on ASTM Test Method D1557-91. If fill is required to reach subgrade design grade, fill placement should be performed in accordance with the recommendations presented in Section 4.1. The aggregate base material should be compacted to a minimum of 95 percent relative compaction. -24 4930489-05 5.0 CONSTRUCTION OBSERVATIONS The conclusions and recommendations provided in this report are based on subsurface conditions disclosed by widely spaced borings and trenches and geotechnical analysis performed during a number of different geotechnical investigations over an approximately 10-year period. The interpolated subsurface conditions should be checked in the field during construction by a representative of Leighton and Associates. We recommend that all cut areas and cut slopes be geologically mapped for the presence of potentially adverse geologic conditions and potential ground water seepage zones by an engineering geologist from Leighton and Associates during grading. All grading operations should be observed by a representative of this firm so that construction is performed in accordance with the recommendations of this report Grading plans and final project drawings should be reviewed by this office prior to construction. Additional geotechnical investigations/evaluations may be warranted based on proposed grading and construction plans for different parcels or phases of development for the Carlsbad Ranch project -25- LEIGHTON AND ASSOCIATES, INC. December 12, 1996 To; Attention: Subject: Project No 4930489-011The Carltas Company 5600 Avenida Encinas, Suite 100 Carlsbad, California 92008 Mr. Charlie Kahr Review of Grading and Erosion Control Plans for Carlsbad Ranch Unit 2, Carlsbad, California References: Hunsaker and Associates, 1996, Grading and Erosion Control Plans for Carlsbad Ranch Unit 2, Drawing 333-2U, Dated December 11,1996 Evaluation Introduction: Leighton and Associates, 1994, Preliminary Geotechnical Investigation for Tentative Map Purposes, Carlsbad Ranch, Carlsbad California, Project No. 4930489-05, dated July 5,1994 In accordance with your request we have reviewed the above referenced report and the plans prepared by Hunsaker and Associates. The geotechnical conditions for this area have been addressed in the above referenced report which also included recommendations for site grading. Portions of the subject area have also been altered by the recent site grading. This grading was performed in accordance with the recommendations of Leighton and Associates, the above referenced report and City of Carlsbad procedures. In our opinion the above referenced report adequately addresses the site conditions and provides appropriate recommendations for development. Additional recommendations for site development will be provided in as-graded reports that will be issued at the completion of site grading. Thank you for this opportunity to be of service. If you have any questions regarding this letter or our previous report, please do not hesitate to contact the undersigned. Respectfully submitted; Michael R. StewarrCEG 1349 Managing Principal Director of Geology Distribution: (2) addressee (2) Hunsaker and Associates Attention: Mr. Jeff Mitchell 3934 MURPHY CANYON ROAD, SUITE B205, SAN DIEGO, CA 92123 (619) 292-8030 • (800) 447-2626 FAX (619) 292-0771 LEGEND Geotechrtcal Map Carlsbad Ranch Carlslwt CrttocNa o The Points 'COMPANY •nd flicqwl Rnorti MASTER TENTATIVE MAP FOR CARLSBAD RANCH SWtCT 1 Of 4 SH«TS o Ml^M^T^feS MASTER TENTATIVE MAP FOB CARLSBAD RANCH The Pointe Mounuttttto Go«. Hiding.•ndRicquMRMOrtl . CARLTASCOMPANY MOD JWCM3* EttCUMI • SVIIC 100 Kill tli-MBB fu (tit) Ui-mt 4930489-05 APPENDIX A Eisenberg, L.I., 1985, Pleistocene Faults and Marine Terraces, Northern San Diego County in Abbott, P.L., Editor, On the Manner of Deposition of the Eocene Strata in Northern San Diego County, San Diego Association of Geologists, Field Trip Guidebook, pp. 86-91. Geotechnics, 1992, Phase 1 Geotechnical Investigation, Carlsbad Ranch, Carlsbad, California, Project No. 0054-0001-00, dated September 25,1992. Hannan, D.L., 1975, Faulting in the Oceanside, Carlsbad, and Vista Areas, Northern San Diego County, California in Ross, A. and Dowlen, RJ., eds., Studies on the Geology of Camp Pendleton and Western San Diego County, California, San Diego Association of Geologists Field Trip Guidebook, pp. 56-60. Hart, E.W., 1992, Fault-Rupture Hazard Zones in California, Alquist-Priolo Special studies Zones Act of 1972 with Index to Special Study Zones Maps: Department of Conversation, Division of Mines and Geology, Special Publication 42. International Conference of Building Officials (ICBO), 1991, Uniform Building Code./^^% Jennings, C.W., 1975, Fault Map of California: California Division of Mines and Geology, Geologic s-"" Map No. 1, Scale 1:750,000. , 1992, Preliminary Fault Activity Map of California: California Division of Mines and Geology, Open File Report 92-03, Scale 1:750,000. Leighton and Associates, Inc., 1985, Preliminary Geotechnical Investigation, Proposed Huntington Palomar Business Park, Carlsbad, California, Project No. 4841363-02, dated April 5, 1985. -,1987, Preliminary Geotechnical Investigation, Portion of LotHofRanchoAguaHedionda, Partition Map No. 823, Northeast Corner of Interstate 5 and Cannon Road, Carlsbad, California, Project No. 8870059-01, dated February 17,1987. -, 1988, Geotechnical Investigation, Lot 7 of Carlsbad Tract 87-3, Car Country Carlsbad, Carlsbad, California, Project No. 8881329-01, dated September 26,1988. -, 1989a, Preliminary Geotechnical Investigation, Proposed Carltas Rancho Agua Hedionda Regional Shopping Center, Northeast of Interstate 5 and Cannon Road, Carlsbad, California, Project No. 88915514)1, dated September 29,1989. -, 1989b, Results of Near-Surface Soil Sampling and Analysis for the Presence of Volatile Organic Compounds, Herbicides, Pesticides, Organic Pesticides, and Total Petroleum at the Carlsbad Ranch, Carlsbad, California, Project No. 88918004)1, dated November 28, 1989. A-l 4930489-05 APPENDIX A (continued) -, 1991, Supplemental Geotechnical Evaluation, Proposed College Business Park, Carlsbad Tract 85-17, Carlsbad, California, Project No. 8841363-04, dated January 16, 1991 revised September 24,1991. -, 1992, City of Carlsbad Geotechnical Hazards Analysis and Mapping Study, 84 Sheets, dated November, 1992. -, 1993, Preliminary Geotechnical Investigation, Units I and n (Lots 1 through 7), Carlsbad Ranch, Phase 1, Carlsbad, California, Project No. 4930489-01, dated July 22,1993. -, 1994, Preliminary Geotechnical Investigation, Carlsbad Ranch Phase n, Carlsbad, California, Project No. 4930489-03, dated March 23,1994. , In-house unpublished data. Lindvall, S.C, Rockwell, TJL, and Lindval], CE, 1990, The Seismic Hazard of San Diego Revised: New Evidence for Magnitude 6+ Holocene Earthquake on the Rose Canyon Fault Zone: Proceedings of Fourth U.S. National Conference on Earthquake Engineering, Volume 1, pp. 679-688. OT>ay Consultants, 1993, Grading Plans for Carlsbad Ranch, Phase 1,9 Sheets, Scale 1"=100', dated May 27,1993. , 1994, Master Tentative Tract Map for Carlsbad Ranch, Scale 1"=2QO', Job No. 89-104, undated (received July 5,1994). -, undated, Revised Grading Plans for Carlsbad Ranch, Unit JH, 3 Sheets, 1"=100', undated (received March 9,1994). -, undated, Site Plan, Carlsbad Ranch, Scale 1"=300', undated (received June 20,1994). ReichJe, M.S., and Kahle, J.R, 1990, Planning Scenario for a Major Earthquake, San Diego-Tijuana Metropolitan Area: California Division of Mines and Geology, Special Publication 100. Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes, Monogram Series, Earthquake Engineering Research Institute, Berkeley, California. Weber, F.H., Jr., 1963, Geology and Mineral Resources of San Diego County, California: California Division of Mines and Geology, County Report 3, 309p. -, 1982, Recent Slope failures, Ancient Landslides and Related Geology of the North-Central Coastal Area, San Diego County, California, California Division of Mines and Geology, Open File Report 82-12, LA. A-2 4930489-05 APPENDIX A (continued) Wilson, K.L., 1972, Eocene and Related Geology of a Portion of the San Luis Rey and Encinitas Quadrangles, San Diego, California. Ziony, J.L, and Yerkes, RJ?., 1985, Evaluating Earthquake and Surface-Faulting Potential in Ziony, ed., 1985, Evaluating Earthquake Hazards in the Los Angeles Region - An Earth - Science Perspective: U.S. Geological Survey, Professional Paper 1360, pp. 43-91. Date 1978 4-11-53 4-11-53 1928 Source San Diego County USDA USDA San Diego County Flight No. 210-15B AXN-14M AXN-8M 30 Photo No. 30 and 31 17, 18 and 19 99,100,101 and 102 D1,D2,E1 and E2 Scale 1"=1000' 1"=2000' 1"=2000' 1"=1100' A-3 49304894)5 APPENDIX B LOGS BY LEIGHTON AND ASSOCIATES OF LARGE-DIAMETER BORINGS EXCAVATED DURING THE CARLSBAD RANCH PHASE H INVESTIGATION (Leighton, 1994) B-6 TD33' (6 borings) B-l GEOTECHNICAL BORING LOG B-1 Date 2-24-94 Carltas/Carisbad Ranch Phase II Sheet 1 of 1 Project No. 4930489-03Project Drilling Co. San Diego Drilling Type of Rig Bucket Aguer Hole Diameter 30 in. Drive Weight 0-27' 2.290*. 24^2' 1.445* Drop 12 in Elevation Top of Hole +/- 109 ft. Ret or Datum See Geotechnical Map g^ "£.+• GJ 103- 100- 95 90 85 80 ••-•Jj K o— - 5— - 10 — — — - 15 — ~ 20 — - 25 — - O £8F • :.: ; • ; :-; -;. ; ' ~%1 yy$/ WsiHyyjfy yifa 2 2 w Bag-l 1 2 Bag-2 3 iA 9•5 o Z£ 5«sh/12 >ush/12 1 ^*- £**" o 895 109.0 100.9 ^N «.\' t ^ 5-t .26 g| 2S.7 13.9 14.7 ^* • • SM SM/SC SC 1 GEOTECHNICAL DESCRIPTION Lowed Bv RKW 1 Sampled Bv RKW UNDOCUMENTED PILL j@0": Orange to medium brown, moist, medium dense, silly fine-grained SAND; | scattered pieces of plastic sheeting, asphalt, and cemented sandstone chunks ~ j @4': Contains fill lifts of dark brown olive-green clayey SAND and sandy CLAY " 1 1 @ 81: Contains medium to dark gray slightly silly to clayey SAND fill lifts with noticaWe organic odor j @ 10': Medium to dark gray, moist, medium dense, clayey SAND; scattered cobbles ^ 1 @ 1&5': Abundant chunks of concrete? Refusal at 17 feet 1 Total Depth » 17 Feet , Geologically Logged to 16 Feet B*cknned6n2yWy94 - - - - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-2 Date Proja Drilli Hole Eleva 1UJ 105 10th 95 90- 85- 80- 2-24-94 Sheet 1 of 1 :t Caritas/Carlsbad Ranch Phase II Project No. 4930489-03 ngCo. Diame tionTc 8 o — - 5 — - 10 — _ - 15 — - 20 — - 25 — : San Dieeo Drilling Type of Rig Bucket Acuer ter 30 in. >p of Hole +/- 109 0 P •. y?. $,/%£ \^ Si • 01I ' Drive Weigl ft. Ref. or Dan +• •A OS o 5 2 I 13 . *- M^N£**" 3»V h 1193 122.6 MoistureContent <JO13.1 12.0 it 0-27»2.290#. 24-42' 1.445* Drop 12 in tm See Geotechnical Map a> JJJ CO « * _co ^^ •> cow SM sc SC/SM SM GEOTECHNICAL DESCRIPTION Logged Bv RKW Sampled By RKW UNDOCUMENTED FILL@ 0' Medium brawn, moist, medium dense, silly fine SAND; abundant asphalt chunks; scattered concrete, brick and other construction debris (no evidence ' of wood or plastic); appears to have 4 to 6 inch thick fill lifts - - @6*: Fill lifts are 2 to 4 inches thick and near horizontal @ 103": Medium and dark gray, moist to very moist, medium dense, clayey @ 12': Dark gray moist, to very moist, medium stiff clayey SAND; scattered chunks of asphalt; rather homogeneous - - @ 16': Contains lifts of toft to very soft very moist, plastic day and medium-dense silly SAND; scattered orgamcs (not decomposed) - ', scattered rootlets possibly topsoil layer, about 6 to 8 inches thick; ' >. JF???tJP2B' lW?yS!1' 1°WBr contacts SAfmAQo~FORMAriON@ 20': Light brown to off-white, moist, dense, silty, fine- to medium-grained SANDSTONE; massive; light brown randomly oriented infiUedjpints, decreasing with depth; gradalional upper contact dipping approximately 25 degrees to the west • Total Depth = 26 Feel No Ground Water Encountered Geologically Logged to 24 Feet Backfilled on 2/74/94 ' 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-3 Date 2-24-94 Project Drilling Co. _ Hole Diameter Caritas/Carisbad Ranch Phase II San Diego Drilling Sheet 1 of 1 Project No. 4930489-03 Type of Rig Bucket Auer 30 in.Drive Weight 0-27' 2.290*. 24-42' 1.445*Drop _12 in. Elevation Top of Hole +/- 109 ft. Ret or Datum See Geotechnical Map l£ «£ ui 105- 100- 95 90 85 80- ^ II 0 — - 5 — - 10 — - — —_ - 20— — — 25 — - O f '•'_ '. '•'_ '.' ; :-; •.' '.- .' V .-_ •.- •;• •i s Samplei 2 *1gu. 6 4 •»- N/A N/A 3 .MoistConteni5.5 N/A • Sco** • 03 SM SM/SC SM GEOTECHNICAL DESCRIPTION ' LoeeedBv RKW | Sampled Bv RKW UNnnniMRNrrp.n PIIJ. i medium-grained SAND ~* @2': Contain* off-white silly SAND and orange-brown clayey SAND lifts; scattered asphalt chunks I @5': Contains abundant concrete chunks ~j ]@8': Contain* abundant pieces of wood, asphalt and partially decomposed pieces of brash in black sflty SAND; strong organic odor • -1 @1V: Material in sampler is loose and most likely highly disturbed j @14': Abundant concrete debris ~| \@\y-. Refusal on concrete chunks? ^ Total Depth - IS FeetNo Ground Water Encountered > Not Geologically Logged Due to the Strong Organic Odor and Loose Nature of J thefSlSoiU 1Backfilled on 2/24/94 -1 n 1 J ~i 505AC11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-4 Date 2-24-94_ Project Drilling Co. __ Hole Diameter Caritas/Carisbad Ranch Phase II San Diego Drilling Sheet 1 of 1 Project No. 4930489-03 Type of Rig 30 in.Drive Weight 0-27' 2.290*. 24^2 1.445* Elevation Top of Hole +/- 118 ft. Ref. or Datum See Gcotechnical Map Bucket Aquer — Dr°P .12 in. g^ £*• UJ 115- 110- 105 100 95 90 £fc II 0 — - - ~ 5— « 10 — •*• 15 — ~ «. 20 — - 25 — -30= U f-9 &"" •_ ': :-; U v •'.- •'. •'.• "-. ; * ; . ^ . * * ji :| j: '•• '•': •: r-: •; •' ;> '.* •'.- 8i i i 4- 5 ° =4 - • • 1 • 2 H 2 fcush/12n 1 3 1 3nH| 4 • 10 n ^ £»£ssr 11&8 1 110.7 1023 1192 ^ni.V c^?+•?i£i 94 13.7 9.0 12.7 • S^* . • SM SW SM SM GEOTECHNICAL DESCRIPTION Logged Bv RKW Sampled Bv RKW UNPOftfMRNTRn pm, @ 0*: Onnge-brown, moist, medium dense, silty fine- to medium-grained SAND;scattered rounded gravel and asphalt pieces @3': Contains lifts of off-white silty fine- to coarwgnined SAND @4': Contains doth rage, plastic sheets and styrofoam pieces - ; • @ 9': Light brown to lightgny, very moist, loose silty to clayey fine- tocoarse-grained SAND . @13': Dark brown to veiy dark gray, moist, medium dense clayey fine-r to light gray fine sand and off-white day fine- to coarse-grained sand; freewater in silty sand lifts between 13 and 15 feet @ 162': Medium brown, moist, loose, silty fine-grained SAND; near horizontal bedding; very friable; sharp lower contact " SANTIAGO FORMATION@ 19*: light brown, slightly moist to moW, dense, sflty fine- to coarse-grained SANDSTONE; massive; abundant quartz grains Total Depth * 21 Feet No Ground Water Encountered, Free Water Encountered at 13 to 15 FeelGeologically Logged to 19 Feet Backfilled on 2^4/94 : - 505A(11/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-5 Date 2-24-94 Project Drilling Co. _ Hole Diameter Carltas/Carlsbad Ranch Phase II San Dieco Drilling Sheet I of i Project No. 4930489-03 Type of Rig Bucket Aguer 30 in.Drive Weight 0-27' 2.290*. 24-42' 1.445# Elevation Top of Hole +/- 125 ft. Ret or Datum See Geotecbnical Map Drop 12 in fe^II111 125- LM 115 U0\ 105 100- *&' n~•*-"tJu 0 — - „. - - 10— - 15— 20— - - 25 — -30= 0 F * . „ • X • • • 1 » m 1 !$ 4- CQ^ 1 1 31 "5~S«4-0 °<5 <J5 im ^ giJ *"~,^ ^0 1U * .««s«_»• 5^ SM sw 1 GEOTECHNICAL DESCRIPTION ' Loeeed Bv RKW 1 Sampled Bv RKW UNDOCUMENTED pljx 1 @0': Orange-brown, moist, medium dense, tilty fine- to medium-grained SAND; J @ 1': Contains lifts of light brown silty fine- to coarse-grained SAND ] SAMTIAGQJpORMATfdN@15*: Lightmy » light brown, slightly moist, dense «ilty fine- to coarse-grainedSANDsIXDNE; massive; sharp horizontal upper contact | Total Depth « 5 Feet No Ground Water EncounteredGeologically Logged to 5 FeetBackfilled on 2/74/M "1 4 j 1 J i 1 i - ^ 505A(11/77>LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG B-6 Date.2-24-94 Caritas/Carisbad Ranch Phase II Sheet 1 of 2 Project No. 4930489-03Project Drilling Co. San Diego Drilling Type of Rig Bucket Amicr Hole Diameter 30 in. Drive Weight 0-2T 2.290*. 24-42' 1.445* Drop 12 in. Elevation Top of Hole +/- 107 ft. Ref. or Datum See Gcotechnical Map 0^si 105 100- 95- 90- 85 80 JC~ II 0— - ': m -,-•__ 10— — - 15— . 20— - 25— 0 ! '-'; :_'• '•\ '•', ''•'_ •S *y •'.• V I \ II% I V \ •'• w•i i 1JJvt Bag-1 1 | |c 1 3>*- J«t- 1 o 104J ^^ ^•*- u 10/4 s» in* SM SM/SC SM GEOTECHNICAL DESCRIPTION Logged Bv RKW Sampled Bv RKW UNDOCUMENTED FILL @ 0': Orange-brown, moist, medium dense silty fine- to medium-grained SAND - @ 4': Contains light brawn and medium gray silty to clayey SAND; scattered @11': Light to medium gray, moist, medium dense silty to slightly clayey fine SAND; relatively homogeneous - @ 17: Medium gray-brown, moist, loose to medium dense silty fine- tomedium-grained SAND - @22': Dark gray to black mottled light gray, moist to very moist, loose, clayey SAND and silly SAND; scattered organics, plastic sheeting, concrete chunks, and pieces of wood; strong organic odor - - 505A<11/77>LEIGHTON & ASSOCIATES 4930489-05 APPENDIX B (continued) LOGS BY LEIGHTON AND ASSOCIATES OF SMALL-DIAMETER BORINGS EXCAVATED DURING THE COLLEGE BUSINESS PARK INVESTIGATION (Leighton, 1991) B-8 CD TO 30' (1 boring) B-2 Pro j e ct Huntinaton/Palomar GEOTECHNICAL BORING LOG Drill Hole No. B-8 Sheet 1 of 1 Job No. 4841363-02 Drilling Co. Morrison Hole Diameter 6" Drive Weight^ Elevation Top of Hole 78'± Jype of RigB-53 Hollow Stem Auger Drop140 Ibs.30 in. Ref. or Datum Mean Sea Level fl-f Ia u. o- 5- • 10— 15 " ;. 20- - - 25- ~ • ^ 30 u•H ff UI — . •. . • _ — ~ , — — 4- .""'. T "-•- - *"" — "^ 5 ""Zy * ^9* »C • • . "a • ;~ ' * j • • * * • * * ~ - • * * * •, • . •* ^ •— .. ' — * • . - X. • • • ',Attitudes4 V. il•asCL • • • •ll 14 y 2|32n 3| 19n © Hy 4|9nH Hy5 |70n(J • m •HM Is.1 108. Dist Dist V•=*• 106.7 10.£1MoistureContent. %19.1 irbed irbed 18.5 17.4 « V ** u•H O 3W *-• SM cirsc sw/ SM SM SM GEOTECHNICAL DESCRIPTION Lo££«d by RL^ Saapled by RLW ALLUVIUM: «MM ^I^BB ^ Light brown, moist, medium dense, siltj sand. Very dark brown, very moist, stiff, fir sandy clay to loose, clayey fine sand.. @ 9* Becomes clayey sand. 9 9'-10' Lense of gravel -size clasts to 1" 1n diameter. Light brown, damp, medium dense, slightly silty sand. @ 16' Becomes wet. Brown, wet, loose, silty sand. ' j SANTIAGO FORMATION: ~* > Light brown to brown, wet to saturated, dense, silty sand. 11 Total Depth - 30' Ground water measured 12/13/84 7:30 a.m. at a depth of 18* No caving ' Backfilled 12/12/84 500A (2/77)Leighton & Associates 4930489-05 APPENDIX B (continued) LOGS BY LEIGHTON AND ASSOCIATES OF LARGE-DIAMETER BORINGS EXCAVATED DURING THE RANCHO AGUA HEDIONDA INVESTIGATION (Leighton, 1987 and 1989a) B-6 TO 12* (6 borings) B-3 January 28. 1987 Phase One/Carlsbad UtuitUNlLAL BORING LOG DRILL HOLE No, B.I DRILLING Co— HOLE DIAMETER. ELEVATION TOP OF HOLE- SHEET —I__OF 2 PROJECT No. 8370059-01 TYPE OF RIG—tucket A» 30"DRIVE WEIGHT 3>oa7*to 26*. 2.000* to 4s1 REF, OR DATUM Se* Sgotechnlcal Map DROP 12 e?SJS* o -~- ^ 5 - 10 — Mi 15 — - - 20 — <M 25 — 30 — u£""o «3ceto H *E £j>•>.»;'" o ' , -^ :- * • , o • t • . " «7 • * o • '. ._ a f . 'o £.-_r » • • * * • •<r"r.~>" • * • ** • • * • • *f * * * * ~~-r • • * i»"^,« 5*=* • •• • * • • . •"^"^ • v> UJa H> M*t<c 5C: H36°E9*NE r«. Mlfi'E 3*S« and N56*W 6»SW •io UJ l| <» . 2 , • 2 4 © * • MM (Ml 1 •M Ml i 1 - ••( ••J MP •• ^•n •• jI : top §§00 IKUJQ. I push/1 10' 2 4 6/9" 8/6"! t (Azu.£Z >»i 109.5 108.7 101.3 120. 8 118.9 •*Ul Si:HZtout £"5o 8.2 6.2 3.3 f ? 11.9 1S.4 «/v-»« -«s> d^jtn & SM SN SM/SW SH MI/CL' SM GEOTECHNICAL DESCRIPTION | nrtrtF^ BY RKW/RLW $^PLF1> PY roo' TOPSOIl; Dark brown, moist, loose, sllty, fine to med r grained sand; slightly clayey; occasional pieces of plastic and shell fragments; roots and rootlets; sharp, Irregular, lower contact TERRACE DEPOSITS: Oranqish medium to dark bm«i, n»4rto very moist, dense, sllty, fine to medium grained sand; few subrounded, coarse sand to gravel ; friable; iron oxide staining; pockets of topsoil to 2 feet; homogeneous below 2 feet 9 5.5' Gradational change to less oxidized terrace deposits; grayish medium brown, damp to moist, medium dense, sllty, fine to medium grained sar ; slight Iron oxide staining; slightly micaceous; abundant dark mineral sand grains; very friable; near vertical veins of light brown, sllty sand • 7.4' Contlns pockets of orange-brawn, sllty sand (up to 6 inches) • 9.5' Equal mixing of orange-brown and grayish brown, sllty sand pockets and near vertical veins (up tc 6 Inches In width) of orange-brown, sllty sand 9 13' Light to medium brown, moist, dense, slightly sllty, fine to coarse grained sand; ve friable; micaceous; scattered, subrounded gravel; contains discontinuous layers of very coarse sand (up to 2 • 4 inches in thickness); becomes coarsi with depth; slightly bedded (possible cross bed with beds dipping to the west approximately 10 to 20 degrees); abundant Iron oxide staining; si Its tone rip-up clasts; sharp lower contact SANTIAGO FORMATION: L1qht gray, moist, dense, sllty. fine to coarse grained sandstone; massive; micaceous;slightly friable; minor seepage above lower contact. Iron oxidation along contact, very sharp lower contact ; 9 19.2' Greenish light gray, moist, dense, very sllty, fine grained sandstone; massive; Iron oxide staining along upper contact (1/8 to 1/4 Inch thick) 9 20.5' Color changes to light brown-gray; discontinuous iron oxide staining along contact on west side (1/2 to 1 inch thick); slightly micaceous; layers of less friable, sllty sand (2 to 6 Inches thlci • 23.3' Light to medium gray, moist, dense to very densi silty, fine to medium grained sandstone; mica- ceous; appears to be denser and1 less permeable than sand layer above; minor seepage at upper f Z6.7- Olive-brown, moist, medium stiff, very sllty clt. ' stone to very clayey slltstone; randomly oriented 1 shears/parting surfaces (with no preferred direc- tion); micaceous; approximately 6 Inches thick 505A(U/77)LEIQHTON » ASSOCIATES 28. 1987 DRILL HOLE No, DUIUNU uuo B-l DRILLING Co, HOLE Gallaaher DM.M1na DRIVE WEIGHT 3t087* to 26*. 2.0001 to 45• SHEET 2 nc ? PROJECT No, ssyoosg.^ TYPE OF RIG »"«•*•«• fln0f DROP l? ELEVATION TOP OF HoLE-SSL REF, OR DATUM see ceotechnicai Hap I K g£ 30 — — _ — — 35 — - ~ 40 — « •i m 45 - M «i • « « 4P 55 •— * ^m mm M M •>••••• u ?E O P0 H E • . • . ." •_._ • t^— • * « • . ."•"^>Si • • . * — "- — . \ '• • . ' • — ."• • " .'* • • * • • * • * • * • * V * • » * MMMHMV •••••••••• i^ H- <c o U »2| ^ _ — —_ - m ™ - •i • k« • •i M • ^ •M •• mm ^ p»4 M M MO|£ ectoeUJo. ,. Wzu. «S2 oeea Mu WUl Sz *^5 fT •MHMi «uv> • od 9& \ 6EOTECHNICAL DESCRIPTION LQGGED BY RKH/RLH SAMPLED BY RKH | SANTIAGO FORMATION (Continued): • 27.3* Light brownish gray, moist, dense to very dense, sllty. fine grained sandstone; micaceous; massive upper contact 1s well cemented and Iron oxide stained 0 31.5' Gradatlonal change to sllty, fine to coarse grained sandstone f 32' Moisture changes to very moist 0 34' Minor seepage on east side of boring 0 35.2' Greenish gray, moist, very dense, sllty, fine grained sandstone; gradatlonal upper contact; Iron oxidation on lower contact (1/4 to 1/2 Inch thick); lower contact appears to be undulating eroslonal surface 0 35.4' Light brownish gray, moist, very dense, sllty. fine grained sandstone; massive 0 41' Gradatlonal change to sllty, fine to medium grained sandstone; Iron oxidation along contact (approximately 1 Inch thick) Total Depth • 51 feet Geologically logged to 49 feet Minor seepage at 19. 23, and 34 feet Backfilled 1/28/87 SOSAUl/77)LEIOHTON.Bi ASSOCIATES ocuicuirtlUU. BUKlNb LUG PftTF January 28- 1987 n°TM Hoi P No. a.? PRO JFfT Phase One/Carlsbad DRILLING CO B»l leaner Drllllno HOLE DIAMETER — ^ DRIVE WEIGHT 3.087* ^ 26'. ?.OOQI to 45- Ft cv*TtnN TftP OP Hot P *52' RPF- n» HATIIM _Se* fieotechnlcal M»r SHEET 1 DP ? PROJECT No 887oosQ.ni TYPE OP Ri*s _Bucket AUI < 5 Ht B ^^ o — •• - - 5 — •• 10 — M •1 15 — ^ 20- - 25 — .i u xoS.3oc W E ••MMMM^ T" 'U* *• • * •'• » • «JH~"!L •^5mV« *•T-'v'ty:ii>>.-f #r. * * . * •*••* •>•' * !• '•*• \.*0» ."?'." '• '. ' "•"* • . . " • • • * 48ai *K 8^^ s &•. • • '»•»••• • ' 1 'g ' f*\^mfe on UJa t- *^ «c f^^um^^^^^^^m ): N36*E 79"NH CS: N82°E 7gSE and N69»E 4»SE ): N48*E 62*NH J: N56*E 87°NW B: N?rV 14*5U J: N84*E 83*SE • guguj "1<5 i 2 D ' . ^ Ml ^ •• 1 ^m ^ •M ! ^ «• •• MOS2 aao: af !••• >•t- tozu.UJUoo. 98.4 122.1 116.6 MUJoc -3H-I-ZCrtUJ Ji=3 ••^^I^HBM 16.5 7.2 15.4 l/V^.U> '«/>-J •«_K_> -JC/> «S3 ^^^^^MM^ SM SM CL 1H] SM i -sj GEOTECHNICAL DESCRIPTION 1 ncRpp pY RKW/RLW SAMP| Fp RY RKM TOPSOIL; Dark brown, moist, loose, sllty. fine to net * grained sand; scattered, subrounded, coarse sand to gravel; roots and rootlets; sharp, Irregular lower con-tact TERRACE DEPOSITS: Oranglsh medium to dark brown, mis . sllty, fine to medium grained sand; friable;micaceous; scattered, subrounded, coarse sand to gravel; oblong clast of sandstone 1n west side of boring 9 1.4' Grades to highly weathered clays tone; olive-green, very Mist, medium stiff, $11 ty claystone roots (up to 1/4 Inch 1n diameter) and rootlets;calcium carbonate blebs and near vertical strlers; occasional subrounded gravel • 2.3* Gradatlonal change to less weathered claystone.blocky appearance; calcium carbonate along fractures: contains Dockets of siltv sand9 3,2' Mottled light brownish gray and light gray, dai dense, sllty. fine grained sand; massive; sllgly friable; discontinuous, randomly oriented, steeply dipping joints; minor calcium carbonate along joints9 4' Discontinuous (6 to 8 Inch diameter) pocket of very friable, slightly sllty sand 9 6' Discontinuous (4 Inch thick) layer of veryfriable, sllty sand • 7.3' Light brownish gray, moist, dense, sllty, fine ccoarse sand; discontinuous layers of very coar&«sand (2 to 4 Inches thick); Interbedded with sand above in upper 6 Inches; slight layering r* subrounded gravel; friable 9 9.2* Grades to an orange-brown, damp, dense, fine t<coarse sand; with subrounded gravel to cobble and slltstone clasts (up to 5 Inches 1n diameter): friable9 10.1' Very undulating, 4 to 10 inch thick zone of abidant gravel, cobble, and chunks of weathered, olive-green claystone • 11' Interbedded zones of coarse grained sand and fl .>to medium grained sand9 13* 4-Inch layer of abundant cobble and claystonechunks; oblong chunk of sandstone (possible rip- up clast); sharp, very Irregular eroslonallower contact SANTIAGO FORMATION: Light brownish gray, moist, dense.sllty, fine to medium graines sandstone; massive; slight- ly micaceous; iron oxidation along upper contact; verticfractures to 15 feet Infilled with orange-brown sand fr i overlying unit; sand grain sizes Increase with depth;sharp, undulating contact 9 15' Mottled orange-brown and light brownish gray, moist, dense, very sllty. fin* orained. sflBdston 9 is. 4' «-incn thick layer of olive-brown, moist, stiff, clayey siltstone; massive; blocky9 15.8' Clayseam; paper thin; undulating but dipping to the southeast SOSA(U/77)LEIQHTON ft ASSOCIATES DOIT 1987 oLutci.niiiv.nL DUIMHO LUb DRILL HOLE No. !LL One/Carlsbad i PROJECT DRILLING Co— HOLE DIAMETER-^— DRIVE WEIGHT 3.0871 to 23'. ?.oppi ELEVATION TOP OF HoLE-£S21. REF. OR DATUM See fiMtechnlcal Hap SHCET_!_ _ PROJECT No. TYPE OF RIG 8870059-01 45' .Bucket Auger DROP 1? o to UJ Q UJmui MOxoou_ coo:UJ inzu. uiDC. tnui to - -100 6EOTECHNICAL DESCRIPTION -OGGED BY - SAMPLED BY RKH/RIW RKH 30 35 - 40 - 45 - 50 - 55 — 60 SH SANTIAGO FORMATION (Continued); 9 15.9* Light brownish gray to light gray, moist, very dense, silty, fine to nedlu* grained sandstone; massive; Iron oxide stained, near horizontallayers and Iron staining along upper contact 9 22.5' Gradatlonal change to brownish gray, very silty, fine grained sandstone to fine, sandy siItstone; black, manganese, oxide staining along joint,fairly well jointed 9 29' Gradatlonal change to silty, fine grained sand-stone Total Depth « 41 feet Geologically logged to 38 feetNo ground water encountered Minor caving from 9 to 13 feet Backfilled 1/28/87 S05A(U/77)LEIGHTON ft ASSOCIATES GEOTECHNICAL BORING LOG DRILL HOLE No. L3HATP September 13. 1989 PftftJFf.T Carltas-Rancho Aqua Hedionda-Reqional Shopping Center DRILLING ^*ni San P1eo° Drilling Company HOLE DIAMETER— ELEVATION TOP OF HOLE SHEET __I__OF PROJECT No. 3Q in.DRIVE WEIGHT *.U3» to 25-; ?9e^ REP. OR DATUM See Geotechmcal Mao TYPE OF RlG -Bucket Auoer/i ; DROP 12 X H ^ UJQ"- o — - " - 5 — - „ ^. - 10 — • ' 15 — - — - 20 — *• 25- _ - - 30 — u so eciiS "•-K."*~ •^i-v^r;>*/">*• • ^ " i~ i* •".* .'• '•:'*" '"• : .*•». '•- ' o • • • .* t-jf-jliVlg fev£ '".' ""• * *. * •'•"•*"••"' ?££ **• * • r * •?••".'••! 'J-'i:^. D0NDIC •"i: r •"-•'• •• '-.' -'.! V';.VT •^ "- _-»r- • • I * •* ^y/r: '£: '^-i ." •' ".- '*.•* ikMI — . > . ."*(-: '**•'. *TT', '•*•., p.^ •'.••*-*i^--w *7^' .^ - ii M UlO3I— |r * c:undulatino c:eros1onal gen: N42E/ 4-6NM j Ul Ml3. *"! o D '' @ 3 3 UJ i r> — ^ 1 | : - _ 11 - -:1 : _ — - 8u_ £&• X ICQ 2 2 4 E zu. ^ji" a_ >-S .ost R (cohes 91.6 103.3 Ula: » 1-2 (AW Sz (•3 ••^I^MB^H covery onless 7.4 10.2 ^CxJ• -XO O*^> SH SP GM SH soil) SN GEOTECHNICAL DESCRIPTION 1 eiKKffi py "LW SAMPI pn BV RLW AGRICULTURAL SOIL/ROAD: Light to medium red-brown, dry to damp, loose to medium i dense, silty, fine- to medium-grained sand; moderately [ disturbed '. TERRACE DEPOSITS: 9 V Light to. medium red-orange-brown, moist, dense, •- slightly silty, fine- to medium-grained sand; I relatively homogeneous with very scattered, "~ rounded pebbles 9 5.5' 2- to 3-inch thick, continuous, well-rounded • gravel and cobble layer I 9 5.8' Orange-brown-red, moist to very moist, dense, > fine- to coarse-grained sand; coheslonless; very friable; micaceous; relatively massive; no apparent structure noted • U- r 9 12.5' Medium yellow-brown, moist, medium dense, sllty, I fine-grained sand [~ 9 14' 6- to 10-Inch thick, continuous, well rounded. | sandy, gravel and cobble conglomerate layer . SANTIAGO FORMATION: 9 14.5' Tan to yellow, moist, medium dense to dense. sllty, fine-grained sand; slightly micaceous; moderately friable; locally stained red-brown .- by iron oxide; relatively massive 1 r" V 1- C 9 25' Slight increase in moisture content noted with increasing depth 1- h SOSA(ll/77)LEIGHTON ft ASSOCIATES DATE.September 13. 1989 GEOTECHNICAL BORING LOG DRILL HOLE No. Sb Dieoo Drilling Company PPIVIFCT Carltas-Rancho Aqua Hedionda-Regional Shopping Center DRILLING Co~J HOLE DIAMETER. ELEVATION TOP OF HOLE-^H- REF. OR DATUM see eeotecnnicai nap JO in. DRIVE WEIGHT 4.113I to 25': 29811 to 47' SHEET __2. OF z PROJECT No, sagissi-oi TYPE OF P-fft JjJCket AuqpryF-H'. DROP 12 IN jE i- UJ ***<=> u- 30— ' _ _ - 35— — AA, , J u•**aco$3Jim9 — •^i: "• '— ...~. •'"•'•' ' ."^ ^. .. . f/^t:::::: "JTDM1• _ 45- 50 — 55 — M111Q |— ^_^™ <c ._ /' ' 6 UJ §UJJH- a. £ ccUJa. «S|l 4|sn D, _ •• «• mmm 1 •• •M •• mm — mmm • V zu. QtL ^C3 93.8 76.9 Ul« •> ^S«AUJ £Z " 7.9 2. 45.3 CO • _l » _JC/» — -£3 SM CL GEOTECHNICAL DESCRIPTION 1 nr.r.er »v RLW S4MDI tn pv RLW SANTIAGO FORMATION (CONTINUED)Tan to yellow, moist to very moist, medium dense to dense, silty, fine-grained sand; slightly micaceous; moderately friable; locally stained red-brown by iron oxide; relatively massive; Increase in moisture content with depth 9 33' Heavy caving; possibly at zone of free water/ ground water table; boring considered unsafe to continue down-hole logging 0 35' Evidence of free water noted in cuttings £ 39' Medium to dark gray, very moist, firm, silty clay layer noted in cuttings and drive sample; relatively plastic and potentially compressible; possible perching water above 8 40' Cuttings were noted as similar to those above the clay layer - Boring Terminated at 41 Feet Due to Caving Ground Hater Encountered at 33 Feet Caving Noted Below 33 Feet Backfilled 9/13/89 . •• •• m mm mm - - mm S05A(U/77)LEIGHTON ft ASSOCIATES GEQTECHNICAL BORING LOG DATF September 13, 1989 Hop | HnipNn. B-4 SHFF7 1 QF ] PDA ipry Carl tas-Rancho Aqua Hedionda-Reqional Shopping Center Pnn.iECT No 8891551-01 DRILLING CO, San D1eo° Drllllno Comoanv TYPF OF Rlfi Buck?1 Auqor/F- • HOLE DIAMETER 30 in- DRIVE HEIGHT 4.113* to 251; 29311 to «• pB,-.P 12 |H FlFVATlON TO" "« Mn, F_*fit,5_' R«, r.R PAT"" -*« Geotechnical Mao x ^ ep u. o — - 5 — m> 10 — •• • 1C _ • 20 — •• mm mi 25 — •• •• 30 — o is<SrIS Sj-^lV" Sg^ ^&f.:^i Q& •~ ':;•'. v; '-j. ^~- X-'-'-'f'- :-r.:- •..-• •". '.""•"•' ^s ;;rV;:? ;Vj/-'.^. ;•«*••.- — TD=21' UJLUQ ** c: undulating - c:undulat1ng c:eros1onal- 0 §Uj 5 CO mm mm - O £ <etiiQ. 2E _JCQ I);l-uu 2^5nunnH ®3|J3 ~ff~HH - t *••• zu. ££ x£ 108.3 102.8 93.2 Idec % 3»- h-ZCOW jaz ••'•S 8.7 23.1 Z. 26.7 lh3 - 00 ii°? GEOTECHNICAL DESCRIPTION I.ORRFD BY R<-w AGRICULTURAL SOIL: Medium red-brown, moist to very moist, silty, fine- to medium-grained sand; scattered, well-rounded gravel and cobbles; scattered roots and rootlets; fill debris in- cluding concrete chunks to 6 inches TERRACE DEPOSITS* TT1 Medium red-brown, very moist, dense, silty, fine- to medium-grained sand; moderately friable; slightly micaceous; massive 6 10' Medium orange- red- brown, very moist, dense, fine- to coarse-grained sand; friable; slightly silty; micaceous; massive - SANTIAGO FORMATION; 8 15' Tan to yellow, very moist to saturated, moderately dense to dense, silty, fine-grained sand; moder- ately friable 8 18' Heavy caving noted 9 19' Flowing ground water Boring Terminated at 21 Feet Due to Heavy Caving Caving Noted at 18 Feet Standing Ground Water at 19 Feet Geologically Logged to 18 Feet Backfilled 9/13/89 1 IH 1i 1 j -\ , •j 1 j ^j -\ 505A(ll/77) LEIGHTON & ASSOCIATES September 13. 1989 GEOTECHNICAL BORING LOG DRILL HOLE No.DATE. Ppnjpcr Carltas-Rancho Aqua Hcdlonda-Reqional Shopping Center DRILLING Ct*i San Dleoo Drilling Company _ HOLE DIAMETER. ELEVATION TOP OF HOLE 30 in. DRIVE WEIGHT 4.in» to 25': 29311 to 4?' S H E E T _L___0 F _L__ PROJECT No. .8891551-01 TYPE OF RK- -Socket Auo.-»r/E-l DRiP 12 REF, OR DATUM see Geotechnicai,na.P ES*& o — — ^ - 5 — 10 — - _ 15 — « « 20 — Ml •1 • « 25 — * 30 — u 1° '•v^ £• T '.•"» •'!'.'•• ••'.?:.£•': V',4"':.'-' •'•; ?jv •'~-.^ '.>;•:;•* II 11s • C"T; • ^ bttixhtf ''^- :^*'- PS iS^••^jr^ "".•*«•' ••*f. i- •.-.* *• • ^* . * . - • TD-27' UJo 1 c:undu1ating c:erosional c:erosional- gb:N69E/4NW . o UJay^iCO M vmm •« •• M M* "•^ - 8£ oc1U0.i^ CD U *l5 p5 «• ,. —zu. cao. o 95.9 102.2 t*wu. - HZ || 6.5 28.3 2.-» . jj^ OT -<C/>U •uo -JfcO SM SM GM SM GEOTECHNICAL DESCRIPTION ' P 66ED BY RLH CAMPLED BY RLW AGRICULTURAL SOIL: Medium to dark red-brown, moist, medium dense, silty, fine- to medium-grained sand; scattered gravel TERRACE DEPOSITS: 9 2' Medium red-brown, moist, dense, silty, fine- to medium-grained sand; moderately friable; relatively massive; no apparent structure; homogeneous 0 9.5' Medium red-brown, moist to very moist, dense, silty, sandy gravel and cobble conglomerate layer; approximately 25 feet thick; continuous; clasts are well rounded SANTIAGO FORMATION: 0 12' Tan to yellow, moist to very moist, medium dense to dense, fine- to medium-grained sand; slightly silty; very friable; locally stained red-brown by Iron oxide 9 15* Faint bedding noted dipping approximately 4 degree northwest 0 19' Slightly more indurated/less friable layer; approx imately 12 inches thick 0 25' Heavy caving above standing ground water; boring terminated due to caving 0 26' Standing ground water Total Depth = 27 Feet Geologically Logged to 25 Feet Caving Noted at 25 Feet Standing Water Noted at 26 Feet Backfilled 9/13/89 ™* "- J j mm - - — — - - W SOSAW/77)LEIGHTON & ASSOCIATES GEOTECHNICAL BORING LOG DRILL HOLE No. 5iLDATF September 13. 1989 PROJF«~T Carltas-Rancho Aqua Hedionda-Reqional Shopping Center DRILLING fo>T San Dleoo Drilling Company HOLE DIAMETER— J OF_J PROJECT No. 889i55i-oi TYPE OF RlG -Bucket Auoer/E . 30 in. DRIVE WEIGHT 4,1131 to 25" j 2981* to 47'12 If ELEVATION TOP OF HOLE-££-. REF, OR DATUM se? Geotechnicai Hap "X ^ £ 2 LU ,***Gt ^^ o — - - M _ 5 — - 10 «• m 15- _ 20 — - - 25 — "* „ 30 — o 10 ^ iac.U> -_••-- t-jjj- *)$$ •ir-S^ .•. '•'•':•' '- '.' ^T- •'• • '.•:'•£•.•: •• V" .,**•' ^_:f|;^ TD-12 V) Ul ^ J^p* t- "* crundulatin? c:undulating *o Ul §3 »-S:5c^ r o u_ or UJf\b^w ^P3oa \ lH3 H U 1 m •• !• •• ^^ >. ~ CO SoC3 It ^ ca 116.2 distur 113.3 100.0 Ulec •> 31- HZ ^<* 1—O Z«s 6.0 ed 12.8 S2H7 UV-. Soo-I - -xo c^ SH SH SH GEOTECHNICAL DESCRIPTION I Aft ft tr\ nv RLw ^*Mp| pn py RLW FILL: ; Medium brown- red, dry to damp, very loose to medium 1 dense, silty, fine-grained sand; numerous roots and 1 rootlets; scattered gravel SANTIAGO FORMATION: TRF Mottled yellow and red-brown, moist, medium dense, silty, fine- to medium-grained sand; stained by iron oxide; slightly friable; calcium carbonate stringers 1 4 9 7.5' Light gray, very moist to saturated, medium dense, i clayey, fine-grained sand; locally stained dark . j— ( gray by manganese oxide ' ; 8 10' Standing water and heavy caving noted; boring ] terminated at 12 feet due to caving ' Total Depth - 12 Feet 1 Heavy Caving at 12 Feet ^~ Standing Water at 10 Feet Geologically Logged to 10 Feet Backfilled 9/13/89 | r 1 -1 1 J -I SOSA(ll/77)LEIGHTON & ASSOCIATES 49304894)5 APPENDIX B (continued) LOGS BY LEIGHTON AND ASSOCIATES OF SMALL-DIAMETER BORINGS EXCAVATED DURING THE PRASE H ENVIRONMENTAL INVESTIGATION OF CARLSBAD RANCH (Leighton, I989b) B-5 ® TDK)' (5 borings) B-4 Date Project GEOTECHNICAL BORING LOG _Drill Hole No. E>- 1 Sheet | of /- Job No. SS3 >Rne> - D I Drilling Co. Hole Diameter S" ll>*\A Drive Weight Type of Rig Iks F-\o Drop 30 in , Elevation Top of Hole Ref. or Datum Tomsk CP*V*M»<- 6el<j- JSUQ.uoi o>c 3 Qb •*• E- a (A O2 OO U. 4)0. U) «u » 4JM•Ho2 ininn IA u u -< (/i •HO _.W '^ GEOTECHNICAL DESCRIPTION Logged by_ Sampled by 5M 5"- irve> 15- sc. 20- 25- Si 4o St*vA , Soil wcU v»o*d«x-«Jk- mowj4-, Date to/<o Project j Drilling Co. f*. GEOTECHNICAL BORING LOG JDrill Hole No. ft-2 Sheet I of 2,- Job No. BBq/800-01 Type of Rig Hole Diameter B" Drive Weight IH O I bs Elevation Top of Hole Ref. or Datum I^A F-it> __Drop_ * -Taf in. Q. UU 4)a u, JS MO. Oco -J1*(JI Q. T~ V tn O a hio> e MoistureContent,ou -« W) GEOTECHNICAL DESCRIPTION Logged by__ Sampled by £•-32 /O— IS-10 ZO--T- 25"-se> 30. & 1 no gjbeve. , no od Si no ' BUt^j set^c ocLo^- , loose, wood oderT SOOA (2/77)Leiohton A Date GEOTECHNICAL BORING LOG Drill Hole No. E>-Z.Sheet Z of Z- Proj Dril Hole Elev JS ^L ft)« 8»a u. ^0 « •i 35" m m • • Hr1 50- 55- - ect C.iX'l&t'i* Job No. 8B9l &oo - o i ling C Diaoe at ion J= M 1 •'TTTT • o. tf. F- TX'tHi'VS Type of Rig r^ilirt? F -lo (+I.S. A.} ter fe11 Top of Hole e 01 .^U C oM Ca. •»- Ju43 « f\M Drive Weight /HO Ibs Drop 2>O in. » M 3 §e u. . m u4>a. U ' • • • • • . • • • • • : X •Mv»C «« o Ref . or Datum tie&,+ side e«f -fi U Area 1MoistureContent, %^ M <-« M V) U O•-« tn O 3W >-* ^ GEOTECHNICAL DESCRIPTION Sampled by SK ^v^^O Fo^^^to^ ^'^^^C"^^^*^ ' i "T'o'ts.l citp^'N *•" ^' /4o S^*Ouvi^ cA4^6-** exktfett>'\'Tfc^"tC\ 11 J J ^ 1J 1 j Date |p o Project1 GEOTECHNICAL BORING LOG JDrill Hole No. R-3 Job No. Sheet i of i - 1800- C I Drilling Co. ff. F. ~l Hole Diameter 8U Elevation Top of Hole _Type of Rig Drive Weight _Drop 3o in. Ref. or Datum a. ft>4> 0)a u. JS MQ. OcO "J I 0> '•5 trt CU *-4>JO CO tfl O * P a. II)a w*> e M « w /—< n » u u ~« cyj•HO Logged by__ Sampled by GEOTECHNICAL DESCRIPTION SK lo — i SW SP ill r\o (gtS At i>>c.oA oete^" s? SIA Ve<v,5ox-4ed no No fcv\cou.AH.ve4 500A (2/77)Leighton & Associates Date It) Pro j ect Drilling Co. 44 F. GEOTECHNICAL BORING LOG Drill Hole No. 8-^ Sheet I of I - Job No. fiftl ifioO-0< :Ailtns F-IO (H.S. ft.}Type of Hole Diameter fi Drive Weight Mto Elevation Top of Hole Ref. or Datum Drop 3Q in. f-^eA Tfc^vc N^o. "2- 4> S 00s-a I •o v>19 ••-» aM e » •O W .3 -«5* * •H 4J £§ (A --\M(S M -« W GEOTECHNICAL DESCRIPTION Logged by SK Sampled by SK - SP sw- SfA JSUi- +o -^ loose no Uobt, , me-dv»*«v\ Vkxvei } no tfC 15- Zo- \SP SIA-sc.\Si Irk TO no Mo 4o cJ GEOTECHNICAL BORING LOG Date io_3rill Hole No.Sheet / of I - Pr o j ect f> >.»• \Job No. Drilling Co. Hole Diameter > . Drive Weight Type of Ri ibs F-<r> Elevation Top of Hole Ref . or Datua Drop 3Q Fuel' in. M0 . 5 *> «•»a. «)o «£ u.GraphicLog.* I* s I «n uret,MoM ^^(A« — *uu Sanpled by SK GEOTECHNICAL DESCRIPTION LoEaed by 5- 10- 15- 3O *" sn sc ,H OX rvo txW s? SM- •hi Si j no odonT 500A f2/77)Leighton & Associates 4930489-05 APPENDIX B (continued) LOGS BY WOODWARD-CLYDE CONSULTANTS OF SMALL-DIAMETER BORINGS EXCAVATED DURING THEIR CARLSBAD RANCH INVESTIGATION (Geotechnics, 1992) B-6 € TO 115 (6 borings) B-5 DAT* OBSERVED: LOGGED BY: DR ' DEPTH IFEET) (I0- - 10- 18- * 20- 25- 30- 38- 40-CLASSIFICATION]SH sc sc SH SC SH -BLOWSfFOOT 16 5 10 12 11 9 13 42 27 43 UNDISTURBED ISAMPLE |T Tz. I«^ I I ^T T 1-6-88 UPYHOO or n»n LIMO- JyfV *« Hollow Stem Auaer GROUND ELEVATION: iuil± LOCATION: »•• *«>recnni.caa nap BULK SAMPLE ]MOISTURE ICONTENT <*) |NR 16.6 IN PLACE DRYDENSITY (PCn 1BORING NO.-J— DESCRIPTION FILL (FILL) t Light yellowish brown - to"'medium brown, silty fine to medium" grained SAND, moist, loose 6 1* damp, some trash, plastic Light olive gray clayey fine to medium SAND, moist, loose, some plastic ALLUVION COal) t Brownish gray clayey fine to medium SAND, moist, medium dense Olive-green gray silty fine SAND, moist, loose, some rootlets 9 21* small intraclasts of Clayey siltstone Bluish olive green-gray, clayey fine VSAND, with silt, moist, medium dense SANTIAGO FORMATION (TSb) t Olive-green gray, silty fine grained SANDSTONE with clay, moist, dense, some intraclasts of clayey siltstone TOTAL DEPTH: 31.5' No water SOIL TEST Consolidation Moisture/Density JOB M0_-05_7378_002_00_00 | LOQ OF BORING jFwum: B_2 DATE OBSPnVFP- 1-6.-8B UPTHOB or BRII i IMQ. *..£. 8" Hollow Stem Auoer LOttOPD BY- ,. ,,DR O«OUMB ELEVATION? 134 -s LOCATION? See Geo technical Mao PuiHItb X>•§ 6- to- 15- 20- 26- • • 30- * 36- 40- zS CLASSIFIC*SM- SP SM SM Oo BLOWS/F(8 11 15 60 86 Iff OIIIBui UNOISTUnBAMPL1 A I HT" I I j/ HI ft.2 0 m w£f MOOTUICONTENT11.0 >-cKOOA.IN PLACEDENSHY t122.4 • BORING NO — 2_ DESCRIPTION ALLUVIUM (Qal) i Oranqish brown. •lightly cilty fin« to medium SAHD, moist to w«t, loose Dark brown silty fine to medium SAND with clay, moist, loos* • Orangish gray silty, fine to medium SAND with some clay, moist, medium dense ' SANTIAGO FORMATION (Tsb) t Light olive gray, silty fine to medium grained SANDSTONE* damp, dense, moderately \ friable TOTAL DEPTH » 23.0* No water 1-12-88 water 6 16.0' . • JOBNa:OB-737B-oos-oo-oo 1 LOG OF BORING SOIL TEST Consolidation • • Moisture/Densitv . • . IFIOURE: B.g DATE OBSFRV*0- Ir6r.6-, T ^ uPT"0» «* BRILLIMO- «TV 8" Hollow Stem Auo»^ LOOSED BY: ™ OROUND ELEVATION: 1**' LOCATION: «?•« c*ofBr-h«^.i ^• DEPTH (FEET) 1• • 6H m • 10- • m W- • 80- • • • • 30- 35- 40-CLASSIFICATIONsc CM BLOWS/FOOT1 UNDISTURBEDSAMPLE•1 BULK SAMPLE1 MOISTURECONTENT («)•IIN PLACE DRYDENSITY f.PCF|BORING NO. 3 DESCRIPTION FILL (FILL) t Light brown gray, and 1 black, clayey well-graded- SAND with 1 tract or graved, rootlets, some |\ cemented sandstone elects' • SANTIAGO FORMATION (Tsb) t Light olive gray silty fine to mediun-grained SANDSTONE, noist, very dense TOTAL DEPTH: 7.0* No water • • * • Jo»Nft:os-r379-oo2-oo-oo 1 LOG OF BORING SOIL TEST - • • * (FIGURE: B-4 DATC OBSFPw(r|V i~b-*K uETMon or BBILIIMO. .^V 8" Hollow Stem Auo»r LOGOFF ffv' PR GROUND El •DEPTH {FEET)cl- IO- «_ 20- <• • • 28- « • 30- 36- 40- 2 5&(0CO< o SM SM BLOWS/FOOT50 UNDISTURBEDSAMPLE- ~T~T •BULK SAMPLE 1MOISTURECONTENT (%)•IN PLACE DRYDENSITY fPCF)• JEVATION: 15° - LOCATION:_Scc Geotechnical Mao BORING NO — &_ DESCRIPTION FILL (FILL): Grays, black and browns, silty well-graded SAND, moist, loose, trash, wood, oroanic odors refusal 9 7.0', move south 5* C B.O* blue gray silty well-graded SAND with clay, moist, medium dense. no trash, organic odors SANTIAGO FORMATION (Tsb) s Light yellowish gray, silty fine to medium- grauiea SANDSTONE, aattp, cense, y friable, organic odors TOTAL DEPTH: 13.5' No water • . SOIL TEST 1 JOB Nazos-737fl-oo»-oo-oo 1 LOG OF BORING «<"** B-s DATE OBSERVED:1-6-88 uprunp r»t BRiLt ma? ATV 8" Hollow Stem Auoer LOOOEP!1*' 0* . GROUND ELEVATION: 144'* LOCATlONt-SfiC. «*»t«ehnl <-* i M,p ' DEPTH (FEET) j5-^ • 10-J •i 1«- « 20- • •i • 26- m • 30- 35- 40-CLASSIFICATION]SM SM | BLOWS/FOOT ]59 [ UNDISTURBED 1I SAMPLE '[ BULK 'SAMPLEMOISTURECONTENT (%)IN PLACE DRYDENSITY (PCF)\ BORING NO — S_ DESCRIPTION TILL («TLL)i Cray* and browns* ailtv well-graded SAND, noise, loos* 9 2* trash, plastic pip*, wood « 3* fill soils dry, loose 9 5' dark brown in color, soae clay 6 7* rope SANTIAGO FORMATION (T«b) i Light olive gray* silty fine to nedium-grained y SANDSTONE, damp, dense, organic odors TOTAL DEPTH: 11.5* No water SOIL TEST • • josNo.-oa.73ro.002-00.00| LOG OF BORING \™»** B-e OiVTE OPSFRVeo> 1-6-B8. uPTHon OF DBII i iwn. A^ 8" Hollow stem A,,B.^ LOGOFDFY: F>* GROUND ELEVATION: 157'* LOCATION: «*• ««««-.~ k««r,i M.r > DEPTH (FEET) |5- 15- 20- m • • 28- • 30- • 36- 40-CLASSIFICATION]SH SM n BLOWS/FOOT24 UNDISTURBED 1[ SAMPLE| BULK SAMPLEMOISTURE .CONTENT (%)IN PLACE DRYDENSITY (PCF)BORING NO. § DESCRIPTION FILL (PILL) t Brown to dark brown and j oranpe, siltv well-graded SAND, moist. • loose, trash, wood, clastic % 7* abundant wood 1 SANTIAGO FORMATION (Tib) t Light olive I gray, silty fin* to mediwgrained |\ SANDSTONE, daas>, dense, friable TOTAL DEPTH t 11.5* No water • SOIL TEST JOB NO-os-7379-oos-oo-oo 1 LOG OF BORING |««U«B: B.r 4930489-05 APPENDIX B (continued) LOGS BY LEIGHTON AND ASSOCIATES OF EXPLORATORY TRENCHES EXCAVATED DURING THE CARLSBAD RANCH PHASE I AND PHASE II INVESTIGATIONS (Leighton, 1993 and 1994) T-36 TDK)' (36 trenches) B-6 Project Name: Carltas/Carlsbad Ranch Project Number: 4930489-01 Equipment: JD 410 Exteod-a-hoe Logged By: Elevation: Location: RKW 106 feet see Geotecbnica! Map TRENCH NO. T-l GEOLOGIC ATTITUDES DATE: July 12, 1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES c en n in Moisture^ oT3 nn 3 : DEPOSITS Dark red-brown, moist, medium dense, silly fine- to medium-grained sand; massive; slightly porous @ 1.5': Becomes orange-red brown @ 5': Becomes mottled orange-brown and light brown, slightly silly fine- to medium- grained sand; occasional coarse grained sand SANTIAGO FORMATION Ot SM o-r 10.0 8.4 6.0 112.6 109.8 11Z6 Ts SM 3J Light gray-brown, moist, medium dense, slightly silty fine- to medium-grained sandstone; micaceous; massive; friable; sharp irregular contact Total Depth = 8 Feet No Ground Water Encountered Backfilled on July 12,1993 GRAPHIC REPRESENTATION South Wall SCALE: 1" = **SURFACE SLOPE: —* TREND: 1 1 1 »1 1 1 1 O11 m 1 § en O »-M 1 > 1 Vs*^v. r*n OQ r*O cn in Ul OO n Project Name: Carltas/Carlsbad Ranch - Project Number:4930489-01 Equipment : ID 410 Extend-a-hoe GEOLOGIC ATTITUDES 1 Logged By: . RKW Elevation: 180 feet TRENCH NO.T-2 Locat ion : see Oeotechnical Map DATE: July 12, 1993 DESCRIPTION: TOPSOIL Aj Dark red-brown, slightly moist, medium dense, silty fine- to medium-grained sand; scattered broken shell fragments; slightly porous; approximately 12 inches thick EERRACE DEPOSITS Bj Orange-brown, moist, mo slightly porous fflum dense, slightlj Tot No Bac r silty fine- to med al Depth B 6 Feel ium grained sand; vnuuuu WBlCi CUVUUUICTCU kfilledonJulyl2,1993 massive; GEOLOGIC UNIT Qt ENGINEERING PROPERTIES c cn n SM ( SM E/l n 2P& 0* D@2' 9 2'MoistureC%)2.2 10.0 '-. O 0 3Hi (/> V— J ^'*-fX 121.2 114.1 113.3 GRAPHIC REPRESENTATION South Wan SCALE: ,„ . 5' SURFACE SLOPE: y*~ TREND: B-w i i i i"••••f i 1 V » - i i i ii'ii lilt• 1 i l • ^ p-5f 1 \ 4- - 1 /m -r-~^r • ... j... »j • . . -4- I-- -1 L4JL ^•.'••.•.'•iS-.'-v ~--=y r- • • / 1 ir i i 1 i l 1 • 1 I i I . • • I — i — i — i — • 1 4 * -t - i• < - o•n H70 - n O O Project Name: Carltas/Cartebad Ranch Project Number:4930489-01 Equipment : JD 410 Extend-a-hoe GEOLOGIC ATTITUDES I Logged By: RKW Elevation: 141 feet TRENCH NO.T-3 Locat ion : see Geotechnical Map DATE: July 12, 1993 DESCRIPTION: ropsoiL/Fnx. Aj Dark red-brown, mottled orange-red brown, moist, loose, silty fine- to roedium-gr approximately 12 to 18 inches thick COLLUV1UM BJncd ff&iK^ , Ipl Orange-red brown, moist, medium dense, silty slightly dayey fine- to medium-grained sand; T~ massive; moderately porous JTERRACE DEPOSITS 1C| Orange-red-brown, moist, medium dense to dense, silty fine- to medium-grained sand; massive; slightly micaceous; very slightly porous Total Depth » 7 Feet No Ground Water Encountered Backfilled on July 12, 1993 GEOLOGIC UNIT Qcol Qt ENGINEERING PROPERTIES c CO n en SM ( SM SM toBl?in p@o- i@3* off V Moisture(%)116 12.0 10.9 • — « o T3 fOn 3 M) l/> 117.1 119.9 124.7 GRAPHIC REPRESENTATION w«tw«" SCALE: 1" » 5' SURFACE SLOPE: 5*— TREND: N10W— • 1 1 1 \ ' - 1 1 1 1 * iiit \ M V -::•::•:: g.-;. •..>..!. Vi. -.I-.. ^S^\®VL ^—."— . ."~7*~ -.iv.v-.:®.: lil M ~t ' ' "• ' ' ;..;. . C.--;--^, r.'.'.—.-.'.n • Pri-.. -m ' m /\:d • ' / -1 —— • 1 — I — r--*— » — 1 — 1 — I — 1 —— 1 — 1 — r— - o H m o o c VIo Project Name: Carltas/Cadsbad Ranch Project Number: 4930489-01 Equipment: JD 410 Extend-a-hoe Logged By: RKW Elevation: 161 feet Locat ion: see Ocotectmkal Map TRENCH NO. T-4 GEOLOGIC ATTITUDES DATE: July 12,1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES c CO n in en n o rt C s~. O•d nn 3 H> (/>' yopsoiL Aj Dark red-brown, motet, loose, silty fine-grained sand; massive; disturbed; approrimateJy-1 18 inches thick TERRACE DEPOSrrg Bj Orange-red-brown, moist, medium dense, silly fine- to medium-grained sand; slightly clayey, massive; slightly porous Total Depth = 5.5 Feet • No Ground Water Encountered Backfilled on July 12,1993 Qt SM SM 12.9 12.0 120.7 116.3 (0 § fin inin OO GRAPHIC REPRESENTATION West WaH SCALE: 1"SURFACE SLOPE: °* TREND: N15W-^ o•n 70m 1 § Project Name: Carltas/Carlsbad Ranch Project Number: 4930489>-01 Equipment: JD 410 Extend-a-hoe Logged By: Elevation: Location: RKW feet see Oeotechnical Map TRENCH NO. T-5 GEOLOGIC ATTITUDES DATE: July 12,1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES n V)P 0>Moistureoi-h On Dark red-brown, moist, loose to medium dense, silty fine-grained sand; massive; disturbed; approximately 18 to 24 inches thickrTHERED TERRACE DEPOSITS Dark orange-red brown, moist, medium dense to dense, slightly clayey silty fine-grained sand; massive; scattered Mock carbonized organic Webs; slightly porous ,CE DEPOSITSTERRA) C] Or Qt Qt SM SM SM 12.1 13.9 125.1 116.7 Orange-red-brown, moist, medium dense, silty fine- to medium-grained sand; massive Total Depth » 7 Feet No Ground Water Encountered Backfilled on July 12, 1993 GRAPHIC REPRESENTATION West Wall SCALE: 1" = S1 SURFACE SLOPE: 0" TREND: N70E-*- OTJ H73m r> § ^ I/Io Project Name: Carltas/Cartebad Ranch Project Number: 4930489-01 Equipment: JD 410 Exteod-a-hoe Logged By: Elevation:. Location: RKW 145 feet see Geotechnical Map TRENCH NO.T-6 GEOLOGIC ATTITUDES DATE: July 12, 1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES c in n en C/)to isture(*)T3 ftn 3 H) U) Daric brown, slightly moist to moist, loose to medium dense, silty fine-grained sand; slightly clayey; disturbed; porous LLUVIUM Medium-brown, moist, medium dense, silty fine-grained sand; very porous; slightly dayey; massive WEATHERED TERRACE DEPOSITS 5]Red-brown, moist, medium dense, slightly silty fine- to medium-grained sand; massive; btocky; black manganese oxide staining; moderately porous DEPOSITS Qcd Qt Qt SM SM SM SM i@ r 5)@2' 2@3' 12.4 16.7 117.6 113.9 n !-•• «. rf §AssociatDark orange-red brown, moist, medium dense to dense, silty fine- to medium-grained sand; massive Total Depth = 12 Feet No Ground Water Encountered Backfilled on July 12, 1993 GRAPHIC REPRESENTATION West Wall SCALE: 1" = 3*SURFACE SLOPE: 0" TREND: N25W— - OTl 70tri n z I <Ti f) Project Name: Carltes/earlsbad Ranch Project Number:4930489-01 Equipment : JD 410 Extend-a-hoe GEOLOGIC ATTITUDES Logged By: . RKW Elevation: 156 feet TRENCH NO.T-7 Location : see Oeotechnical Map DATE: July 12, 1993 DESCRIPTION: TOPSOIL A] Medium brown, moist, medium dense, silty fine-grained sand; disturbed; approximately 18 inches thick TERRACE DEPOSITS B] Orange-red brown, moist, medium dense, silty fine-grained sand; massive Total Depth = 65 Feet No Ground Water Encountered Backfilled on July 12, 1993 GEOLOGIC UNIT Qt ENGINEERING C w n en SM SM V)w 5=^• t-^to 1@OJ' @4.5' PROPERTIES Moisture(%>82 12.1 --> o•d n0 3H> W*~S M<rt X 118.4 117.7 GRAPHIC REPRESENTATION South Wall SCALE: 1"= 5' SURFACE SLOPE: S*-»- TREND: N85E-*- • 1 1 1 1 - 1 1 1 1 m m 1 1 1 1 L-r-.rr.- ..- .. *• « » «^» ^brt^^^b_Z •lpliP<"f^ ^^r^^^^^, • • ..- ..• ..- ..[A]'.'. r r-.rM-.-r-- (fa \- "•"• " . . _._. / T-T.-TTT-r- .-r-~f J".» . 1.^ -^.•^^-,i .•'/ - — 1 — 1 — 1 — h-—\ — 1 — 1 — 1 — • — 1 — 1— H —»i • i— 1 — 1 — 1 — - O•n JOm n 5 -H ^J inO Project Name: Carltas/CarbbadRanch Project Number: 4930489-01 Equipment: jp 410 Extend-a-hoe Logged By: ^ Elevation:_ Location: RKW 61 Feet sec Oeotechnkal Map TRENCH NO. GEOLOGIC ATTITUDES DATE: July 12, 1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES c en o in n rf CHn r~* O•d no a Orange-brown, damp to tightly moist, loose, silty fine-grained sand; horizontal layering 3LLUVIUM ri < ST»-•• •5-r» § fin VI V) O O M' D9 @ OJ' becomes moist; dark brown, moist, medium dense, silty fine-grained sand; massive; micaceous; slightly to moderately porous .THERED SANTIAGO FORMATION Olive-green moist, medium dense to dense, silty fine- to medium-grained sand; iron oride stained; massive SANTIAGO FORMATION Dj Green-gray, wet, medium dense, silty fine-grained sand; massive, homogeneous friable; abundant quartz grains @ 8' moderate seepage @ 11': Off-white to pale green-gray, moist, medium dense to dense, silly fine- to coarse- grained sand; massive; occasional rounded fine gravel; moderately cemented Total Depth - 12 Feet Seepage Encountered at 8 Feet Standing Water at 8 Feet Backfilled on July 12,1993 Afu Qcol Ts Ts SM SM SM SM SW i@y 3@r-8( GRAPHIC REPRESENTATION West Wall SCALE: 1"SURFACE SLOPE: 0* TREND: NSW-» O•n 70rrt § i CO O Project Name: Carltaa/CartebadRanch Project Number: 49304894)1 Equipment: JD 410 Extend-a-hoc Logged By: Elevation: Location: RKW 60 feet see Ocotechnical Map TRENCH NO. T-9 GEOLOGIC ATTITUDES DATE: July 12,1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES c c/i n V)to n o.—, H- «\o I/I^ rf 1n •-» Otj n>n 3 M-s-r»O JNDOCUMENTED FILL Medium red-brown, damp to moist, medium dense, silty fine-grained sand; btocky, porous; moderate rootlets X)LLUVIUM [J Dark brown, moist, medium dense, silty fine-grained sand; slightly dayey; massive; iron oude staining; calcium carbonate stringers FATHERED SANTIAGO FORMATION Afu Qcot Ts Olive-green, moist, medium dense, silty fine-grained sand; slightly dayey; abundant calcium carbonate throughout; massive; approximately 24 inches thick iANTIAGO FORMATION )j Olive-green, moist to saturated; medium dense silty fine-grained sand; massive; homogeneous; abundant quartz grains; friable @ 55': Minor seepage @9': Moderate seepage @12': Off-white to pale green-gray, damp dense, silty fine to coarse grained sandstone; massive; abundant quartz grains; moderately cemented Total Depth •= 13 Feet Seepage Encountered at 5 5 Feet Standing Water at 8.5 Feet Backfilled on July 12,1993 SM SM SM SM sw GRAPHIC REPRESENTATION West Wall SCALE: 1" = y SURFACE SLOPE: °* TREND: N5E-- O•n m n o to O > I O4 -J ~J I Leighton £ AssociatesProject Name: Carttas/Carisbad Ranch Project Number:4930489-01 Equipment: JD 410 Extend-a-hoe GEOLOGIC ATTITUDES ! • Logged By: RKW Elevation: 64 feet TRENCH NO.T-10 Location: see Geotcchnkal Map DATE: July 12, 1993 DESCRIPTION: TOPS01L \ ' Al Pale red-broCm damn locwe. «ihv fine^nvin^ •<»»*• .«-«•-- ~< . @05': Becomes slightly motet to roofet WEATHERED SANTIAGO FORMATION roots; disturbed PJ Pale oBve-green, slightly motet, medium dense, sdty fine-grataed sanc> Wocky; abundant 1 calcium carbonate Mete and stringersSANTIAGO FORMATION 1C] Olive-green, moist, medium dene to dense silly fine- to medium^rained sand; iron oride stained zones; relatively homogeneous; massive Total Depth = 12 Feet Seepage Encountered at 9 Feet Standing Water at 10.5 Feet Backfilled on July 12, 1993 GEOLOGIC UNIT Ts Ts ENGINEERING PROPERTIES c CO n O)* SM SM SM w03 ?•« • t— •n 1@OJ'Moisture(*)--, O•o o>n 3 H> (/>s — ' H<' rt X GRAPHIC REPRESENTATION South Wall SCALE: 1" = 5' SURFACE SLOPE: °* TREND: N85E — - i i i •i'-r— l r - ' I-/.*.-....-- \ -' -!_ -^-,. V ' V. " .'-:— T . \ • • • • \'. ••/•.••. '\ ::••:•: AvV ^-.-^ Y:- bv- .-.•,-"• "•.''. ["••'•LAi '••'••'•[ti. • — • — - 1 7~'T '.1^1 • . • •• .• • i • " —" i_" i " • " • " •.•.•.v.v..i>-i> .^L-^~~^ . . . . . .__-.^, . >. . . . . . . . . J . i ' ':.*',':.':.'.'. \\*r • • ' m^r rrr^ -7f 1 1 i L 1,. , 1 ,,j —— 1— 1 — I—_i — H» .1 — \ — i — \ — M — 1 1 1 1— _ 0T» H»m 1 § — li»— •o O o Project Name: Carltas/Carbbad Ranch Project Number: 4930489-01 Equipment: JD 410 Extend-a-boe Logged By: Elevation: Location: RKW 63 feet see Oeotectaical Map TRENCH NO. T-ll GEOLOGIC ATTITUDES DATE: July 12,1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES c' en n en zo - o •^n •-> oT3 <Bn 3 Pale ced4)rownl slightly moist, loose, silly fine-grained sand; slightly clayey, massive, disturbed EATHERED SANTIAGO FORMATION Olive-green, motet, medium dense, tilty fine-grained sand; dignity cbyey; inn oxide staining, massive > FORMATION Ts Ts Olive-green, moist, stiff, sitty daystone; slightly weathered massive, polished parting surfaces, approximately 12 inches thick @ 4 J': Olive-green, moist to wet, medium dense, sitey fine-grained sand; massive; iron oxided stained stringers, relatively homogeneous Total Depth - 12 Feet Seepage Encountered at 10 Feet Standing Water at 11 Feet Backfilled on Jury 12,1993 SM SM CL SM GRAPHIC REPRESENTATION West Wall SCALE: 1"SURFACE SLOPE: °" TREND: O•n 70m n zo eno Project Name: Caritas/CarisbadRanch Project Number: 4930489-01 Equipment: JD 410 Bflend-a-hoe Logged By: ^ Elevation:_ Location: RKW 61 feet see Oeotechnkal Map TRENCH NO. T-12 GEOLOGIC ATTITUDES DATE: July 12,1993 DESCRIPTION:GEOLOGIC UNIT ENGINEERING PROPERTIES c VI o•en into 341• >—*re C.H O /—x OT3 nr> 3HI in Red-brown, damp, loose, sflty fine-grained and; slightly porous; scattered rootlets, disturbed 3LLUVIUM Dark red-brown, moist, medium dense, silly fine-grained sand; massive; btocky; irregular lower contact EATHERED SANTIAGO FORMATION Olive-green, moist, medium dense, slightly clayey, silly fine-grained sand; massive; minor iron oxide staining; gradational lower contact SANTIAGO FORMATION Qcol Ts Ts o n Olive-green, moist to wet, medium dense, silly fine- to medium-grained sand; massive; minor iron oxide staining; homogeneous @ 8': Moderate seepage @ 12': Pale green-gray mottled yellow-orange, damp, dense, silty fine to coarse grained sandstone; occasional rounded cobble and gravel; massive Total Depth = 125 Feet Seepage Encountered at 8 Feet Standing Water at 8 Feet Backfilled on July 12,1993 SM SM SM SM SW GRAPHIC REPRESENTATION South Wall SCALE: 1"SURFACE SLOPE: °* TREND: N80B-^ oT) 73m I § Project Name: Carltas/Carlsbad Ranch Logged By: RKW Project Number: 49304894)1 Elevation: 175 feet TRENCH NO. T-13 Equipment: JD 410 Extend-a-hoe . Location: see Oeotechnkal Map GEOLOGIC 1 ATTITUDES DATE: July 12, 1993 DESCRIPTION: rropsoiL Kj Dark red-brown, moist, medium dense, silly fine-grained sand; disturbed; slightly porous;f~ massive; 18 to 24 inches thick[TERRACE DEPOSITS pj Orange-red brown, moist, medium dense to dense, silly fine- to medium-grained sand; massive; slightly micaceous Total Depth - 3 Feet No Ground Water Encountered Backfilled on July 12, 1993 GEOLOGIC UNIT Qt CMPTMCRDTMr* DDHDCDTTCQ W n• V) SM SM f/tv> Z%• t^n l@r 3Co <—> W-«S« VI>— • rtC m GRAPHIC REPRESENTATION West Wall SCALE: 1"= *' SURFACE SLOPE: «" TREND: N20W-*. -H 1 H - • 1 1 1 * * — r — H — f— < * JAJX.^_..;J Iv^Sj/ III)I'll H 1 1 1 II i i --I — 1 — 1 — 1 — ,— . f-1 •o nn 3i-h tn^_/ ^. rt « «* — 1 — 1 — 1 — f- - 0•n 7)m n i•-o. unO i i -j r-n»-•• DO3"r»O3 e« >(/I V)0nM*Vrt (/> Project Name: Carltas/Carlsbad Ranch Logged By: RKW Project Number:4930489-01 Elevat:ton: 177 feet TRENCH NO.T-14 Equipment: JD 410 Extend-a-hoe Location: see Geotechnical Map GEOLOGIC ATTITUDES : DATE: 'July 12,1993 DESCRIPTION: TOPSOIL 5J Dark red-brown, moist, medium dense, silty fine-grained sand; disturbed; slightly porous; approximately 12 inches thfckrRACE DEPOSITS Orange-red brown, moist, medium dense to dense, silty fine- to medium-grained sand; massive; very slightly porous; slightly micaceous Total Depth * 3 Feet No Ground Water Encountered Backfilled on July 12, 1993 GEOLOGIC UNIT Qt FNfiTNFFRTNfi PROPFRTTF^ c en h en SM SM £ (T> f o\° I/I •— ' r» ^n ^ o 0 3n, </)t — ' M* rt X GRAPHIC REPRESENTATION West Wall SCALE: 1" = 5' SURFACE SLOPE: 0* TREND: N20W-*- — ) — M — • - — 1 — ( — 1 —— 1 — 1 — r~~ • < « HN V• •I i V1 t — h-l" '| 1 • •> v— — j^^." ." •''^""•/j .". ."jg L'-Tr'-Vy • V-i-.-^J^x '— 1 — 1 — 1 — 1 —— 1 — 1 — f — 1 — » -H — 1 — 1 — 1 — ^ . — -H — f — 1 — h- . - - - g O•n H73m •z.o t»— JS O o Project Name: Carltas/CarbbadRanch Project Number: 4930489-01 Equipment: JD 410 Extend-a-boe Logged By: Elevation:. Location: RKW 150 feet see Oeotedmkal Ma TRENCH NO. T-15 GEOLOGIC ATTITUDES DATE: July 12,1993 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES G W h V) <P c<-tn •o no 3 Dark red-brown, slightly moist to moist, medium dense, silly fine-grained sand; scattered rootlets; iron oxide Webs; approximately 18 inches thick 3RRACE DEPOSITS I Orange* red brawn, moist, medium dense to dense, silty fine- to medium-grained sand; massive; slightly porous Total Depth - 5.5 Feet No Ground Water Encountered Backfilled on July 12, 1993 Qt SM SM 65 7.5 106.7 115.3 3' GRAPHIC REPRESENTATION West Wall SCALE: 1" = 5'SURFACE SLOPE: °* TREND: N20W I I I I till $z I t ) I $ TOm n § ~|tn inO i OJ -vl ) Leighton 6 AssociatesProject Name: Caritas/Carlsbad Ranch Logged By: RRW Project Number:4930489-01 Elevation: 157 feet TRENCH NO.T-16 Equipment: JO 410 Extend-a-hoe Location: see Oeotechnical Map GEOLOGIC : ATTITUDES - DATE :j July 12, 1993 DESCRIPTION: TOPSOIL:i X] DaR red-brown, moist, medium dense, silty approximately 24 inches thick TERRACE DEPOSITS fine-grained sand;massive; disturbed; JTJ Orange^red brown moist, medium dense, silty fine- to medium-grained sand; massive; slightly porous ; Total Depth = 5 Feet No Ground Water Encountered Backfilled on July 12, 1993 GEOLOGIC UNIT Qt ENGINEERING PROPERTIES c en h en SM SM en0)?i s Moisture(%)9.7 11.8 '-v O•a n>n 3 X 117.7 114.1 GRAPHIC REPRESENTATION South Wall SCALE: 1"= 5' SURFACE SLOPE: **-*• TREND: N70E — — 1 — 1 — 1 — k * - • 1 1 | 1 • - - i, .. . til-.l^u.\: 1 1 1 1 U1 > r-n'.V Vr.""T7 ..' ..• . :: ® ii:-^«.-ju:r" v-t±rnw_.._!_ | \ — j-^ — i — i — ' — m \ i i 1 » » — J 1 1 1 — 1 — 1 — 1 — r— _ § O•n m nX p i»— i <T O o o / t\ ; Project Name: Carltas/Carlsbad Logged By: RKW Project Number: 4930489-03 Elevation: ±128' TRENCH NO. T-17 Equipment: Case 450B Backhoe Location: See Geotechntaal Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A UNDOCUMENTED FILL- Red-brnom. orange Jirmm and m«dinm Krrmm mnkt nv^i.,m dense, silty to clayey fine-grained sand; scattered pieces of plastic sheeting; 2 to 6 inch thick fill lifts; numerous rootlets B SANTIAGO FORMATION: IJRht gray to nff-white, slightly mota*, Hr!rff| .iity fin- - m coarse-grained sandstone; massive; slightly cemented Total Depth = 5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Afu Ts ENGINEERING PROPERTIES (a n V) SM/SC SW 0>z •§• t— •0> o o\° </>^~> rt 5O •n n0 3 H) (/Iv«^ M- i-f X GRAPHIC REPRESENTATION w WaU SCALE: 1" = 51 SURFACE SLOPE: O* TREND: N25<>w i 1^1 — i — . - u-J — 1 — I — I — • I—I l_l t \-> 1 1 1 JLJL p:^2^-'-M — i .'j'-l '•h-r— '-*r- ~- *]V^H- ~r . i ;iy\A \ — \—-\ —-H — 1 — 1 — 1 —— 1 — 1 — 1 — 1 —— 1 — 1 — 1 — r- - O•n JOm | p 7^«N ino i • n 00=r 03 M On U) Project Name:Carltas/Carbbad Logged By: RKW Project Nuiiber: 4930489-03 Elevation: ±132' TRENCH NO. T-18 Equipment: Case 450B Backhoe Location: See Geotecnnfcal Map GEOLOGIC ATTITUDES * DATE: 2^5/94 DESCRIPTION: A TERRACE DEPOSITS; Orange-brown, slightly moist to mote, dense, siltv fine-grained sand; massive, homogeneous; upper 6 inches is disturbed and contains scattered chunks of asphalt, concrete and pieces of trash (plastic, paper, etc.) B SANTIAGO FORMATION: Light olive-green, moist, dense, silty fine- to coarse-grained sandstone; massive; contains abundant quartz grains Total Depth = 8.5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Qt Ts ENGINEERING PROPERTIES n SM SW ttZ 3o *Q ^.c t/i C id n>n 3h-t) in ^__/ M*r*X GRAPHIC REPRESENTATION WWa« SCALE: 1" = 5' SURFACE SLOPE: °° TREND: N40«W • i i i i'- f11" 1 ~T" • till'I'll • i 1 .1 \ m m m IV — • . • ' 1 1 1 1 1 *•' ' • • -*~* 1 \ • • ' \* ^ ' 1 ' 1 • 1 1.T '.'.'.. "~S f 1 II 1 •> 1 4 1 — 1-!.__ (.., 1 1.- — * •n H m•yn T1 oe o n3 1 H gj > »> n>•i> ri Project Name: Carltas/Carbbad Logged By: RKW Project Number: 4930489-03 Elevation: ±136' TRENCH NO T-19 Equipment: Case 450B Backhoe . Location: See Geotechnfcal Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A COLJ^UVIUM: Oranfle-brown mottled dark brown, moist to very motet, medium ctemee, silty fine-grained sand; scattered roots; slightly porous @ 2': Dark brown, very moist, medium dense, silty fine-grained sand; homogeneous; slightly porous B TERRACE DEPOSITS: Orange to red-brown, very mnfef , medium dense, xilty fin».grnin»l sand; massive @ 9': Contains rounded gravel and fine cobbles : SANTIAGO PORM^TJiqN: Liflht olive-preen, mnist, rt«n«., silty fine. M rnar^.j^inert sandstone; massive Total Depth B 10 Feet No Ground Water Encountered Backfilled on 2/25/94 GRAPHIC REPRESENTATION ^ w«»« SCALE: 1" = » i 1 1 > — • - - - -f-H — 1 — 1 — • — 1 — 1 — 1 — m « ] — i — i — v r , \ ,>. • » GEOLOGIC UNIT Qcd Qt Ts CMr*TkICCDTM/^ nDHDCDTTCC c: en o tn SM SM SW Ww% %> t— *to 1 @5' o•— > !-"• &> W•— ' <-» 1n ,— . oT3 n>f> 3>t> I/I x — ' M*r» X y SURFACE SLOPE: °° TREND: N580W •Ht — i — 1 .1 : -:-:';H .•.—-. •. \±±A*±* • .* . '. . .*"••''.• • . :-:- : y isx^y •~5\t/ . r .1 ' • : . -^H] •_ 1™— *^^w»•»—••• ^•••^ i ^ it - • - - -« O•n »mz Ss' — p»CDi/l Project Name:rarltat/Tarkharl - Logged By; Project Number: 49-M)4«9-01 Elevation: ' -H«» TRENCH NO. T?ft Equipment: raw asni} Rackhoe Location: See r-cAtKrmkal Map GEOLOGIC ATTITUDES , i \ t -, DATE: 2/25/94 DESCRIPTION: A TERRACE DEPOSITS: Medium brown, mottled orange- and red-brown, very moist, medium dense; silty fine-grained sand; scattered roots; slightly porous, upper; 12 to 18 inches is disturbed @ 3'-5': Becomes medium brown in color Total Depth - 10.5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Qt ENGINEERING PROPERTIES en n C/l SM M ' rt 1@0' o c2 *ri co0 3 • — ' M' r» ^ , GRAPHIC REPRESENTATION W Wall SCALE: 1" * 5' SURFACE SLOPE: 0» TREND: N50"W — \— \ — 1 — - — 1 — 1 — (•-+—- . • 1 1 11 * fr~ to \"™*" '^' • X • ' '• ^w • ' h > * ' 1' 1 ' 1 ' 1 '• • Y » , ^"' -:T'... m N^.';. . . \"~ NL-' ' i * i * i i • *"C_ ' _ - ' l\ \ \ \ 1 '•--.•"/••:.~L1 • '-•- 1 r \ 1™ f \ • -i — i — i — i — - - — - - - O TOm ni 9 •H O O 1•>* > •1 J4 - Project Name: Carttas/Carbbad Logged By: RKW Project Number: 4930489T03 Elevation: ±156' TRENCH NO. T-21 Equipment: Case 450B Qackhoe Location: See Geotechnical Map GEOLOGIC ATTITUDES . DATE: 2/25/94 DESCRIPTION: A IPPSOIL: Dark brown, very moist, medium dense, silly fine-grained sand; massive; pnmiu; scattered roots * TERRACE DEPOSITS: Orange-red brown, moist lo very moistT medium dense, silty fine- grained sand; massive; slightly porous in upper 12 inches : SANTIAGO jFORMATlpN: Light to medium olive-green, moist, dense, silty fine- to medium-grained sandstone; massive; slightly micaceous Total Depth = 6.S Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qf Ts nxir*TMCCDTK!P DDDDCDTT CC en n (S> SM SM SM D) cf-S• i— • (V f o/—, I-"tf» W•— ? r+ (D GRAPHIC REPRESENTATION WWall SCALE: 1" = 5' SURFACE SLOPE: °* TREND: N5'W — i — | — < — 1 — - — \ — I — \ — *i V — 1 — 1 — 1— 1 i . X. •.'iT1'— 1 — r— 'IV| • . » r H\ ViX- n :• i^ S~- B| XX. .-.; -- y I • • / Hl^r ^^] ; 1 _ : • i — ^ i — i — f* OT3 fD0 3H) (/I *s—' M"rt — 1 1 1 1 m - o•n JOm n § — <iM tno 1 • W -J m W3* O3 «n UlVI OO <t (A Project Name:Carltas/Carlsbad Logged By: . RKW Project Number: 493048<W)3 Elevation: ±115' TRENCH NO. T-22 Equipment: Case 450B Backhoe Location: See Geotechnical Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A TOPSOIL: Dark red-brown, very moist, loose to medium dense silty fine-grained sand; homogeneous; abundant roots B COLLUVIUM: Light gray to off-white, moist, medium dense, silty to sMghtry clayey fine sand and light dive-brown, moist, stiff, silty day layers; day appears to be discontinuous, plastic- and sheared C SANTIAGO FORMAJJON.: Liflht gray to off-white, mast, dense, silty fin*, tn cram*. grained sandstone; massive; abundant quartz grains Total Depth = 6 Feet No Ground Water Encountered Backfilled on 2/25/94 • GEOLOGIC UNIT Topsoil Qcol Ts ENGINEERING PROPERTIES en n CO SM SM/CL SW Vt • ~ 1 @ 2'-4' o s— ' rtC re 0 3H) l/l X GRAPHIC REPRESENTATION w w»« SCALE: 1" * 5' SURFACE SLOPE: V TREND: N15°W • • iii. - • - l l t lI'll « l 1 l 1 4 i i i \1 1 T "1 Y ^1 • • » m •> * *^T^**i — • — "^" MM 1 . . • ,. ' • ^~\-~± \*i^^ — —,• \£.riii KFafl''!-'^• J AM .••J *• ?*-ff ' "~" w JfIT- ^ • lilt » h 1 1 1 1 1 I 1 —-., 1 — l — 1—4. . •« - o•n H rn•y.n § -i ro O o VI 0 i i ^N. fl»M* <§• o On WI/I OO sor» </> Project Name: Carltas/Carlsbad Project Number:49304&9-03 Equipment : Case 450B Backhoe GEOLOGIC ATTITUDES Logged By: RKW Elevation: ±139' TRENCH NO.T-23 Locat ion : See Geotechnfcal Map DATE: 235/94 DESCRIPTION: A TOPSOIL: Dark red-bra roote; sbghtty porous B TERRACE DEPOSITS: grained sand; massive @ 6': Becomes medium wn, very motet, medium dense, silty fine-grained sand; scattered Orange-brown, moist to very moist, medium dense, silty fine- brown mottled orange-brown in color Total Depth = 10 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES c n en SM SM entu re Moisture(*)GRAPHIC REPRESENTATION w Wa" SCALE: 1" = 5' SURFACE SLOPE: °° TREND: N75-E 1 — 1 — H — - —4— -4 — 1— 1 — * — 1 — 1 — 1 ll'.'-i V' ''\~^ ' 1 1 ' L '1~ ^^ .' "•" - '.["A" • 1! "^7Cj i 'ni/ i i -*— & : W : —» — 1 — r--« — • — 1 — 1 — 1 — 1 — *-^ o•a ren 3 rt — 1 — 1 — 1 — r— H o H m 1 V U) l/lo I Project Name: Carltas/Cartebad Project Number: 4930489-03 Equipment: Case 450B Backhoe Logged By: Elevation:. Location: RKW ±142'TRENCH NO. See Geotechnical Map T-24 GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES c in o w ww ?•§of I/I •—' rtC n n 3 TOPSOIL: Dark red-brown, very moist, medium dense, silty fine-grained sand; scattered roots; slightly to moderately porous COLLUVIUM; Medium brown and orange-brown, mottled dark brown, very moist, medium dense, silty fine-grained sand; occasional zones of slightly clayey sand; slightly porous TERRACE DEPOSITS: Orange-brown, moist, medium dense, silty fine-grained sand; massive; very gradationat upper contact Total Depth - 10 Feet No Ground Water Encountered Backfilled on 2/25/94 Topsoil Qcol Qt SM SM SM OQ O GRAPHIC REPRESENTATION W Wall SCALE: 1" * 5'SURFACE SLOPE: 0* TREND: N35"W O•n TOm n o O o ij Io 1 /J -J-J B ar•» ;n A/i3 -t Project Name: Carltas/Carbbad Loeeed By: Project Number: 4930489-03 Elevation: RKW ±143' TRENCH NO. T-25 Equipment: Case 450B Backnoe Location: See Geotechnfcal Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A TOPSOIL: Dark red-brown, very moist to wet, medium dense, silty fine-grained sand; porous; scattered roots B COLLUVIUM: Dark orange-brown, mottled dark brown, moist to wry moist, medium dense, silty fine-grained sand; slightly clayey; slightly porous; gradational tower contact C TERRACE DEPOSITS: Orange-brown and medium fine-grained sand; massive Total Depth brown, moist, medium dense, silty a 10 Feet No Ground Water Encountered Backfilled on GRAPHIC REPRESENTATION w wa» SCALE: 1" = 5' — P — 1 — 1 — • • - —r r | ""t —— I — 1 • I1—1 • \^~ ' K1 \'r~— ' • . \ "" ^^-•. • 2/25/94 GEOLOGIC UNIT Topsoil Qcol Qt CKI^*TK1CCDTMP DDHDCDTTPCtPlullNCCKlNU rKUrcKllCO tn O in SM SM SM w (6 i@<r 2@5' _ oV0 (/>>— ' ft C n ^ ^ „ *O ftn 3 t-tl W rt SURFACE SLOPE: °* TREND: N15<w ''T^i \• , . .IA 1 ' 'A '• T"""" ' ' . ^^^^* ^H* j T^- i ' ''1s t i/i __• . • • • ,—.__•/ • • '.•.-•-. • J./ —:•-:-•• .'•"•'': .•/ ' * ' * * 1 • m'*~L _ 1 1 i 1 ._j — i — i — i — - 1 1 t ;- _ otl 75 X P 1 eno t i ^ c-n DO l-t03 Cn inoo M' in Project Name:Carltas/Cartsbad Logged By: RKW Project Number: 4930489-03 Elevation: ±157' TRENCH NO. T-?« Equipment: Case 450B Backhoe Location: See Geotechnkal Map GEOLOGIC ATTITUDES :; DATE: 2/25/94 DESCRIPTION: A TOPSQIL: Dark red-brown, very moist, medium dense, silty fine-grained sand; massive; scattered roots; very gradational lower contact over 8-12 inches; slightly porous B TERRACE DEPOSITS: Oranffe-brown, moist, medium dense, silty fine-grained (and; massive Total Depth = 8 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES CO 0 Cfl SM SM GRAPHIC REPRESENTATION N Wall SCALE: 1"= *' SURFACE SLOPE: *° TREND: ' . - — *— 1 — 1 — 1 — • • - I'll i 1 l 1 • « i i i iM-YV-riti. ' ' ' ' \-"- : t IV~>« ' 'i • • i Vk-r 1 \. ' • .' . » • V i' -V . ' \. —.• • v • • .• ./ •__.• I / • . •' '. - — •' — '^/ |B| '—';-/ ' f —^^^^^^^ • • 1 1 1 1— ' ft o oN° VI *— ' r-fc n <85°W .,.!.. _i 1 1 *T^ fl)n 3 rtX - ; i ~ - o•o H m nac o H roen O o f Project Name: Carltas/Carlsbad Project Number:4930489-03 Equipment : case 450B Backhoe GEOLOGIC ATTITUDES Logged By: RKW Elevation: ±170*TRENCH NO. Location: See Geotechnical Map DATE: 2/25/94 DESCRIPTION: A TOPSOIL: Dark red-brown. very moist, medium dense, silly fine.£mineri «.nrt; «mit«*H roots, slightly porous B TERRACE DEPOSITS: Oranpe-brawn and medium hmu/n imy mn»« m«ii,,m A.««. silty fine-grained sand; massive, upper 12 to 18 inches is disturbed Total Depth = S Feet No Ground Water Encountered Backfilled on 2/25/94 T-27 GEOLOGIC UNIT Topsoil Ot ENGINEERING PROPERTIES c In o V) SM SM v>to o2^' *— 1n Moisture(*)<-^ O•a nn 3HI Ws~~^ M- r-f X GRAPHIC REPRESENTATION w Wall SCALE: 1" = 5' SURFACE SLOPE: °" TREND: N15"W — f— f — 1 — |— ' ; •T 1 | 1 • 1 1 1 1 4 K ^ • • • » * 1 1 4. 1- - O•n 70 n -( Ss VIo1— • 1 -g •vj n UQy o3 fin U)t/iOn M* It Project Name: Project Number: Carltas/Carlsbad 49304894)3 Logged BX: RKW Elevation: ±165*TRENCH NO. T-28 Equipment: Case 450B Backhoe Location: See Geotechnkal Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A TOPSOIL: Dark red-brown, very moist, medium dense, silty fine-grained sand; scattered roots, massive; slightly porous B TERRACE DEPOSITS: Orange-brown, very moist, medium dense, silty fine-grained sand; massive; upper 12 inches is disturbed @ 4': Medium brown, moist medium dense, silty fine sand; massive; micaceous; very friable Total Depth = 5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES c Crt n»en SM SM to • >->n 1 @ 0.5' o o\° U) >— ' Itc n n 3HI (/> X GRAPHIC REPRESENTATION W Wall SCALE: 1" - 5' SURFACE SLOPE: 0° TREND: N5«W - • 1 I I I1 » » - • • • 4 • • 1 1 I-;- 1 A I' '^x» . . 1^. * .TT'.^-Vl'.H. * » • H- - - • ^k * - » ' ~"~~ ~~~'i/\ //• J-. —t * • ^f • » II t 1 w - O•n HTOm2 X O rfo00 O o Project Name: Carltas/Carlsbad Project Number:4930489-03 Equipment : Case 450B Backhoe GEOLOGIC ATTITUDES Logged By: RKW Elevation: ±141'TRENCH NO.T-29 Location : See Geotechnical Map DATE: 2/25/94 DESCRIPTION: A TOPSOIL: Dark red-brown, very moist, medium dense, silty fine-grained sand; scattered roots; appears disturbed 3 TERRACE DEPOSITS: Oranse-brown and medium hmwn mntaf m«Unm rtww «iity fine-grained sand; massive; upper 6 to 12 inches is disturbed Total Depth = 5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES c en o en SM SM enu ?*• i—-n Moisture(%),-N 0•a n>0 3H) W ^— f H*«l-t X GRAPHIC REPRESENTATION WWall SCALE: 1" = 5' SURFACE SLOPE: W TREND: N70*E 1 " 1 ' ' < 1 " - — * 1 • 1 1 1 " 1 It 1 III • ^3&Wfxii/ 1 1 i 1 1 1 + — 1 —-4- — 1 1 1 - m r»x IS 1/1o 1 IrJ -J M- OQ r» § an I/ItnOn rt 10 Project Name: Carltas/Carlsbad Project Number:4930489-03 Equipment : case 450B Backhoe GEOLOGIC ATTITUDES \ Logged By: . RKW Elevation: ±170*TRENCH NO. Locat ion : See Geotechnfcal Map DATE: 2/25/94 DESCRIPTION: A TOPSC sand; 9 B TERR. massive )IL: Dark brown mottled, orange-bri altered roots \CE DEPOSITS; Orange-brown, mi ; upper 12 indies is disturbed Tot No Bac own, very moist, medium dense silty fine-grained oist, medium dense, silty fine-grained sand; al Depth = 5.5 Feet Ground Water Encountered kfilted on 2/25/94 T-30 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES c CA n CO SM SM wiw • i— »n Moisture(%)>~. O n 3 Hi W • — ' i—rt GRAPHIC REPRESENTATION W Wall SCALE: I" = 5' SURFACE SLOPE: 0" TREND: N20-W iii.~^' i * 1 - l l i iI'll m 1 1 1 1I | . 1 1 " f M • 1 || 1 . | > • b I t i I EJ! ••'>•'••' I Iff * ^"™" " "^^ m f 1 II ' 4 III'1 l i l— -1 1 ' J - - - O1] HTOm a: t O o Project Name: Carltas/Carlsbad Logged By: RKW Project Number: 4930489-03 Elevation: ±79' TRENCH NO. T-31 Equipment: Case 450B Backhoe Location: See Geotechnical Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: \ UNDOCUMENTED Pttl- Orange and dark redJwmm, mnto, medium (fen*., tfKy ffn*- grained sand; scattered roots; disturbed throughout 3 TOPSOIL: Dark red-brown and dark brown, moist to wet, loose to medium dense silty fine- grained sand; massive; slightly porous; increasing moisture with depth - SANTIAGO FORMATION: Medium olive-gray, saturated, medium dense, slightly silty fine- tomedium-grained sandstone; very friaijle; perched ground water between 7 and 8 feet @ 8': Becomes moist, moderately cemented sandstone Total Depth « 9 Feet Perched Ground Water at 7 to 8 Feet Backfilled on 2/25/94 GEOLOGIC UNIT Afii Topsoil Ts CKI/^TMCCDTKir* DDHDCDTT CCcNblNccKINb FKUrbK i I ho en 0 ?* SM SM SM » ' » 1@8' _ o »— ' ptc n 73 nn 3 • — ' M*rt GRAPHIC REPRESENTATION NW Wall SCALE: 1" = 5' SURFACE SLOPE: <** TREND: N30°E ~H — I 1 ' 1 B . - - — r— f 1 - « -1 • 'I—I I \^~ V- \\ » ,-"> .[A]' V ' "•"''"'\-r \~--V. " i i t r l^i • ™ . ;' •• • '•^^^i^^ * . . L2J ^Zlt'll-~=-— • '{^l/ \ * J -.. • _| 1 L_l * — 1 — 1 — t — 1 —— 1 1 1 r~ - ^ . - - O-n 3 n 0 HI tn0 i i w ^ « 00 r» 0 On ininOn M-Wrf<D Project Name: Project Number: Carttas/Carlsbad 4930489-03 Logged By: RKW Elevation: ±146'TRENCH NO. T-32 Equipment: Case 4SOB Backhoe Location: See Geotechnical Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A UNDOCUMENTED FILL: Orange/red-brown, very moist, loose to medium. dense,silty fine-grained sand; disturbed; scattered roots B TOPSOIL: Dark red-brown, very moist, medium dense, silty fine-grained sand; massive; moderately porous; relatively sharp irregular upper contact; gradational lower contact C TERRACE DEPOSITS: Orange-brown, moist to very moist, medium dense, silty fine- to medium-grained sand; massive; friable Total Depth - 10 Feet No Ground Water Encountered Backfilled on 2/24/94 , GRAPHIC REPRESENTATION W Wall SCALE: 1" = • • i i iil 1 l 1 • . . - i l i i1 l 1 1 i l i il 1 1 1 » V-^ Viii i \1 ' l 1 V i . • t k GEOLOGIC UNIT Afu Topsoil Qt ENGINEERING PROPERTIES " w o« ?* SM SM SM ?1 1@ l'-2' O e\o v> *~* c n n 3 <t ^ ! y SURFACE SLOPE: °* TREND: N's •£• ' • .%••'.-'-^j-.j^" "TJ, . | * i *• T"-"| "• — :— • '• B rL-* • _ -.-| p i v"'"--\__ ^i^— '•yfc •. [~T"| ; -"^ ^*t^^l J^-*-"l T "^r 1": i - j- , .' i v • /I 1 1 1 /• ' — •— . 7 • ^-«w* ~™ * m fcl v /' * . '/ T~~. •/ i l t i • 1 l i 1 ^ l i -r-1— - •n H170m2:o:r § T4 u> O o i> J <•ii * 1 1 » 1 1 i 1 r o . Project Name: Project Number: Carltas/Carlsbad Logged By: RKW 4930489-03 Elevation: ±149' TRENCH NO. TV» Equipment: Case 450B Backhoe Location: See Geotechnkal Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A TOPSOIL: Dark red-brown, very moist, medium dense, silly fine- to medium-grained xand; < scattered roots; gradatknal tower contact 3 TERRACE DEPOSITS: Orange-brown and medium brawn, mote to very motat, medium dense, silty fine- to medium-grained sand; massive; friable; upper 12 inches appear to be disturbed Total Depth = 10.5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES CO n en SM SM » o=-i• >— »n o/-^ M-^p (/) »-^ (-» 1n GRAPHIC REPRESENTATION N Wall SCALE: 1" = 5' SURFACE SLOPE: y TREND: N55°E iiti — » — f — H — • - - ti«i— 1 1- | 1 —I — 1 — 1 — <• > > • 1 \ ' 1- 1 •» 1-••i — r 1 r J\ I I i. I \' ~- • XI 'li'l'i'fl i i 1.11. 1 J _JI i i i i - — — • • . - / — • — "^f i I i ii i i i i § t — i T3 epn 3 H) t/t r+^ I I II ~ _ O•n H» 1 o u>jj inO i i •vl t- H- OQ O3 en 10v>OnM-w at Project Name:Carltas/Carlsbad Logged By: RKW Project Number: 4930489-03 Elevation: ±171' TRENCH NO. T-34 Equipment: Case 4SOB Backhoe Location: See Geotectanical Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: A TOPSOIL: Medium to dark red-brown, moist, medium dense, silty fine-grained sand; scattered roots; slightly porous; gradations! k . .jwcr contact B TERRACE DEPOSITS: Orange-brown, moist to very moist, medium dense, silty fine- grained sand; massive; friable; upper 12 inches disturbed @ 3>': Contains zones of medium brown, silty fine sand Total Depth = 5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES (0 0 w SM SM z| n o*-^ M- o\° (/I• — ' rt C1n •n nr> 3 M) t/1 rtX GRAPHIC REPRESENTATION WWali SCALE: 1" = 5' SURFACE SLOPE: °* TREND: N20°W • • •i i i •1 1— l'"l » * - I'll * m 1 1 1 1 m » \ 1 II • > C 1 ' 1 ' Ir^H "\J|_i.'_- 11 H •. x • • • ^k *^^^< «M^ ' \.' ' ' • \^—^^J I .^••l^B* 7*1 . I /»• . 1 WI. . 1 — • — if ' ' • ' ' "f__^M ^fB -/ ~~T ' ~ 'jf***+i^^ — 1— f- 1 1 t » ... | , A — f , , i „ • I 1 > H — - ; ~• -i — i — i —.- - OTJ H70m nX T0 Hi £ o l/l 0 1 1 -J -sj rn»-" y o3 jn 3 iit j> Project Name: Carltas/Carlsbad Loefied By: FKW Project Number:4930489-03 Elevation: ±16T TRENCH NO.T-35 Equipment: Case 450B Backboe Location: Sec Geotechnical Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: \ TOPSOIL: Dark brown, moist to very moist, medium dense, silty fine-grained sand; scattered roots ' TERRACE DEPOSITS: Orange-brown, moist, medium dense, silty fine-grained sand; massive; friable; upper 6 to 12 inches appears disturbed Total Depth = 5 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt n MPT ME CD TRIP DDODCDTTCC C Vt n GO SM SM en o-i n § ^ rt C n «-N O n 3l-fl U) rt GRAPHIC REPRESENTATION W WaU SCALE: 1" = 5' SURFACE SLOPE: 0* TREND: N15-W — 1 — 1 — 1 — - — 1 — 1 — 1 —— 1 I I —i>*i— | — h -t- | • 3x1 '\^ ~*X".VVV\ k § i i i™^I 1 r pr - -'7^'. *£*'_ -I B '.J • -y • ' •~~aJ~jr 1 i I 1— II 11 - i i i i 1 1 — t — 1 — - - .. i_.j — i — i — - - - - § 0 H tns1 7O -t U)in oI— »1 1 •J fn 09 r» O3 en tMOo D)rt (A Project Name: Project Number: Carltas/Cartebad 4930489-03 Logged B/: RKW Elevation: ±144*TRENCH NO. T-36 Equipment: Case 450B Backhoe Location: See Gcotechnkal Map GEOLOGIC ATTITUDES DATE: 2/25/94 DESCRIPTION: \ TOPSOIL: Medium to dark red-brown, moist to very moist medium dense silty fine-grained sand; scattered roots 1 TERRACE DEPOSITS: Orange-brown, moist, medium dense, silty fine-grained sand; massive; micaceous @ 6': Contains zones of medium brown very friable, silty fine-grained sand @ 8': Material becomes dense Total Depth = 10 Feet No Ground Water Encountered Backfilled on 2/25/94 GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES c: en n Crt SM SM tu §•8 n 1@ 4'-5' o > — ' rt C n *o oo o r+ GRAPHIC REPRESENTATION WWall SCALE: 1" * ? SURFACE SLOPE: 0° TREND: NHTW • • iiii— i — 1 1 1 - - - I'll • • • II 1 . « ^pMMW «l • ^k -^' J ^^* *V . • 1 1 1 IV - • * * • , • * * . ' • ' • . • i ' | • i i V ~:- v^ ILV-'Hl- • . . ii iJ- •' . ' • \\B\-. '.'• ^.'-;:.;/ ' ' / * * m •' i•if \ i iy . ' : !• I 1 'i — 1 — 1 — I t t - - O•n H73m x o O o 4930489-05 APPENDIX B (continued) LOGS BY LEIGHTON AND ASSOCIATES OF EXPLORATORY TRENCHES EXCAVATED DURING THE COLLEGE BUSINESS PARK INVESTIGATION (Leighton, 1991) T-2 Tor (2 trenches) B-7 eno Project Name: Huntinqton/Palomar Project Number: 4841363-02 Equipment: JD-310 Backhoe Logged By: Elevation: RIU ±89"TRENCH NO. T-l Location: Set* Gf>atec.hnica1 Map GEOLOGIC ATTITUDES DATE: 1/15/85 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES en iste<-* o•o <»0 3l-h V)N_/ H- C: Undulating ALLUVIUM (D Medium to dark brown, moist, clayey, abundant rootlets in SANTIAGO FORMATION Qal SM loose, top 2' silty sand; slightly Ts SM nM- •§•r» § en *MOOH- R<iM Very light brown to light golden brown, moist, medium dense to dense, silty fine to medium sand; @5* discon- tinuous lense of fine sandy silt Total Depth »7' No ground water encounteredNo caving Backfilled 1/15/85 GRAPHIC REPRESENTATION North Wall SCALE: 1"4'SURFACE SLOPE; Hor12.TREND: N47eM •4-f -lit i\; i ;»:LJ;: ?± \ r^TTH-' '' ' J—^ III!ms 2:o ' )V / Wlo 1 1 ^. fnH- rt § fin MUl 0 O p» w Project Name: Hunting ton/Pal omar Logged By: RLW Project Number: 4841363-0? Elevation: ±9Q' TRENCH NO. T-2 Equipment: JD-31Q Rarkhop Location: See Geo^echnical Map GEOLOGIC ATTITUDES C:Undulating J:N78°W;65°NE B:N7rW,2°SW DATE: 1/15/85 DESCRIPTION: ALLUVIUM (I) Medium brown, moist to very moist, medium dense, silty fine to medium sand; brush covered, abundant rootlets in top 1.51 SANTIAGO FORMATION 0 Light to medium golden brown, mottled medium brown, moist, dense, silty fine to medium grained sand; jointed, bedded surface is finely developed and generally dips to the SW 2°-3° Total Depth * 5.1* No ground water encountered No caving Backfilled 1/15/85 GEOLOGIC UNIT Qal Ts . FNnTMFFRTNfi PROPFRTTF*? • cn 0 cn SM SM p> « _ "*? w'^^ r» C (ft GRAPHIC REPRESENTATION South Mall SCALE: 1"* 4' SURFACE SLOPE: 10:1 TREND: N42°E | . 1 i |— I-H — 1 — I — •> - — 1 — 1 — 1 —— 1 — 1 — 1— * '^^sr; : -.?: ^1 . 1 1 «V»' ' t » /r^~±::=r-r~> 1 •' • {T) • ••• ^• • C. • • ^- •' ' '• .,....< ... -.• '—i^^*^^^^^ \ r t ' \ is^2V7^X~.^.: ^rr^?IT". V"*^' -•/ • '^^J•»'. [T^"'.y i : — i .• 'f .•••'.•'. -.'i'f \ TT" -/ml m III 1 i ill i — i — i — | — «**v O o »H> W <—/ M- X __J 1 1 1 1 " ™ - o Tl H735? T.0 — » 4930489-05 APPENDIX B (continued) LOGS BY LEIGHTON AND ASSOCIATES OF EXPLORATORY TRENCHES EXCAVATED DURING THE RANCHO AGUA HEDIONDA INVESTIGATION (Leighton, 1987 and 1989a) T-15 IS TD6* (15 trenches) B-8 o t/1o Project Name: Phase One/Carlsbad Project Number: 8870059-01 Equipment: _ Logged By: Elevation: RKW ±46'TRENCH NO. T-l JD-410 GEOLOGIC ATTITUDES Location: S*»i» Geotechplfal Map DATE: 1/26/87 DESCRIPTION:GEOLOGIC UNIT PROPERTIES cr i/>.o in v>V & • •-/>' it H(I •a on a S-r» § W«A On J) TOPSOIL; Dark brown, moist to wet, loose to medium dense, slightly sllty, fine to medium grained sand; occasional subrounded gravel to fine cobbles; sharp, Irregular lower contact D COLLUVIUM Medium brown, moist, stiff, sandy clay; gradatlonal lower contact; calcium carbonate In gradatlonal zone; pockets of light gray sand; friable cD Terrace Deposits; Oranglsh medium brown, moist, dense, sllty, fine to medium grained sand; slightly clayey; scattered pockets of light gray-brown, sllty sand; abundant Iron oxide staining; massive; homogeneous Total Depth - 9 Feet No Caving; No Ground Water Encountered Backfilled 1/26/87 Topsail Col Qt SN CL SN 18.2 8.6 114.1 (98)< 116.4 (96) GRAPHIC REPRESENTATION Nest Wall SCALE: 1" « 3 g 501 -A - (3/77) Leighton 6 AssociatesProject Name: Project Number: Equipnent : GEOLOGIC ATTITUDES P^ase One/Carl sbad 8870059-01 JD-410 Logged By: RKU/BJM Elevation: ±46'TRENCH NO. T-2 Locat ion : See Sgotechnlcal Map DATE: 1/26/87 DESCRIPTION: fi) TOPSOIL: Dark brown, moist, loose to medium dense, sllty, fine to medium grained sand; scattered organlcs and plastic; sharp, Irregular lower contact © COLLUVIUM: Grayish dark brown, moist, stiff, sandy clay; occasional rootlets; appears disturbed; gradatlonal lower contact J) 9 1.5* grayish medium brown, moist, medium stiff, sandy clay; calcium carbonate blebs (up to 1/4 Inch 1n diameter) to 3 feet; desslcatlon cracks up to 1/8 Inch wide to 3 feet In depth; gradatlonal lower contact (?) TERRACE DEPOSITS: Orangish medium brown, moist, dense, clayey to sllty, fine to medium grained sand; less clayey below 8 feet; Iron oxide staining; subrounded gravel and pockets of light gray, clean sand; slightly porous; friable; massive; homogeneous GEOLOGIC UNIT Tops oil Col Qt ENGINEERING PROPERTIES cr« V)•o r SH CL CL SM/SC GRAPHIC REPRESENTATION East Wall SCALE: 1" - 51 SURFACE SLOPE: 0° TREND: N . Total Dept No Ground * No Caving • Backflllec — 1 — 1 — 1 — • 'Number In . Indicates compactlo • •» i • 9 Feet Hater Encoui 1/26/87 i— 1 — 1 — 1 — parentheses percent rel • tered ^£§ L \-:itlve V. • 4 m -p. 72.7 T*•=liJ-"l L^ '&il .\^ m •N J- J .vT." •M « % * •» ^ •cT.a*^"^ *^ W 7°t^arfe - - -.- «• » M ^^ *^s^ • -r^..^ii^£^srJr-yf $ . m • • • r • » • £ 5-i ST :.Moisture(*)17.8 •-^ e»T?SS2. r» X 90.2 (77)' 73W-*e • • g ? § ^iiIM O o I M Project Name: _PJiase One/Carlsbad LogRcd By: RKH/BJM Project Number: 88700§9.-p.l Elevation: ±4.1' TRENCH NO. T-3 Equipment: JD-410 Location: Se^ Geotec.hnlca.1 Map GEOLOGIC ATTITUDES • DATE: 1/26/87 DESCRIPTION: © CQLLUVIUM; Medium brown, moist, stiff to very stiff, sandy clay; roots and rootlets to 2 feet; scattered blebs of -decomposed organ- Ics; scattered calcium carbonate blebs and stringers to 3 feet (predominantly In upper 1 foot); gradatlonal lower contact |D TERRACE DEPOSITS; Oranglsh medium brown, moist, dense, sllty, fine to medium grained sand; occasional subrounded gravel to cobble (up to 5 Inches In diameter); Iron oxide staining; friable; homogeneous; massive * Number In parentheses indicates percent relative compaction. Total Depth = 6 Feet No Ground Hater Encountered No Caving Backfilled 1/26/87 GEOLOGIC UNIT Col Qt P.NCINFFRf MT. PROPERTIES i"o * CL SM S?B» O [00 3' He 4.5' s *fJ? r-\ ••*• *—> rtC « 7.7 8.1 ^ 3 r» X 113.6 (97)* 113.1 (93) GRAPHIC REPRESENTATION South Hall SCALE: 1" » 51 SURFACE SLOPE: 0° TREND: N72W *•*- T 'I "|-| — . - • I— 1— 1- I-1 . * • • t iVT T T ^'V- 1 J _ ^J— p *" _ • » ^ ^™ * * • •• MV » ^ * «• ' — . *~ •^'iS • i'l-'-ST. i j .•• *^ ' . *^^. *-' "L. — "L' — j. — _ J m • '=:-£&}Ij "3 "y^ I Ul • • • » — 1 — 1 — 1 — 1 — • •• » •* 1 T-I i — i — 1 ——4 — 1 — I 1 . I $ m?t1i i t/t0 1 1 Cl I Leighton ft AssociatesProject Name: _ Project Number: Equipment : GEOLOGIC ATTITUDES Phase One/Carlsbad 8870059-01 JD-410 Logged By: RKW/BJH Elevation: ±5Q'TRENCH NO. T-4 Loca t ion : See fieqtechjfHcal Map DATE: 1/26/87 DESCRIPTION: Q) TOPSOIL; Dark brown, moist, loose to medium dense, sllty, fine to medium grained sand; scattered subrounded gravel; sharp, Irregular lower contact (2) TERRACE DEPOSITS: Oranglsh medium brown, moist to very moist, dense, sllty, fine to medium grained sand; abundant subrounded, coarse gravel to cobble (up to 5 Inches In diameter) In upper 2 feet; abundant Iron oxide staining; slightly porous; friable; massive '. (D 0 6.5* Changes to light oranglsh brown, sllty, fine grained sand*Number In parentheses Indicates percent relative compaction Total Depth = 8 Feet No Ground Mater Encountered No Caving Backfilled 1/26/87 GEOLOGIC UNIT Topsol 1 Qt ENGINEERING PROPERTIES c= CO o SM SM SM GRAPHIC REPRESENTATION South Mall SCALE: I11 - 5' SURFACE SLOPE: 5° TREND: N 1 • 1 1 1 " » » - — i — 1 — 1 • 1 « • « i II I1 • • • k v- . . _-;_:•\ :•*.'/::~ it . i . i . i . : Tiri • • V ."* " . '• * •.* * i ' i " I ' *i ' • • ' i°i" i 'A lie/ • s m • • i • • 1 1 1 1 • » k Vt 2 a ?"E 4.5 Moisturef%)9.2 8.8 r-» O «fX 126.3 (100+) 118.3 (98)* 77M )»~ t-r • •M • - \ < •• £ * O o s 1 • <r« t-n M's-r»O Co > M o 01r» VI Project Name: phase One/Carlsbad Logged By: RKM Project Number: 8870059-0} Elevation: ±59' TRENCH NO. T-5 Equipment: JD-410 Location: See GeQtfichnlpal Hap GEOLOGIC ATTITUDES DATE: 1/26/87 DESCRIPTION: GD TOPSOIL; Dark brown, moist, loose to medium dense, s1lty, fine to medium grained sand; scattered subrounded, -coarse sand to fine gravel; sharp, Irregular lower contact; can dlstlnqulsh where ripper blades have cut through the terrace deposits (Infilled with topsoll); scattered wood chunks and plastic (?) TERRACO1PQSITS: Oranglsh medium to dark brown, moist to very moist, dense, sllty, fine to medium grained sand; scattered sub- rounded gravel; friable; scattered roots and decomposed organic* ; Iron oxide staining; massive; homogeneous D 9 7.5' Color changes to grayish light brown rounded gravel to fine cobbles Total Depth * 8 Feet No Ground Mater Encountered No Caving Backfilled 1/26/87 GEOLOGIC UNIT Topsoi 1 Qt Qt ENGINFFRINfi PROPFRTIES In O J" SH SM SH GRAPHIC REPRESENTATION North Wall SCALE: 1" - 51 SURFACE SLOPE: 0° TREND: » • •"'I " 1 1 1M • - *Number n parenthesis Indicates • i i i « • Vi •' • .' . • "111 "Vi ¥-*» tVi" i^ it* r > * • percent rel >V;<^£ • 1 * * * ^ *i " *\* > ' « " * /-v "n) \*?. • atlve compac i^ii A* 1 * 1 * t ' *.O \ •". /• -^|| ** tlon. ^4.-/ — I — I — * / . • » -•i i 1 -I ' • • • » • ^ ™ z| i» t|0 2' D* 41 S f^5 ri» M•— ' r»C 3 10.2 8.0 f \ HIvnn a M» M rf 117.5 (97)* 116.2 (96) V68E ^- -I — i — i — i — • — I i ,.i Ien VIow1> 1 1.1 -«J •vl i Leighton ft AssociatesProject Name: Project Number: Equipment : GEOLOGIC ATTITUDES Phase One/Carlsbad 8870059-01 JD-41Q Logged By: RKN Elevation: 164'TRENCH NO.T-6 Location: See Geotecfrnlcal Map DATE: 1/26/87 DESCRIPTION: 3) TOPSOIL: Dark brown, damp, medium dense, sllty, fine to medium grained sand; scattered roots and rootlets, sharp, Irregular contact [2) TERRACE DEPOSITS: Oranglsh medium brown, damp to moist, dense, sllty, fine to medium grained sand; friable, scattered subrounded gravel, calcium carbonate blebs In upper 2 feet, occasional roots and rootlets, slightly micaceous, Iron oxide staining; massli 1) <? 4' gradatlonal change to oranglsh light brown with pockets of grayish light brown, sllty sand *Number 1n parentheses Indicates percent relative compaction. Total Depth » 7.5 Feet No Ground Water Encountered No Caving Backfilled 1/26/87 GEOLOGIC UNIT Topsoll Qt e Qt ENGINEERING PROPERTIES c ^IS*' •o• €/> • SM SN SH GRAPHIC REPRESENTATION West Wall SCALE: 1" » 5' SURFACE SLOPE: 0° TREND: N — 1 — 1 — 1 — | — - — 1 "T"1 1 n * m • V tV:vT;- Y- ^- WA• \""~:r: • .• x* -Qx. • • •"^i• • — -l— ; .v*.- .i. i— • --J _•••: ,: r'r -i. • t* • o.« '.EJ-r^n'J k^tSSi • r- '• .V-V*-.::? Arrf L?J£// •- *. "^ *_>T ji>jTi'.:r''ir-j1 u T. • » • • » 3E inM f-l• •-* l> 3» 2* 30 4 Moisture•(*)5.5 4.7 ~ o•o nn 332- rtX 114.4 (95)* 122.4 (100*) • • § s §« •H <7» O o inO j» i 1,1 •vl f"n (••• M 3-«•» § e> > MM OM- *»rtO M Project Name: Phase One/Carlsbad Logged By: RKU Project Number: 8.9700^-01 Elevation: ±KT TRENCH NO. T-7 Equipment: JD-410 Location: $ee Ge0.t<?chnical Map GEOLOGIC ATTITUDES DATE: 1/26/87 DESCRIPTION: (D TOPSOIL; Dark brown, moist to very moist, medium dense, silty. fine to medium grained sand; occasional rootlets; sharp, undulating lower contact (2) TERRACE DEPOSITS: Orangish medium brown, moist to very moist. dense, silty, fine to medium grained sand; slightly clayey; friable; some iron oxide staining; subrounded gravel; homo- geneous; massive *Number In parentheses indicates percent relative compaction. Total Depth -7.5 Feet No Ground Water Encountered No Caving Backfilled 1/26/87 GEOLOGIC UNIT Topsoi 1 Qt ENGINEERING PROPERTIES CO o CO SH SM z| A T)e 21 D*4.5' •^6" r— \ M« ^f> IA §n 10.2 8.4 GRAPHIC REPRESENTATION West Wall SCALE: 1" - 5' SURFACE SLOPE: 0° TREND: N25W * • ' - - -H — 1 — 1 — 1 — « • • — 1 — 1 — 1 — 1 — • • » • 1 , \ ~-' r \ » m * V iPr * • * * * * ^^ * • . ^ " "• • . * / • • / * " * * J S • m » t||| • • • to » • — I — I-H — >— _ n a r» 123.1 { 100+ ] 116.0 (95) ^ I • — 1 — 1 1 1 •• t • ino 9-* 1 1 c* r-n H- 3-rl «• 2T On M-wr» Project Name: phase One/Carlsbad Logged By: RKU Project Number: 8&70Q59-0} Elevation: ±58' TRENCH NO. T-8 Equipment: UD-410 Location: See Gijotechnical Hap GEOLOGIC ATTITUDES DATE: 1/26/87 DESCRIPTION: © TOPS01L; Dark 'brown, moist, loose to medium dense, sllty, fine to medium grained sand; roots arid rootlets; occasional sub- rounded to subangular, coarse sand and fine 'gravel; sharp, Irregular lower contact © TERRACE DEPOSITS; Oranglsh medium brown, moist, medium dense, sllty, fine to medium grained sand; slightly clayey; occasional calcium carbonate blebs (up to 1/8 'Inch In diameter); occasional subrounded gravel; friable; homogeneous; Iron oxide staining; massive (D & 8' Mottled oranglsh medium brown and grayish light brown, very moist, medium dense to dense, sllty, fine to mediumgrained sand; some Iron oxide staining; massive GEOLOGIC UNIT Topsoll Qt Qt GRAPHIC REPRESENTATION West Hall SCALE: I" - 5' SURFACE SLOPE: 0 . Total DepNo Ground* No Caving • Backfill*• *Humber 1i -H — I — 1 —. percent i • • h * 8. 5' FeeMater Encou 1/26/87parenthese — 1 — 1 — 1 —elatlve com f mtered \? \Indicates ^ action. • t i • t^ *•«•*•«• • • . _ • P .• .wTrv'i • § • -— ttsdl \l . 1 . V "X^. ' .13 • » • •t [5;. ' ii°- 'T*• >*' "r"**T *-•.•:• .-• -\ • o ' •-\ . » .\J. . ^.^2— •• *.- •'. ". '. ""*/ : 1 .1 i .1 <»._ •• • • » « * . • . \^~*** • * * * * f•-t-^-l ' 1 /I — '?'/ / m ENGINFFRIKin PUnPFRTI FS j—i"o • SM SM • SM 0 TREND: N » mr _A^ _J 1_ | _ » » • • • 0> 0 3& 2 51$ 4.5' ^~| •— » r*a 5.1 7.3 21N I t — 1 — r- *. O n 9 rt 105.3 (87) 121.2 (99) •^ _l — i — ii. - . § 00 o o 1 1 -4 «r r»0 01 > Mon wr» Project Name: JhaseJtoe/Carlsbad Logged By: RKW Project Number: 8870059-Q1 Elevation: ±59' TRENCH NO. T-9 Equipment: JD-410 Location: See Geptechnfcal Map GEOLOGIC ATTITUDES DATE: 1/26/87 DESCRIPTION: © TOPSOllt Dark brown, moist, loose to medium dense, sllty, fine to medium grained sand; slightly clayey; scattered roots and rootlets; carbonized organic blebs (up to 1/8 Inch 1n diameter); sharp, Irregular lower contact D TERRACE DEPOSITS: Oranglsh medium brown, moist to very moist, dense sllty, fine to medium grained sand; slightly clayey; occasional subrounded coarse sand and fine cobble; friable; homogeneous; few carbonized organic blebs (up to 1/16 Inch In diameter); Iron oxide staining; massive 6 7* contains pockets of grayish light brown, sllty sand *Number In parentheses Indicates percent relative compaction. Total Depth * 7 Feet No Ground Hater Encountered No Caving Backfilled 1/26/87 GEOLOGIC UNIT Topsoll Qt Qt PNHINFFRINn PRnPFRTIF<> c* (A 0 SM SM SM . z| !T [n» 2' T\9 4.51 ^ ^"\ ^*** M*—> rt « 8.8 4.8 _ n a 117.3 (96)* 127.0 ,100+) GRAPHIC REPRESENTATION North Wall SCALE: 1" - 5' SURFACE SLOPE: 0° TREND: N68E-** • • • i •!• i • r- • - 1 " 1 1! . 1 i I • • • \i» r*i" ' i' ".H<d::i^:: LJLJ A -\. \ • k Tr . . • • • -- U'r-r'sfe• • •• Jf^ * ^"* ( *^ 9 • * * * !2J\/£ • i' rM i" * • • • • 1 * X^'. • • r7'*iM • 'C~oy • * " • /* 'j^Pjr • . . i =7/i t ii » » • m —4—1 — |— i —— 1 — 1 — 1 — t— - § 3 5Jp g— i «c inO Project Name: Phase One/Carlsbad Project Number: 8870059-01 Equipment: ;JD-410 GEOLOGIC ATTITUDES Logged By: RKH Elevation; ±61* Location: See Geotechnical Map TRENCH NO.T'10 DATE: 1/27/87 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES O *to vt •-. c»•a nn 3hh I/I *~S ••*• M'«Q MM OO wr»n Ul © TOPS01L; Dark brown, moist to very moist, loose to medium dense, sllty, fine to medium grained sand; scattered roots and rootlets; few carbonized organic blebs (up to 1/16 Inch 1n diameter); very few subrounded, coarse sand; sharp, Irregular lower contact © TERRACE DEPOSITS: Oranglsh medium brown, moist to very moist, . dense, sllty, fine to medium grained sand; slightly clayey to 5 feet; very few subrounded coarse sand to fine gravel; friable; Iron oxide staining; massive; homogeneous *Number 1n parentheses Indicates percent relative compaction. Total Depth * 7 Feet No Ground Water Encountered No Caving Backfilled 1/27/87 Topsoll SN 9.4 126.2 100+) Qt SM 8.1 119.9 (98)* GRAPHIC REPRESENTATION North Mall SCALE: 1" » 5' § -IIt-fo O 11 -4 -4 M- O on 00 f«(»M Project Name: Project Number: Equipment : GEOLOGIC ATTITUDES Phase One/Carlsbad 8870059-01 JD-410 Logged By: RKW Elevation: ±5]'TRENCH NO. T-ll Location: Sec Geotechnical Map DATE: 1/27/87 DESCRIPTION: (I) TOPSOIL: Dark brown, moist to very moist, loose to medium dense, silty, fine to medium grained sand; slightly clayey, occasional roots and rootlets; scattered organlcs and plastic; sharp, Irregular lower contact (2) TERRACE DEPOSITS: Orangish medium brown, moist, dense, silty, fine to medium grained sand; homogeneous; friable; very few sub- rounded gravel; Iron oxide staining; massive Total Depth = 6 Feet No Ground Water Encountered No Caving Backfilled 1/27/87 *Number 1n parentheses Indicates percent relative compaction. GEOLOGIC UNIT Topsoil Qt ENGINEERING PROPERTIES c to r» in SM SN GRAPHIC REPRESENTATION North Wall SCALE: 1" « 51 SURFACE SLOPE: 0° TREND: N70E • • • - i I 11 • « • • • m • ft7' ".»'••''I"-* '— -.l'-f* i ' i • , » • » • " -<S) ••-• •.> •'_•• • *f'~f - i* ' r^ /TD • rj ^4_, I 1 — 4 • • • • • — 1 1 1 -« — • * • • en T]e 3( 2)04.5 Moisture(%)6.3 8.7 i 1 — i — i — TCl fln aMl M X 134.5 (100+) 135.4 (100+ — 1 — 1 — I — I— * Ej 5 I ^ eno t ' c. -J s:H- «iTr» 9 cn MVIOOH-wr» V> Project Name: Phase One/Carlsbad Logged By: t RKW Project Number: 8870059-OJ Elevation: ±62* TRENCH NO. T-12 Equipment: JD-410 Location: See GePtftChnlCfll Map GEOLOGIC ATTITUDES DATE: 1/27/87 DESCRIPTION: © TOPSOIL: Medium to dark brown, moist, loose to medium dense, sllty, 'fine to medium grained sand; scattered organlcs (decom- posed) and plastic; scattered roots and rootlets; sharp, Irregular lower contact © TERRACE DEPOSITS; Oranglsh medium brown, moist, dense, sllty, fine to medium grained sand; few rootlets and roots; very few subrounded coarse sand to fine gravel; friable; homogeneous Iron oxide staining; massive © & 5' contains Interbeds of light brown, sllty, fine to medium grained sand; very friable *Number In parentheses Indicates percent relative compaction. Total Depth - 6 Feet No Ground Hater Encountered No Caving Backfilled 1/27/87 GEOLOGIC UNIT Topsoil Qt Qt ENGINEERING PROPERTIES SM SM SN fA §i o Q]0 2 ]Q0 5 T^ ~£ c1 6.2 5.0 r-+ O•o nn aHI V»t- j* ^4m r» 131.4 (100+) 121.1 (99) GRAPHIC REPRESENTATION North Wall SCALE: 1" = 5' SURFACE SLOPE: 0° TREND: N67E *— ^ i i • i « - i i i i • • 1 1 1 1 • « • r.'^-T VT. . .'V •« V- Vb* •X • • ^^•P*! ^» • • r7 *$•'••.• CL . ' '• • /S •* • • ^^ "•••.* * * » S • i * ^ ^ fc^^* ^w^^^3^^^^^»*^ • • • VTT* .• •ft«/ . ^^Ty ^^» *TF' & ' • -j * * • • " * •J^ "I""—T^^^ * — "^ • — • • • 1 * • ^Lv-*-^ ^r:^\^f^frl 1 21 '-s/l t_jw • • » 1 1— § —IT, • » • - 1 — 1 — 1—4 —i i i i * ! iys «H ro O o Project Name: Phase One/Carlsbad Project Number: 8870059-01 Equipment: Logged By: Elevation: RKU ±72'TRENCH NO. T-13 JD-410 GEOLOGIC ATTITUDES Location: See Seotechnical Map DATE: 1/27/87 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES CO »o M v• fr-4 (t Mosture*)•o nn a Ht M_ « t-t- ) TOPSOIL; Dark brown, moist to very moist, loose to.medium dense, silty, fine to medium grained sand; scattered roots and rootlets; occasional carbonized organlcs; sharp, Irregular lower contact ) TERRACE DEPOSITS; Oranglsh medium brown, moist to very moist, dense silty, fine to medium grained sand; occasional rootlets;, very few subrounded coarse sand to fine gravel; scattered carbonized organlcs (up to 1/8 Inch In diameter); homo- geneous; friable; Iron oxide staining; massive *Number In parentheses Indicates percent relative compaction. Total Depth =6.5 Feet No Ground Hater Encountered No Caving Backfilled 1/27/87 Topsoll SM Qt SM 3< 5' 9.7 8.3 131.2 (100+ 125. (100+ GRAPHIC REPRESENTATION North Hall SCALE: 1" « 51 SURFACE SLOPE: 0° TREND: N68E OJ o I I 3 Project Name: Phase One/Carlsbad Project Number: 887Q059-01 Equipment: RKW JD-410 Logged By: ^_ Elcvation:_ Location: See fieotcchnlcal Hap ±68'TRENCH NO. T-14 GEOLOGIC ATTITUDES DATE: 1/27/87 DESCRIPTION: GEOLOGIC UNIT ENGINEERING PROPERTIES o </> 9 X frMon nM ® TOPSOIL: Dark brown, moist, medium dense, sllty, fine to medium grained sand; rootlets and roots up to 1-1/2 Inches In diameter); scattered, carbonized organlcs and plastic; sharp, Irregular lower contact (2) TERRACE DEPOSITS; Orangish medium brown, moist, dense, sllty, fine to medium grained sand; contains roots (up to 1/4 inch in diameter); homogeneous; friable; occasional subrounded coarse sand to fine gravel; massive 9 6' interbeds of light brown, $1lty~sand *Number In parentheses Indicates percent relative compaction. Total Depth - 7 Feet No Ground Water Encountered No Caving Backfilled 1/27/87 Topsoil SM Qt Qt SM SM ea. 5 7.0 5.1 132.9 (100+ 111. (92) GRAPHIC REPRESENTATION West Wall SCALE: 1"SURFACE SLOPE: 0* TREND: N24W I i I I I I I I o•n I I I I I I I I . ' • • . o • f • • fi\ • ' T '•.-"•"_• ' O o I M Project Name: phase One/Carl sbad Logged By: RKW Project Number: 8870059-01 Elevation: ±71 Equipment: JD-410 Location: See Geot GEOLOGIC ATTITUDES 1 TRENCH NO. T-15 echnlcal Map DATE: 1/27/87 DESCRIPTION: (l) TOPSOIL: Dark brown, moist, loose to medium dense, silty, fine to medium grained sand; scattered subrounded coarse sand to gravel; broken shell fragments; roots and rootlets (up to 2-1/2 Inches in diameter); sharp, irregular lower contact (2) TERRACE DEPOSITS: Orangish to reddish brown, moist to very moist, medium dense silty, fine to medium grained sand; scattered sub- rounded corase sand to gravel; roots and rootlets; decomposed organics; massive '. 9 5* contains interbeds of light brown silty sand; 4 -inch diameter root Total Depth « 6 Feet No Ground Water Encountered No Caving Backfilled 1/27/87 GRAPHIC REPRESENTATION West Wall SCALE: 1" -5' . . ••I "1 i 1 ' - » - • - *Number I'll In parenthe; * i i i i • es indicate; L. I .^ ', •. \— *m? ' V0"^-* 1 ' \..l.-[ VL \ » m percent re * * ^f fli"""*."""" j^ ^— :=r«-r"«4.-' ."*. ' 'v*. '. • ^rl ' GEOLOGIC UNIT Topsoll Qt Qt FNfif NFFBIMn PROPFRTIF** *o I" SN SM SM • *+ A T]§ 2' 1)94.5 ^5- rf* M*-> rtc n 8.3 7.2 „ •o «n a WT >** <-t 130.1 (100+ 128.1 ( 100+ SURFACE SLOPE: 0° TREND:N25H ^- atlve compa o *. . — •»•- — .^- ~~r -•— *f \'\'\~.1 1 . 1 r 1^ /^ LlJ tlon. • — • -v/... {I-r^>->™/. •i fiji,: 1 l±i i * « « • • •* i i i i * 5 o•n p 3 S H1 n 4930489-05 APPENDIX B (continued) LOGS BY GEOTECHNICS OF TEST PITS EXCAVATED DURING THEIR CARLSBAD RACNH INVESTIGATION (Geotechnics, 1992) TP-16 TOT . ^/ (16 trenches) B-9 Logged by: WLV Method of Excavation; TEST PIT NO. 1 Backhoe(JD510) Date: 10/16/92 Elevation: 133* DEPTH DESCRIPTION 1ft 2ft 3 ft 4 ft. 5 ft 6ft 7fL 8ft. 9ft. 10ft Fill: Sitty sand (SM), medium grained, 20% non-plastic silt, dark brown, moist, very dense scattered plastic netting and sheets, weakly cemented of clay*(CHJi nighty ptestk ,\«rylnoist fwrnT old ~& horizon" Qin: Sandy clay and clayey sand (CL.SC), 20%-80% fine to medium grained sand, 20%-80% medium plastic day, dark red sand, medium gray clay, moist, hard to dense; sand is mottled with clay Bulk Sample from 3'-6' Total Depth 6* No Water, No Caving Backfilled 9/26/92 TEST PIT NO. 2 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 510) Elevation: 168' DEPTH 1ft. 2ft 3ft 4ft 5ft 6ft 7ft 8ft 9ft. 10ft DESCRIPTION Topeoll: Silty sand (SM), medium grained, 15% non-plastic sift, dark brown, moist, weakly cemented very dense Grades to Qln: Silty sand (SM), fine to medium grained. 15% non-plastic sift, dark reddish brown, moist, very dense, indistinct lenses and vertical zones of pate yellow, dean sand Bulk Sample 0'-6' Total Depth 6' No Water, No Caving Backfilled 9/26/92 PROJECT NO. 0054-001-oo LOG OF EXPLORATION TEST PIT FIGURE: B-I TEST PIT NO. 3 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe(J05iO) Elevation: 1 63' DEPTH 1ft 2tt an. 4 ft 5ft. 6ft. 7ft 8ft 9ft 10ft DESCRIPTION Topsoll: Poorly graded sand (SP), fine to medium grained, non-plastic, dark brown, damp, very dense, weakly cemented Om: Poorly graded sand(SP), fine to medium grained, trace of plastic clay, dark red brown, moist, very dense Total Depth 8' No Water. No Caving Backfilled 8/26/92 TEST PIT NO. 4 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 510) Elevation; 165' DEPTH ift. 2ft 3ft. 4ft 5ft 6ft 7ft en. 9 ft. 10ft DESCRIPTION Topsoll: Sitty sand (SM) fine grained, 15% non-plastic silt, damp, very dense, weakly cemented Qln: Poorly graded sand (SP), trace of plastic day, medium red brown, very moist, very dense; red sand is mottled with pale yellow .fine grained, clean sand, minor indistinct horizontal lamanae Total Depth 8* No Water, No Caving Backfilled 9/26/92 PROJECT NO. 0054-001-00 LOG OP EXPLORATION TEST PIT FIGURE: B-2 Logged by: WLV Method of Excavation: TEST PIT NO. 5 Backhoe (JD 510) Date: 10/15/92 Elevation: 127* DEPTH DESCRIPTION Topsoll: SBty sand (SM), fine grained, 20% non-plastic silt, brown, dry, very dense, weakly 1fL 2ft 3ft 4ft. 5ft. 6ft 7ft. 8ft 9ft 10ft cemented Clay (CH), plastic, brownish gray, moist, firm Gradational Contact T«a: Sandy clay (CH), 20% medium grained sand, plastic, brownish gray, moist, firm At 6' grades to dayey sand (SC), medium grained, 20% plastic day, brownish gray wet. dense; seepage in sand Bulk Samples at 3' and 4'-T Total Depth r Seepage at 6', No Caving Backfilled 9/26/92 Logged by: WLV Method of Excavation: TEST PIT NO.6 Backhoe (JD 510) Date: 10/16/92 Elevation: 116' DEPTH DESCRIPTION 1ft 2ft 3ft 4ft 5ft 6ft 7ft 8ft. 9ft 10ft TopBoll: Clayey sand (SC), fine grained, 20% plastic day, dark brown, dry, loose Tsa: Clayey sand (SC), medium grained. 20% plastic day, grayish yellow, very moist, dense-very dense, massive Bulk Samples at 1 '-5' Total Depth 5' No Water, No Caving Backfilled 9/26/92 PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE: B-3 Logged by: ww Method of Excavation: DEPTH ift 2ft 3ft 4ft 5ft 6ft 7ft 8ft 9ft 10ft TEST PIT NO. 7 Date: 10/16/92 Backhoe (JD 510) Elevation: 1 09* DESCRIPTION Topsoli: Clayey sand (SC), fine grained, 20% plastic clay, dark brown, dry, loose Twu Clayey sandstone (SC), medium grained, 20% plastic clay, yellow gray, moist very dense, moderately cemented; discontinuous lenses of gray clay (CH) with brittle fracture at 2* spacing , Total Depth 6' No Water, No Caving Backfilled 9/26/92 Logged by. WLV Method of Excavation: DEPTH ift 2ft 3ft 4ft 5ft 6ft 7ft 8ft 9ft 10ft TEST PIT NO. 8 Date: Backhoe (JD 510) Elevation: 10/16/92 143T DESCRIPTION Topsolk Silly sand (SM), fine grained, 20% non-plastic sift, dark brown, damp, very dense weakly cemented Qal: Clayey sand (SC), dense fine to medium grained, 10% plastic clay, dark red brown, moist Total Depth 5' No Water. No Caving Backfilled 9/26/82 PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE:B-4 o TEST PIT NO. 9 Logged by: WLV Method of Excavation: Backhoe (JD 510) DEPTH 1ft. 2fL 3 ft. 4ft 5ft 6ft 7!L 8ft 9ft 10ft Date: 10/16/92 Elevation: 156* DESCRIPTION Topsoll: Siity sand (SM), fine grained, 20% non-plastic silt, dark brown, damp, very dense weakly cemented Qln: Clayey sand (SC), fine to medium grained, 20% plastic day, moist, dense, friable to 5' At 6' becomes very dense dark red brown, very Total Depth 6' No Water, No Caving Backfilled 9/26/92 TEST PIT NO. 10 Logged by: WLV . Date: 10/16/92 Method of Excavation: Backhoe (JD510) Elevation: 143' DEPTH 1ft 2ft 3ft 4ft 5ft en. 7ft 8ft 9ft. 10ft DESCRIPTION Topsoll: Silty sand (SM), fine grained, 15% non-plastic silt, dark brown, damp, very dense weakly cemented Gal: . Clayey sand (SC), fine to medium grained, 5%-1 0% plastic clay, dark red brown, very moist, dense, scattered black manganese nodules Total Depth 6' No Water, No Caving Backfilled 9/26/92 PROJECT NO. oos44X)i-oo LOG OF EXPLORATION TEST PIT FIGURE: B-S Logged by: WLV Method of Excavation; TEST PIT NO. 11 Backhoe (JD 510) Date: 10/16/92 Elevation: 176' DEPTH DESCRIPTION 1ft. 2ft an. 4ft 5 ft 6ft 7ft 8ft. 9ft. 101L Topsoll: Sitty sand (SM), fine grained, 15% non-plastic sift, dark brown, damp, very dense weakly cemented Qln: slightly clayey sand (SC), fine-medium grained, 5% plastic clay, dark red brown, very moist, dense to very dense Total Depth 5' No Water, No Caving Backfilled 9/26/92 Logged by: WLV Method of Excavation: TEST PIT NO. 12 Backhoe (JD 510) Date: 10/16/92 Elevation: 143' DEPTH DESCRIPTION 1ft. 2ft. 3ft 4ft 5ft 6ft 7ft 8ft. 9ft 10ft. Topsoll: Saty sand (SM), fine grained 20% non-plastic sift, trace of plastic clay, dark brown dry, dense, weakly cemented Qal: Clayey sand (SC) fine-medium grained sand, 30% plastic clay, dark red brown, moist very stiff, scattered black manganese nodules Bulk Sample from 3'-6' Total Depth 5' No Water, No Caving Backfilled 9/26/92 PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE: s-e TEST PH NO. 13 Logged by: WLV Date: 10/16/92 Method of Excavation: Backhoe (JD 51 0) Elevation: 1 61 • DEPTH 1ft. 2ft. 3ft. 4ft. 5ft. 6ft. 7ft. 8fL 9ft. 10 ft DESCRIPTION Topsoll: Silty sand (SM), fine grained 10% non-plastic silt, trace of plastic clay, dark brown dry, dense, weakly cemented at 2* becomes moist-very moist, red brown Gradatkxial Contact Qln: clayey sand (SC), fine-medium grained, 10% plastic clay, dark red brown, very, moist, dense Total Depth 5' No Water, No Caving Backfilled 9/26/92 Logged by: WLV Method of Excavation: TEST PIT NO. 14 Backhoe (JO 510) Date: 10/16/92 Elevation: 160* DEPTH DESCRIPTION 1ft. 2ft 3ft. 4ft 5ft 6ft 7ft. 8ft 9ft 10ft Topsoll: Silty sand (SM). fine grained 15% non-plastic silt, dark brown, dry. dense, weakly cemented Qln: Clayey sand (SC), fine-medium grained, 20% plastic clay, dark red brown, very moist, dense, friable. Total Depth 5' No Water, No Caving Backfilled 9/26/92 PROJECT NO. 0054-001.00 LOG OF EXPLORATION TEST PIT FIGURE: B-7 Logged by: WLV Method of Excavation; TEST PIT NO. 15 Backhoe(JD5lO) Date: 10/16/92 Elevation: 180' DEPTH DESCRIPTION 1ft 2ft. 3ft. 4ft. 5ft. 6ft. 7fL 8ft. 9ft. 10ft. Topsoll: Sitty sand (SM), fine grained 15% non-plastic sift, dark brown, dry. dense, weakly cemented Qln: Clayey sand (SC), fine-medium grained. 15% plastic day. dark red brown, very moist, dense to very dense (with depth), caliche veins, vertical zones, of clean sand Total Depth 6* No Water. No Caving Backfilled 9/26/92 Logged by: WLV Method of Excavation: TEST PIT NO. 16 Backhoe(JD510) Date: 10/16/92 Elevation: is? DEPTH DESCRIPTION 1ft 2ft 3 ft 4ft 5ft. 6ft 7ft 8ft 9ft 10ft FIN: Silty sand (SM) fine grained 10%-15% non-plastic sift, dark brown, moist, very dense, locally weakly cemented, scattered plastic sheet scraps Qln: Slightly clayey sand (SC) fine-medium grained, 15% plastic clay, dark red brown, mist-very moist, dense with very dense zones. Total Depth 7' No Water, No Caving Backfilled 9/26/92 PROJECT NO. 0054-001-00 LOG OF EXPLORATION TEST PIT FIGURE: B-S 4930489-05 APPENDIX C Laboratory Testing Procedures and Test Results Moisture and Density Determinations Tests: Moisture content and dry density determinations -were performed on relatively undisturbed samples obtained from the test borings and/or trenches. The results of these tests are presented in the boring and/or trench logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples. Classification or Grain Size Tests: Typical materials were subjected to mechanical grain-size analysis by sieving from U.S. Standard brass screens (ASTM Test Method D422). Hydrometer analyses were performed where appreciable quantities of fines were encountered. The data was evaluated in determining the classification of the materials. The grain-size distribution curves are presented in the test data and the Unified Soil Classification (USCS) is presented in both the test data and the boring and/or trench logs. Atterberg T Jynits: The Atterberg Limits were determined in accordance with ASTM Test Method D423 for engineering classification of the fine-grained materials and are presented in the table below.. Sample Symbole Sample Location B-l #4 @ 26' Liquid Limit (%) 68.0 Plastic Limit (%) 40.9 Plastic Index (%) 27.1 USCS SoU Classification MH Direct Shear Tests: Direct shear tests were performed on selected remolded and/or undisturbed samples which were soaked for a minimum of 24 hours under a surcharge equal to the applied normal force during testing. After transfer of the sample to the shear box, and reloading the sample, pore pressures set up in the sample due to the transfer were allowed to dissipate for a period of approximately 1 hour prior to application of shearing force. The samples were tested under various normal loads with a motor-driven, strain-controlled, direct-shear testing apparatus at a strain rate of less than 0.001 to 0.5 inches per minute (depending upon the soil type). The test results are presented hi the test data and summarized below: Sample Symbol - ® ® S3 fi3e©©® Sample Location B-2 #1 @ 20* B-4 #1 @ 10' T-2 #1 @ 2' T-6 #1 @ 1' B-l #2 @ 11' B-2 #3 @ 18.5' B-3 #2 @ 15' B-5 #2 @ 25' Type of Sample Undisturbed Undisturbed Remolded Remolded Undisturbed Undisturbed Undisturbed Undisturbed Friction Angle (degrees) 48 27 42 33 29 20 28 15 Apparent Cohesion 0*0 1,400 150 60 100 350 1,040 160 640 C-l 4930489-05 APPENDIX C (continued) Maximum Density Tests: The maximum dry density and optimum moisture content of typical materials were determined in accordance with ASTM D1557-91 (five layers). The results of these tests are presented in the test data. Sample Symbol ® ® B B B IS) 123 IS) Sample Location B-l *2 @ 13--14' B-4 #1 @ \V-\V T-2 #1 @ 2- T-3«@3' t-6 #1 @ 1' T-2 #1 @ 1.5'-3' T-5#l@2'-r T-6 #1 @ 4'-T Sample Dooiption Gray silty to clayey und Dark brown clayey *and Terrace Depoaiti (why land) CoUuvium(iilty »and with <*V) TDpaoil(aiNyaand) k£««ltllfln y_i -_i... mmmtu 4«l«trMeaiuffl Drown ianuy cuy Onnce-brownsilryMnd Onmge-browB «0ty «and ManmomDry Dowry (prf) 128.0 125.0 1245 127A 133.0 117.0 121.0 12ZO Optimum Moisture Content (%) 9Jb 93 &S 10.0 9.0 13.0 11.0 124 Expansion Index Tests; The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C Standard No. 29-2. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately SO percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Sample Symbol ^sa B B ®e•i •§ •i «»a_.,j-iMIDpIC Location B-4 #1 @ lO'-ll' T-3 #2 @ 3' T-8#l@3' T-W #1 @ 5' T-l#l@0'-3' T-2 #1 @ 1 5'-3' TP-5 # 1 @ 3' TP-« #1 @ 4* TP-12 #1 @ 2'-6' Sample Deacriptioo Clayey fand CoBovium Topwil SOryaand SQgJitry ailty aand Sandy day day Clayey Sand Medium Sand Compacted Dry Denaity(pGO 1152 106.6 1133 120.6 125.1 1135 N/A N/A N/A fixputtfon Index 35 0 0 0 0 98 127 15 12 Potential Low Very Low Very Low Very Low Very Low High High Very Low Very Low o C-2 4930489-05 Consolidation Tests: Consolidation tests were performed on selected, relatively undisturbed ring samples. Samples were placed in a consolidometer and loads were applied in geometric progression. The percent consolidation for each load cycle was recorded as the ratio of the amount of vertical compression to the original 1-inch height The consolidation pressure curves are presented in the test data. Soluble Sulfates: The soluble sulfate contents of selected samples were determined by standard geochemical methods. The test results are presented hi the table below: Sample Symbol K K E K (^ ISIee Sample Location T-10#l@0.5' T-13 #1 @ 1' T-20 #1 @ 0* T-28 #1 @ 0.5' T-l #1 @ l*-3* T-5 #1 @ 2'-7 B-3 #1 @ 10' B-5 #1 @ 20' Sulfate Content (%) 0.024 less than 0.015 less than 0.015 less than 0.015 less than 0.015 less than 0.015 less than 0.015 less than 0.015 Potential Degree of Sulfate Attack* Negligible Negligible Negligible Negligible Negligible Negligible Negligible Negligible Based on the 1991 editions of the Uniform Building Code, Table No. 26-A-3, prepared by the International Conference of Buidling Officials (ICBO, 1991). Minimum Resistivity and pH Tests: Minimum resisitivity and pH tests were performed in general accordance with California Test Method 643. The results are presented hi the table below: Sample Symbol E K E K XI IS!ee Sample Location T-l #1 @ 1' T-13 #1 @ 1' T-20 #1 @ 0' T-28 #1 @ 0.5' T-l #1 @ l'-3' T-5 #1 @ 2'-T B-3 #1 @ 10" B-5 #1 @ 20' PH 6.9 7.4 6.6 6.5 7.5 63 8.1 7.5 Minimum Resistivity (ohms-cm) 2,900 5,000 5,800 8,900 53,000 53,000 26,700 33,400 C-3 5000 4800 ^3000 2000 1000 0. o 10001500 NORMAL STRESS <P«f> 8000 £500 Boring Symbol Boring No. Sample-No. Type of Sample B-2 Depth (ft) Sol Type Undisturbed 20.0 SM Friction Angle (deg.) Cohesion (psf) 48 1400 DIRECT SHEAR TEST RESULTS Project No.4930480-03 Project Name Carlsbad Ranch. Phase II Date 3/15/94 Figure No. _J 3500 2000 £1500 \s CO 1000 500 500 1000 1500 NORMAL STRESS (psf) 2000 2500 Boring Symbol Boring No. Sample No. Type of Sample B-4 Depth (ft) Soil Type Remolded 10.0 SC Friction Angle (deg.) Cohesion (psf) 27 150 DIRECT SHEAR TEST RESULTS Project No.49304894)3 Project Name Carlsbad Ranch. Phase II Date 3/15/94 Figure No. _2 2500 2006 £1500 1000 500 900 1000 1500 NORMAL STRESS <pef) 2000 o 1500 Trench Symbol Boring No. Sample No. Type of Sample Depth (ft) 2.0 SolType SM Remolded . Friction Angle (deg.) Cohesion (psQ 42 60 DIRECT SHEAR TEST RESULTS Project No. . Project Name. 4930489-01 Carttas/Cartsbad Date 7/21/93 Figure No. 2500 2080 £1500 1000 500 0 ~5@B 1000 1500 NORMAL STRESS <psf> 2000 "5500 Trench Symbol ^ Boring No. T-6 Sample No. 1 Type of Spmple Friction Angle (deg.) Cohesion (psO Depth (ft) Sol Type Remolded 33 97 1.0 SM DIRECT SHEAR TEST RESULTS Project No. 4930489-01 Protect Name Carttas/Cartsbad Date 7/21/93 Figure No. 4 m 4000 Uloc e ui 3000 2000 1000 1000 2000 300O NORMAL STRESS (PSF) 4000 WOO Boring Symbol DESCRIPTION Indfsturbed Undisturbed SYMBOL % • BORING NUMBER B-l B-2 SAMPLE NUMBER 2 3 DEPTH (FEET) 10.5' - 11' 18' - 18.5' COHESION <PSF> 350 1,040 FRICTION ANGLE 29 20 SOIL TYPE SN SM Preset NO. 8870059-01 DIRECT SHEAR TEST RESULTS Figure No. oOUW— 3000- & o^w>SHEAR STRESS.i I ii tson . i BoringS Sample SoM 0«*crtp! Type of San Loading Raft ^^- ^^^x^ X~ Ban- Fine Sands iple: QRemoWed to ' Relative Compactta {TjUndlattfbed K 0>005 ta./min A ^^—*" \^~ k ^ | ^x' f" 600 10 x Mo Location Symbol Ba *^<>* ^^^ I ^ 1 ^ ^T & n j ^* —-"*" ^^ ^x^ sr * -HI x^ 1 ^ ^x^. s>*^ X) 1SOO 2OOO 2500 3000 NORMAL STRESS, oaf Average iature Contenta fore After Friction Angle Coheaion Remark* B-3 #2@ 15' •> 7.4 N/A 28° B-5 #20 25' i 28.3 N/A 19° DIRECT SHEAR TEST RESULTS Project No. Project Nam leopsf 640psf 8891551-01 n&rn ^ Carltas/Carlsbad | BJ FU 1 pur* No. 6 i U 1 1 1015 1088 EXPANSION (%)III— l» UlD b b b 0CONSOLIDATION- PERCENT OF SAMPLE THICKNESSDjP^pUi-fepiM —Dobobbobbcin n STRESS IN KIPS PER SQUARE FOOT 05 O.I 0:5 10 5:0 IQ.O 50.0 ::: — l_ — , .._ ••• .... .... — — -4- -f-i •4- ~r~ — — -\ 4- ..[ .... K— . "" • •••j**** - BoringS O FIELD MOISTURE 9 SATURATED •• LOADING — • REBOUND - — -— t . — i —— t — r ! 1 _.. (•.... -.,_ 1.:.::::r~T" :T.j-j i-| 11 t - ! r ••'• -: i 1 ,"j • « : '*"....... -j .. ....T..J_J- • i [ -••t 1 — t-f—i . j•^j t~ "i [1 — 1' ; ... .11 ! • T" i r i 1 i ' 1 I 11 : ^~~;:±::r a . . . ; j : j • ...... ...:....,..._.»• •• • • t .;.. i ^ 1 i < ...'• . ! ' . i . .I ' i — 1 ; •) — '•" i 1--I-; -r ' F --..-• _..!. ' ,T j i ^ T [••• ; vjT" " " i _L^Si"" : '" j •T •_;•_ •i ' . i. ; , - 4-t • ' k^ '"]' — r : %j' 1 • :• ' • ; i j i± :;.:..{.:"^sqj^j:.— . .. _ ._ j _._)._.. j ...j , | ' i -- , i j > i . '• _: ~N* j ^ ."" ";.J ... ' M : i "Zl •:.. pTJ'.. ;-. ' 1 :': .• . .1 J!. 1. d . L j. i . . J .! • 4 ] ... . -.-J. J-1 \ . • <v. -....I ;;""• i . i ' ^v : ! j -\L • ' • - |.—-I 'i— , • i !__, 1_ 1 * - - I ' 1 ' •1 1 ! .•4-4--- ... ...-_ — ! ........ .•-'i I1 : •"" ~'i ; j j ... • 1 -••4--'i ~ij -- i-~.. j... | It i J--Hf j i ^ j"i-i T .-1 J__ .^_.. ... •L, i ^^^^ •i . "* i i i | •' - __ "^i-r«<. ... | ... ... , , , . .r i i i j i[ L 1..-;.. L_,"T i -i -! 1 ! ,» J : 1- ' 1...... . i....j... • i ! i l — !.... — i — L—i P ^ i ~ J_ -i-•'•••• IT 11 ... .... ! : ii \ i 1 ' i' '•_? ! i \- rr-Ttl:...j. i 't ^ , ' i • -i::i-44-••••;•- ; *~" i ' \ \ J L j ' • • — 4I--.J- I" '"--I •— r -* i P frmbol ' 4-t , !' ..;...T.' .. ' T_! l '• i "• r i j r_i i • .... !..... .. ,....,_j-4 .... :::• .::i:t:ij BORING NO.: B-8 SAMPLE NO.: 1 DEPTH (FT) : 5 ' SOIL TYPE : CL/SC ' ' | . '"" 1. 1..-.i_j LEtGMTOM v« ASSOCIATES OQy^li ; i i-: t fj•• l ; ; i 1 . .. ! • ^ ; , •_ •1 T j ,1 i • *~1 k ••- ....j... 1 .... [ ~ i 1....j. f • • 1 -4-J -(-I T I ...L2• ! "'T'" J" " 1 •-H — — — — — - • --TT— : F ...J._. I 1 I ^ , ...!... — i — .._ ..._.. Project No. 4841363_02 CONSOLIDATION TEST RESULTS Figure No. »Z_ U.S. StMMtod Sfev* Op««lAf in Incnw • 43 2 IK 1 M Hltf 3 •0 10 1 ; U 4lA » 30 1 i ko too Cobbkt i i 11 i * r M 10 ^4 « u. JK • 14 It 30 30 40 SO 70 100 140 300 ^l»l s 1- 1 \ V 1 *\ 1 1 1 \_ ®v * • • i a* atOf«b> SI** b» MUMfM««r» O>M! | s*nd | • . EXPLORATION NUMBER Tp^l ELEVATION PI OR DEPTH SYI 2-6 * < 1 Unm i Cn»n> 1 M.dlum 1 ttnm 1 1 I 0.0* 0.01 A i « 0 10 tt 0 f " * 90 * & BO'!u 10- > 1AA O.OOS 0.001 Sill or O«v .OT UNIFIED SOIL ABO CLASSIFICATIOI D SC Trench ^ Symbol _•• .SAMPLE DESCRIPTION Clayey sand • PLASTICITY a PL PI GEOTECHNICS INCORPORATED | PARTICLE SIZE ANALYSIS | PROJECT NO. QQ54~oo:uop FIGUR6 8 | Ml •o 70 » i soj ** I i 30 I* U.S. Standwd $!•»• Opvninfl in Inch** US. SUMf*rd Slava Number! HyrftamMM • 4i ai*iMK3/f3,4* A1014 '* 20 M «o so TO 100140 300 n 1 1 1 •00 100 Cabtoto* 1 . _.. i 1 M 10 r I \V • ••^Jl 1 ^ 1 L Ii\ i \ ^t * \ • •I ii V (3 N., I S O»«fci Sit* In Millltnalatt °"* &•*•! 1 Sand CawM 1 Pint 1 CBMM 1 Medium 1 Pina ao* aoi • 0 20 3O •0 f•• J « M | SO I" 0 '0 4ftA O.OOS 0.001 SHt ar Clay EXPLORATION NUMBER TP^12 ELEVATION OR DEPTH 2-6' PLOT SYMBO 0 UNIFIED SOU. CLASSIFICATION SC .hQvmhnl .• S^P^ DESCRIPTION Clayev sand • PLASTJOTY a PL PI GEOTECHNICS INCORPORATED | PARTICLE SIZE ANALYSIS | PROJECT NO. 0054-001^0 FIGURE 9 O O 100 U.S. St»n4«*4 Si«»« Op«ninf In InctMl • 43 a tH t « H U.S. SwnriMd Sta* Numbw* 30 30 40 SO 70 tO0140 300 Hydromttw CobbiM Silt or 0.001too EXPLORATION NUMBER TP-Z ELEVATION OR DEPTH 0-6' PLOT SYMBO 0 UNIFIED SOIL CLASSIFICATION SC Trnnoh <*vmhnl ^^ SAMrLe DESCRIPTION Clayey sand • PLASTICITY a PL PI GEOTECHNICS INCORPORATED \ PARTICLE SIZE ANALYSIS \ PROJECT NO. 0054-00 i-jo FIGURE 10 _J 4930489-05 APPENDIX D General Earthwork and Grading Specifications 1.0 General Intent These specifications are presented as general procedures and recommendations for grading and earthwork to be utilized in conjunction with the approved grading plans. These general earthwork and grading specifications are a part of the recommendations contained in the geotechnical report and shall be superseded by the recommendations in the geotechnical report in the case of conflict Evaluations performed by the consultant during the course of grading may result in new recommendations which could supersede these specifications or the recommendations of the geotechnical report It shall be the responsibility of the contractor to read and understand these specifications as well as the geotechnical report and approved grading plans. 2.0 Earthwork Observation and Testing Prior to the commencement of grading, a qualified geotechnical consultant should be employed for the purpose of observing earthwork procedures and testing the fills for conformance with the recommendations of the geotechnical report and these specifications. It shall be the responsibility of the contractor to assist the consultant and keep him apprised of work schedules and changes, at least 24 hours in advance, so that he may schedule his personnel accordingly. No grading operations should be performed without the knowledge of the geotechnical consultant The contractor shall not assume that the geotechnical consultant is aware of all grading operations. It shall be the sole responsibility of the contractor to provide adequate equipment and methods to accomplish the work in accordance with applicable grading codes and agency ordinances, recommendations in the geotechnical report and the approved grading plans not withstanding the testing and observation of the geotechnical consultant If, hi die opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the opinion of the consultant, unsatisfactory conditions, such as unsuitable soil, poor moisture condition, inadequate compaction, adverse weather, etc., are resulting in a quality of work less than recommended in the geotechnical report and the specifications, the consultant will be empowered to reject the work and recommend that construction be stopped until the conditions are rectified. Maximum dry density tests used to evaluate the degree of compaction should be performed in general accordance with the latest version of the American Society for Testing and Materials test Method ASTM D15S7. 3.0 Preparation of Areas to be Filled 3.1 Clearing and Grubbing: Sufficient brush, vegetation, roots, and all other deleterious material should be removed or properly disposed of in a method acceptable to the owner, design engineer, governing agencies, and the geotechnical consultant D-l 4930489-05 General Earthwork and Grading Specifications (Cont'd.) The geotechnical consultant should evaluate the extent of these removals depending on specific site conditions. In general, no more than 1 percent (by volume) of the fill material should consist of these materials and nesting of these materials should not be allowed. 3.2 Processing: The existing ground which has been evaluated by the geotechnical consultant to be satisfactory for support of fill, should be scarified to a minimum depth of 6 inches. Existing ground which is not satisfactory should be overexcavated as specified in the following section. Scarification should continue until the soils are broken down and free of large clay lumps or clods and until the working surface is reasonably uniform, flat, and free of uneven features which would inhibit uniform compaction. 33 Overexcavation: Soft, dry, organic-rich, spongy, highly fractured, or otherwise unsuitable ground, extending to such a depth that surface processing cannot adequately improve the condition, should be overexcavated down to competent ground, as evaluated by the geotechnical consultant For purposes of determining quantities of materials overexcavated, a licensed land surveyor/civil engineer should be utilized. 3.4 Moisture Conditioning: Overexcavated and processed soils should be watered, dried- back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 3.5 Recompaction: Overexcavated and processed soils which have been properly mixed, screened of deleterious material, and moisture-conditioned should be recompacted to a minimum relative compaction of 90 percent or as otherwise recommended by the geotechnical consultant 3.6 Benching: Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical), the ground should be stepped or benched. The lowest bench should be a minimum of 15 feet wide, at least 2 feet into competent material as evaluated by the geotechnical consultant Other benches should be excavated into competent material as evaluated by the geotechnical consultant Ground sloping flatter than 5:1 should be benched or otherwise overexcavated when recommended by the geotechnical consultant 3.7 Evaluation of Fill Areas: All areas to receive fill, including processed areas, removal areas, and toe-of-fill benches, should be evaluated by the geotechnical consultant prior to fill placement 4.0 Fill Material 4.1 General: Material to be placed as fill should be sufficiently free of organic matter and other deleterious substances, and should be evaluated by the geotechnical consultant prior to placement Soils of poor gradation, expansion, or strength characteristics should be placed as recommended by the geotechnical consultant or mixed with other soils to achieve satisfactory fill material D-2 4930489-05 General Earthwork and Grading Specifications (Cont'd.) 4-2 Oversize: Oversize material, defined as rock or other irreducible material with a maximum dimension greater than 6 inches, should not be buried or placed in fills, unless the location, materials, and disposal methods are specifically recommended by the geotechnical consultant Oversize disposal operations should be such that nesting of oversize material does not occur, and such that the oversize material is completely surrounded by compacted or densified fill Oversize materials should not be placed within 10 feet vertically of finish grade, within 2 feet of future utilities or underground construction, or within 15 feet horizontally of slope faces, in accordance with the attached detail. 4.3 Import; If importing of fill material is required for grading, the import material should meet the requirements of Section 4.1. Sufficient time should be given to allow the geotechnical consultant to observe (and test, if necessary) the proposed import materials. 5.0 Fill Placement and Compaction 5.1 Pill Lifts; Fill material should be placed in areas prepared and previously evaluated to receive fill, in near-horizontal layers approximately 6 inches in compacted thickness. Each layer should be spread evenly and thoroughly mixed to attain uniformity of material and moisture throughout 5.2 Moisture Conditioning: Fill soils should be watered, dried-back, blended, and/or mixed, as necessary to attain a uniform moisture content near optimum. 53 Compaction of Fill: After each layer has been evenly spread, moisture-conditioned, and mixed, it should be uniformly compacted to not less than 90 percent of maximum dry density (unless otherwise specified). Compaction equipment should be adequately sized and be either specifically designed for soil compaction or of proven reliability, to efficiently achieve the specified degree and uniformity of compaction. 5.4 Fill Slopes: Compacting of slopes should be accomplished, in additional to normal compacting procedures, by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation gain, or by other methods producing satisfactory results. At the completion of grading, the relative compaction of the fill out to the slope face should be at least 90 percent 5.5 Compaction Testing: Field tests of the moisture content and degree of compaction of the fill soils should be performed by the geotechnical consultant The location and frequency of tests should be at the consultant's discretion based on field conditions encountered. In general, the tests should be taken at approximate intervals of 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils. In addition, on slope faces, as a guideline approximately one test should be taken for each 5,000 square feet of slope face and/or each 10 feet of vertical height of the slope. D-3 4930489-05 General Earthwork and Grading Specifications (Cbnt'd.) 6.0 Subdrain Installation Subdrain systems, if recommended should be installed in areas previously evaluated for suitability by the geotechnical consultant, to conform to the approximate alignment and details shown on the plans or herein. The subdrain location or materials should not be changed or modified unless recommended by the geotechnical consultant. The consultant, however, may recommend changes in subdrain line or grade depending on conditions encountered. All subdrains should be surveyed by a licensed land surveyor/civil engineer for line and grade after installation. Sufficient time shall be allowed for the surveys, prior to commencement of filling over the subdrains. 7.0 Excavation Excavations and cut slopes should be evaluated by a representative of the geotechnical consultant (as necessary) during grading. If directed by the geotechnical consultant, further excavation, overexcavation, and refilling of cut areas and/or remedial grading of cut slopes (Le., stability fills or slope buttresses) may be recommended. 8.0 Quantity For purposes of determining quantities of materials excavated during grading and/or determining the limits of overexcavation, a licensed land surveyor/civil engineer should be utilized. STABILITY FILL / BUTTRESS DETAIL OUTLET PIPES 4* 0 NONPERFORATEO PIPE. 100' MAX. O.C. HORIZONTALLY. 30' MAX- O.C. VERTICALLY BACK CUT 1:1 OR FLATTER SEE SUBDRAIN TRENCH DETAIL LOWEST SUBDRAIN SHOULD BE SITUATED AS LOW AS POSSIBLE TO ALLOW SUITABLE OUTLET NON-PERFORATED OUTLET PIPE T-CONNECTION DETAILKEY WIDTH IAS NOTED ON GRADING PLANS 15' MIN. 3/4'-1-1/2' CLEAN ORAVEL (3ft.3/ft. MIN.) NON-PERFORATED PIPE. FILTER FABRIC ENVELOPE CMIRAFI 140N OR APPROVED EQUIVALENT)* SEE T-CONNECTION DETAIL 6* MIN. COVER PERFORATED PIPE 4' MIN. BEDDING SUBDRAIN TRENCH DETAIL * IF CALTRAN8 CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE OF 3/4'-1-1/2' GRAVEL. FILTER FABRIC MAY BE DELETED SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size 1" 3/4" 3/8" No. No. No. No. No. 4 8 30 50 200 % Passing 100 90-100 • 40-100 25-40 18-33 5-15 0-7 0-3 Sand Equivalent>75 NOTES: For buttress dimensions, see geotechnlcal report/plans. Actual dimension* of buttress and subdraln may be changed by the geotechnlcal consultant based on field conditions. SUBDRAIN INSTALLATIONfSubdraln pip* should be installed with perforations down as depleted. At locations recommended by the geotechnical\ consultant, nonperforated pipe should be Installed SUBDRAIN TYPE-Subdraln type should be Aerylon trlle Butadiene Styrene (A.B.S.), Polyvlnyl Chloride (PVC) or approved equivalent. Class 125,SDR 32.8 should be used for maximum fill depth* of 35 feet. Class 200, SDR 21 should be used for maximum fill depths of 100 feet. TRANSITION LOT DETAILS CUT-FILL LOT EXISTING GROUND SURFACE OVEREXCAVATE AND RECOMPACT COMPETENT BEDROCK OR MATERIAL EVALUATED BY THE QEOTECHNICAL CONSULTANT CUT LOT EXISTING GROUND SURFACE •-C REMOVE ^-UNSUITABLE MATERIAL -T&i&r•-^-nr1—^t-f-izs-ss-s^^^jRsziixSiSzSKiSsSS&S^^ ••^•"^•"KrC O M P AC TWl^^^^^"S^JIJ~^Jl;^S^lS^'^"""::-^JHy'"^H!-r—'~—^^J"'=^'-^a?l^lS^!'iSlP1 FiLL?:^^3^^Ssirr""~«fiSIS(*""/~" "~"Tfig?7/flBP"""""""" :l>c%l5£?n3e' MM* OVEREXCAVATE AND RECQMPACT .COMPETENT BEDROCK OR MATERIAL EVALUATED. BY THE QEOTECHNICAL CONSULTANT *NOTE: Deeper or laterally more extensive overexcavatlon andrecompaction may be recommended by the geotechnlcal, consultant based on actual field conditions encountered and locations of proposed improvements ROCK DISPOSAL DETAIL FINISH GRADE SLOPE FACE OVERSIZE WINDROW GRANULAR SOIL C8.&&SO) TO BE DENSIFIED IN PLACE BY FLOODING • DETAIL TYPICAL PROFILE ALONG WINDROW 1) Rock with maximum dimension* greater than 6 inches should not be used within 10 feetvertically of .finish grade (or 2 feet below depth of lowest utility whichever to greater), and 15 feet horizontally of slope faces. 2) Rocks with maximum dimensions greater than 4 feet should not be utilized in fills. 3) Rock placement, flooding of granular soil, and fill placement should be observed by thej geotechnical consultant. 4) Maximum size and spacing of windrows should be in accordance with the above details] Width of windrow should not exceed 4 feet. Windrows should be staggered vertically (as depicted). 5) Rock should be placed in excavated trenches. Granular aoiJ (S.E. greater than or equal to 30) should be flooded in the windrow to completely fill voids around and beneathrocks. CANYON SUBDRAIN DETAILS \ BENCHING REMOVE UNSUITABLE MATERIAL SUBDRAIN TRENCH SEE BELOW 6' MIN. OVERLAP SUBDRAIN TRENCH DETAILS FILTER FABRIC ENVELOPE JMIRAFI 140N OR APPROVED EQUIVALENT)* m MIN. OVERLAP 3/4'-1-1/2* CLEAN GRAVEL <9<t.3/ft. MIN.) PERFORATED PIPE 3/4'-1-1/2* CLEAN GRAVEL (9lt.3/f|. MIN.) *IF CALTRANS CLASS 2 PERMEABLE MATERIAL IS USED IN PLACE- OF 3/4'-1-1/2' GRAVEL. FILTER FABRIC MAY BE DELETED DETAIL OF CANYON SUBDRAIN TERMINAL DESIGN FINISH GRADE-SUBDRAIN TRENCH SEE ABOVE NONPERFORATED 6" 0 MIN. - PERFORATED 6* 0 MIN. PIPE SPECIFICATIONS FOR CALTRANS CUSS 2 PERMEABLE MATERIAL U.S. Standard Sieve Size 1" 3/4" 3/8" No. 4 No. 8 No. 30 No. 50 No. 200 % Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 Sand Equivalent>75 Subdraln should be constructed only on competent material as evaluated by the geotochnloaiconsultant. SUBDRAIN INSTALLATION Subdrain pipe should be Installed with perforatlona down a* depicted. At locations recommended by the geotechnical consultant, nonperforated pipe should be Installed. SUBDRAIN TYPE-Subdrain type should be Acrylonitrlle Butadiene Styrene (A.B.S.). Polyvlnyl Chloride (PVC) or approved equivalent. Class 126, SDR 32.6 should be used for maximum fill depths of 35 feet. Class 200,SDR 21 should be used for maximum fill depths of 100 feet. SIDE HILL STABILITY FILL DETAIL EXISTING GROUND SURFACE. FINISHED SLOPE FACE PROJECT 1 TO 1 LINE FROM TOP OF SLOPE TO OUTSIDE EDGE OF KEY FINISHED CUT PAD Tu^ni=iie»"Aiii OVERBURDEN OR UNSUITABLE MATERIAL PAD OVEREXCAVATION DEPTH AND RECOMPACTION MAY BE RECOMMENDED BY THE GEOTECHNICAL CONSULTANT BASED ON ACTUAL FIELD CONDITIONS ENCOUNTERED. ?8 LOWESTBENCHDEPTH (KEY) COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE GEOTECHNICAL CONSULTANT- NOTE: Subdrain details and key width recommendations to be provided based on exposed subsurface conditions KEY AND BENCHING DETAILS FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL EXISTING QROUND SURFACE- ^ir^nr^ririr^nr^pif • -———*»^,~* REMOVEVvKIVI^v w K UNSUITABLE MATERIAL 2' MIN. KEY DEPTH BENCH —16* MIN.—J LOWEST iLOWEST BENCH (KEY) FILL-OVER-CUT SLOPE EXISTING QROUND SURFACE 2' ' LOWEST MIN. BENCH KEY (KEY)DEPTH * ' CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) REMOVE UNSUITABLE MATERIAL EXISTING QROUNDSURFACE- CUT-OVER-FILL SLOPE PROJECT 1 TO 1 LINE FROM TOE OF SLOPE TO COMPETENT MATERIAL CUT SLOPE (TO BE EXCAVATED PRIOR TO FILL PLACEMENT) REMOVE UNSUITABLE 'MATERIAL BENCH 2* MIN. KEY. DEPTH BENCH (KEY) NOTE: Back drain may be recommended by the geotechnical consultant based on actual field conditions encountered. Bench dimension recommendations may also be altered based on field conditions encountered. RETAINING WALL DRAINAGE DETAIL ..SOIL BACKFILL. COMPACTED TO / 00 PERCENT RELATIVE COMPACTION* RETAINING WALL— — ^ WALL WATERPROOFING PER ARCHITECT'S SPECIFICATIONS -—^^ FINISH GRADE — ^ X -^xzssszzmsfsxxssssssstzxssxssssfsxxxisxsai *\ i¥1wi=5-- "SSKasLj: o 9* MIN. »OVERLAP• .0 ; * 0 » 1' MIN. ' riS sii^ii- " ^"" Wr~ ^jsrsri S55S ?" • FILTER FABRIC I (MIRAFI 140N Of EQUIVALENT)** •3/4*-1*1/2a CLEAI . 4' (MIN.) DIAMET PVC PIPE (8CHE EQUIVALENT) Wl ORIENTED DOWN MINIMUM 1 PERCI TO SUITABLE OU1 WALL FOOTINQ 3' MIN. NOT TO SCALE SPECIFICATIONS FOR CALTRANS CLASS 2 PERMEABLE MATERIAL U.S. Standard Steve Size 1" 3/4" 3/8" No. 4 No. 8 No. 30 No. 50 No. 200 % Passing 100 90-100 40-100 25-40 18-33 5-15 0-7 0-3 Sand F.quiva'ient>75 COMPETENT BEDROCK OR MATERIAL AS EVALUATED BY THE QEOTECHNICAL CONSULTANT * BASED ON £8TM 01667 **IF CALTRANS CLASS 2 PERMEABLE MATERIAL (SEE GRADATION TO LEFT) IS USED IN PLACE OF 3/4'-1-1/2a GRAVEL. FILTER FABRIC MAY BE DELETED. CALTRANS CLASS 2 PERMEABLE MATERIAL SHOULD BE COMPACTED TO 00 PERCENT RELATIVE COMPACTION* NOTECOMPOSITE DRAINAGE PRODUCTS SUCH AS MRADRAJN OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR CLASS Z INSTALLATION SHOULD BE PERFORMED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. •~T*