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1991-2641 G Street Address ~l ro s I 31~10 Category Serial # . ~~ tf( ~ I Description Name Year Plan ck. # recdescv . Civil Engineering . Land Planning . Structural SEPTEMBER 19,1991 1 OF '? HYDROLOGY STUDY FOR THE KIRBY RESIDENCE DESCRIPTION: SINGLE FAMILY RESIDENCE 375' NIO DUSTY TRAIL & COPPER CREST OLIVENHAIN - CITY OF ENCINITAS PARCEL 1 OF P.M. 14479 APN 264-220-86 ENGINEER: OWNER: MIKE & FRAN KIRBY 1217 MEADOW WOOD PLACE ENCINITAS, CA 92024 619-942-4831 LOGAN ENGINEERING 120 BIRMINGHAM DRIV , CARDIFF, CA 92007 619-942-8474 EXP. DATE 120 Birmingham Dr., Suite 110 . Cardiff-by-the-Sea, CA 92007 . 619-942-8474 2: of~ .::C. . 1)E~16J C:R 11G~IA $~ jIL, ~.P. Ct1J41'-j 11'DE-Slt..J ~ ?RoCEWRE ;..~AA\uÞct...\\ 1<A1IOJ Ä-L ~I\AÙLA : Q ::CI A tRU'RAL 1<.ESI1)f,41'IAt: c~ o.Ae; «-1'1)1<0 l1J6'1 ~U'D"'¡ A, = Î.. L..-AC 1c.. -:; [6 (D M ,J '1 -:; g 11 ~ ,~ / fJ.e. L::;: I A. 'J 0 ' AH:: r;~r;- ~1D -= \~?' [;)100 -:: D,Ä'? (~.1b ) ( 1.1- '):: Il,Z-.: f"S ~ -rD1ZA ù L. \ e CAU. S -c.~ECH -Ht,J t Dù1L£í J~u>c.'~'1 of" lØ11 C-LJLVEQ). tÁ% -= (.1l- ~ w ~ 1.17..- 6.?) -; '2-.!'ß }\ vJ A"~IL -.:: ?e~ ...~t4 = c? f /' Z-,(jØ / ~ of "3 1/t))~ 1)eij1¿:J Diameter (inches) ... 18 Mannings n ....... .016 Slope (ft/ft) ....... 0.1050 Q (cfs) ........... 12.20 depth (ft) .......... 0.70 depth/diameter ... 0.47 velocity (fps) ...... 15.15 \ Velocity head .... 3.56 Area (Sq. Ft.) ...... 0.81 critical Depth ...... 1.32 critical Slope ... 0.0184 critical Velocity ... 7.40 Froude Number .... 3.64 ~\ t'- <¡2A-P U t;f -7 1/.z. ¡(oj i21"P- ~A r "I:;. ~/Å1 (~~ ~A1tf) . '. } .~ I I , ! -- A:!d the following table to Section 200-1.6 (P~ge 1) in the Sta.'"\dard Sp~a.1- -. Provisions. . ".".-"'- .-/ -r-- ;....A , r- - I Selection of Riprap and Filter Elanket f.Jé\terial Filter Blanket (3) ~ Upper Lay~r(s) 1 ¡ '.elocity Rock Riprap OpLion 1 ,IOption 2 ¡Option 3 Lc...~:: : . I Pc/Sec. 0), Class(2) Thickness T '4)Sec.200.(4)S~c.400! (5) L:l:.'e~":51 A~Eiñir£ Sr2. & , I 6-7 No.3 Back':' .6 3/l6" C2 D. C. ': .:""" ing /---..... .- I 7-$ /0 No.2 Back- 1.0 1/4" B3 D. G. ) - , ---------- I ing - - -- I t 8-9.5 Facing 1.,4 3/811 - D. C,¡ - f , , 0 ! . ~ 9.5-11 Light 2.Ç) 1/2" - 3/4'~1.~" P. B - I ... ,', I _11':'13 . % Ton 2.7 3/4" - II ~" " " S::..:è ~ I . 13-15 ~ Ton 3.4 pi - II ei(" P.B. It : . I 15-17 1 Ton 4.3 l~" - Type ß S2..;"1~ . . 1ï-20 2 Ton 5.4 2'" II II S::.-,d ' - . I : . ; ! t. O~71 "'-"¿if t¡ 01"1 ðf- qð&1< E¡,SII ro.d;:. /r i I ! i i ! . ~ T P~a=Lical use of this table is li~ited to sitU2~io~5 ~~e~c T is less t~a~ D. t\O~S : (1) . (2) . '. I ~ '. \ Average vcloêity in pipe or bottom velocity in energy'rlissipator~~~i~~- c\'er is greater. (See "Riprap. Selection Hethods"~ D. S&FC~ Coun~.ì. of S.D.) .0 If rlesired riprap and filter blanket class is n~~ aYailaòle~ use laorl\er. class.. . . (3). . Filter bl~L~et thickness = 1 Foot or T~ ~hicheve~ is less. (4) .- (5) . (6). Standard specifications for.public ~orks cons~ruction of Southern C~li- fornia Chapter of AP1'iA and AGC. See. ~. 4.b , D. C. = Decomposed Granite~ 1 t.N to 10 ~.!:.f P. B: = Processed Miscellaneous Base T)~e B = Type.B bedding ~aterial. usually 2vaila~!e locally (mini=~ 75~ crushed particles.. 100% passing 2~" sic...e. 10% passing 1" sic-:::) Sand 75% retained on ~200 sieve " " '. . ¡ .-' TABLE 2 RUNOFF COEFnCIENTS (RATIO"'L I£THOO) . .DEVELOPED AREAS (URBAN>' Coefflcfent, C Soil Group -(ï) land Use A - ! c - - Resi denti al: . Single Fami Iy Hul ti-Uni tS ."0 ."S ."5 .50 .50 .60 Hobi Ie homes . ."5 .30 .50 . .35 _.55 ."0 Rural (IoU. greater than 1/2 acre) ... c_rcial (2) , 80% Impervi ous I ndustri a 1(2) 9~ Impervi 01.15 .70 .75 .80 .85 .90 .80 .. - - 0 - .55 .70 ~. ~ .85 . .95. HOTES: (1) Soil" Group ma1?s are available at ~he offices of ~he Department of Public: Werks. . (2~h~re actual conditions. deviate significantly from the tabulated i~pe~ious- ness values of 8~ or 9~. the values given for coefficient C. may be revised by IllUltiplying 80% or 9~ by the ratio of actual hapervious.ness to the' tabulated imperviousness. However, In no case shall the final coefficient be less than 0.50. for exaaple:, Consider commercial property on D soil.ITOUP. Actual I~perviousness -so-. Tabulated h..perviousness - so-. . . Revised C - jQ'x 0.8S - 0.53 80 . ... " . ; . . . JV-A-9 ... , APPENDI X tX-B Rev. 5/81 - ,.-- . .- - - - ----. - I ~ - .. . '. COutrrv OF SAN ,DIEGO' DEPARTHEHT OF SANITATION ~ FLOOO COflTROL . 4S' !. " . 15' : I r . ,"'- I 3t 45' . --.......-. .... ...- -, . i.. p",. ,4 '" . U.S.'DEPART"£N r Of' CO"Uf£RCE: . "ATlOJfAI. oeltA",e AND AT, o...nCM'C AD~':fIST.ATlON IPIe1ALnvo,CI .IAMCH. OFFICI or.. ".aLaay. IIATIO""I. WCATIIC. IIU""CI 30' Þ4 Þ4 . > , -... 1181 l¡S' 30' IS' , 117- )0' IS' 116- - -'- -. -' -' -. -, COUNTY OF SAN "DIEGO OEPART"EHT OF SANITATION ~ fLOOD CONTROL I " ' . . 1,5' '. ItS' ]0. , IS' ,,8 P""'~'. " U.S. D&PART~'~N .' OF COMMERCe: .."no""10 OCtCAl'ClC AND AT' ....'IICIUC ADWIHII',.."TIUH IPICI"" ITVDIU .."lfell. orrl'. or II DIIOI.ØOY. "ATID""&' ."ATIICIt """'CI 30' I ... ... , )8 . I1n8 'I~' , '0' 1"1 1178 II~ . )01 I~' 1168 "'f " , H EGlI/lTION Tc. (l/tLJ) .38S lê. 7ime IJI' L:1J/1~t!A¡ln:zT'òn L. Le/79111 ø/ weú~r.rh~eI H r fJ¡/I't!!/"encl!! ;n 4'~~'ðn c/iV1~ dl't"dIY4!' S/P.De Ii~ {Se4!' Aþpum~ )(.IJ) 1; L 't: M//I!!s ;4'4'1- Hov~s Minule4 " 240 ( '- lððð -, 9ao SOD 701) _DO " S/)() " I()(J ~ "'~ ~. , , , ,. , " , I \. NOTE - IFõR ÑÄTUAAL Wm Rš' HËDS] ZI) I ADD TEN MINUTES ::JTO . ~COMPUTED TIME OF CON- CENTRATION. ~.-- II) 5 ( H " 5/)t)() .. 4~/J , J()()(} , " , , , L .3 184 2 IPO -I G() S/J J!() 111 Iii /~ /2 II) !1 11 7 - s--(!) ". 3 SAN 01 EGO COUNTY DEPARTMENT OF SPECIAL DISTRICT SERVICES DES IGN MANUAL APPROVED ,5. H. /~ ",'If ~ ié NOMOGRAPH FOR DETERM I NATION OF TIME OF CONCENTRATION (Te) FOR NATURAL WA TERSHEOS DATE /2./1/69 APPENDIX X-A V-A-IO Rev. 5/81 . ... . JNTENSITY-DUp.¡\TIUri DESIGN CHART .... < 1-1-+-.-1-1- >' ~10' 15 40 50' 1 20 2 30 . 3 4 5 6 .Not Appl1cab1e to Desert Region APPENDIX XI IV-A-14 OF CULVERTS Page liar Corrupted Metal Pi¡x Projecting , ,.,...,........,................... .-188 ¡Jar Corrugated Metal Pi¡x Projecting , ""..........".,................. ..189 IIlar Corrupted Metal Pi¡x Headwall ..,........................ ............190 Jlar Corrupted Metal Pi¡x. Headwall . . "., , ..........,........,.,......... ..191 ul4f Corrugated Metal Pi¡x Headwall . , ,.. ",., ..,." .,...,......,....... ..192 :uh'ens Flowing Full. n = 0.024,.........195 )hs for Circular Corrugated Metal -Structural Plate Ie Circular Corrugated Metal Pipe. " .,.."....",..................... ...194 lie Circular Corrugated Metal Pipe. .,:'" , , , .." ....,....,...,.,.,..,. -.. ...195 lie Circular Corrugated Metal Pipe. ......' ,............................ ...196 !Ie Circular Corrugated Metal Pipe. '"" ,., ..,.. ...... "......,............ .197 IIgaled Metal Pi¡x Cuh'erts Flo1ring Full. , , .,. . . , .., , ,.......,................. .198 :2phs for Corrugated Metal Pipe- Culverts >e - Arch Culverts with Inlet Control, , . .. .199 rrugaled Mrtal Pi¡x - Arch. Projecùng '..."."",.,...,...,...... ..... .......200 rrugated Metal Pi¡x - Arch. Projecting "".... . ",..,., ,.....,.............., ..101 .rrugated Metal Pi¡x - Arch. Headwall "".,....,........,...,..,..-...........202 .rrupted Metal Pi¡x - Arch, Headwall "...,.."..............,.... .,. ..........105 - Arch Culveru Flowing Full. D = 0.D24,..204 ugated Metal Pi¡x - Arch Culwau. ; Full. n = 0.0527 to 0.0'06.. . . . . . .. . . . . . .105 th for Various Discharges phs wbell outlet ia uDlubmer¡a1) ........................................106 ' Horizontal. Criûcal Depth. . . .. . . .. . .: .. .107 Venieal. Criûcal Depth. . . . . . . . . . . . . . . . ..108 'ûcal Ðepth.............................1D9 .CriùcalDepth....................,.....tIO ¿ J. r ~ I t "." '. .' j i I J APPENDIX . 110 III 1111 144 ill 110 loa I' 14 .. n OIl z u æ .. 10 .. æ u ë 14 ~ .. ê ., CI //; ~ ~ ./ : u z Ct u , ~ c ., OIl ,. ... OIl a n .. ëi 10 11 .. III 175 CHART I (I) Ii (3) I. I, I. ,I, I. C, 8, C. J, J. J, -,:' 1.1 1.1 .-/ 1.0 1.0 10,- 1,- u....u 1.- ...r -....-, 1,- eo_.., . C,- If. - - 1.- .., 1.1 ..8 1,- .. 8.1 7.. III 8-r 7.7 ....- 1.- 100 100 800 coo ,/'/ // ..~v /' ' 100 / ./ /' SOlI 100 10 ENTRANCE TYPE 10 _. - .... _" ., ... ... i .. OIl & 1.0 .. -...- _u -- -'.. .1 .1 I I C .--11"'111- ---"'-11'.- -...-...- --- '---'."--- -... .1 .1 .1 .. I .1 .? .r I . ... .r .1 .1 j I ¡ I ¡ I .1 .1 .1 81 HEADWATER DEPTH 'OR CONCRETE -PIPE CULVERTS WITH INLET CONTROL -...._c_-- S III.. 'n~s'n~lts ~ . "'~','.o.~... 11421 Woodside Avenue, Suite C Santee, California 92071 (619) 562-05UO January 20, 1992 P.O, Box 1195 Lakeside, California 92040 Mike & Fran Kirby 1217 Meadow Wood Place Encinitas, California 92024 Subject: Project No. 25E2-89 File No. 8685 Earthwork Quality Control Residential Building Site Copper Crest Road City of Encinitas Dear Mr. & Mrs. Kirby: This is to report the results of soil tests, observations and inspection of earthwork construction at the subject site. The work was performed during the period between December 4, 1991 and January 15, 1992. The site is located at Copper Crest Road, City of Encinitas, a brief legal description is: APN 264-220-86 To briefly summarize the work, we found the earthwork to conform to the recommended and approved grading specifications and current standard practices and to conform with the applicable codes of the jurisdictive governmental agencies. SECTION No.1. SCOPE Our function consisted of providing the engineering services involved with determining the degree of compaction of fill placed on the site. The results of the field density tests are presented on Page T-1 under "Table of Test Results". The laboratory determinations of the maximum dry densities and optimum moisture contents of the fill soils are set forth on Page L-1 under "Laboratory Test Results". The approximate locations of the filled ground and the field density tests are presented on Plate No.1 entitled "Location of Field Density Tests". Kirby Project No. 25E2-89 1/20/92 The grading was performed for the purpose of providing level building pads for the construction of the proposed single family residence. SECTI.GN NQ.~~~.QI~._Ç.QJiQJTION_$ Soils used in the fill were those generated from the on-site excavation and imported from off-site. EARTHWORK Preparation: Prior to placement of fill, the areas to receive fill were scarified, watered and compacted to 90 percent. Natural ground to receive fill was tested to determine its relative compaction. Native soils having a relative compaction of less than 85 percent were removed, replaced and compacted to 90 percent. Placing and compacting fill: Fill soil was placed, watered and mechanically densified in the areas indicated on attached Plate No.1 entitled "Test Location Sketch". During grading, any fill found to have a relative compaction of less than 90 percent was reworked until the proper density of 90 percent had been achieved. Field density test results: To verify compaction, field density tests were performed in accordance with applicable American Society of Testing and Materials (ASTM) test methods. Test method ASTM D1556 was used at the indicated locations. SECTION No.3. SUMMARY AND RECOMMENDATIONS Based on the work and tests described hereinbefore and work description set forth in Section 1, 'Scope', we conclude: 1 . The filled ground has been compacted to 90%. 2. The earthwork has been accomplished in accordance with the grading specifications and with current standard practices. 3. Spread footings will have a minimum allowable bearing value of 2000 pounds per square foot. The allowable bearing value will be considerably more for footings larger than 12 inches wide and/or 12 inches deep. If loads heavier than 2000 pounds per square foot for continuous footings area anticipated, we should be contacted for an increased bearing value. 2 I , Kirby Project No. 25E2-89 1/20/92 4. Expansive soils were removed from the final 3 feet below finish grade. 5. The grading operation was interrupted by up to 1.5 inches of heavy rain. The interruptions occurred when the rock undercut phase of the grading operation was being performed. It was observed that free water was flowing across the fresh rock outcrop located in the house area. The water was following on top of the impervious rock that also extends up the hillside to the north of the pad. It is recommended that a system of subsurface drains be located o~ the north edge of the house pad. By laying a perforated pipe directly on top of the rock, some 2 to 3 feet below the ground surface, future ground water will be directed away from the house foundations and floor slabs in the living areas. Additionally, it is recommend that four to six inches of 3/4 inch rock be located immediately beneath the slab areas. This will help allow any ground water to flow beneath the slabs and prevent migration of water into the living areas. The proposed drainage plan should be submitted to our office for review prior to installation. SECTION No.4. LIMITATIONS UNIFORMITY OF SOIL CONDITIONS: The values presented in this report are based on our evaluation of the observed, exposed soil conditions. We have assumed that the soil conditions in the remaining portions of the site can be interpolated without significant deviation in physical properties. We have made a conscientious effort to select representative test locations and to provide enough tests for a statistically adequate population in excess of current standard practices. However, parameter values may be substantially different in other areas due to unforeseeable variations in the soils. Also, the parameters are affected in time by the moisture-expansion(volume)-pressure changes that seriously affect the tested values. ENGINEERING INTERPRETATION: Faulty interpretation and/or diagnosis by uninformed so-called experts produce most of the engineering problems. We are available for consultation and should be made aware of any pertinent condition or problem. Our conclusions will be re- evaluated and any problem or potential problem solved with a minimum effort and cost before it gets out-of-hand. 3 Kirby Project No. 25E2-89 1/20/92 TIME LIMITS: This report presents conclusions and findings that are valid as of this date. Changes on this site and adjacent property including grading, improvements, drainage, erosion, etc. may directly affect the findings, conclusions and recommendations presented herein. Subsequent alterations or conditions may invalidate these recommendations and values. The values in this report will probably remain applicable for one year provided the site conditions remain unaltered. After this period, we should be contacted to inspect the site and review this report so that we may verify its validity. WARRANTY: Certain risks are involved with geotechnical and soil engineering work which should be recognized by those involved. We have performed our services in accordance with current standard practices and procedures. These practices and procedures are those presently utilized by members of our profession in this region. We do not express or imply a warranty or guarantee regarding these services. OUTSIDE RESPONSIBILITY: It is the responsibility of the client (firm or person to whom this report is submitted) to insure that the information presented herein is made available to the concerned parties. In addition it is the client's responsibility to make certain that any construction reflect any applicable requirements. PROJECT CONCEPT: We should be notified of any changes in the proposed structures, construction, or site grading, or project concept so that any addendum or modifications to this report may be provided as necessary. Summary of the GRADING SPECIFIÇATIONS USED for ~ARTHWORK QUALITY CONTRO~ for Residential Building Site Copper Crest Road City of Encinitas SOIL TEST METHODS: Maximum Density & Opt Moisture -- ASTM 01557-70 Density of Soil In-Place -- ASTM 01556 Soil Expansion -- UBC STANDARD 29-2 Shear Strength -- ASTM 03080-72 Gradation & Grain Size -- ASTM 01140-71 4 Kirby Project No. 25E2-89 1/20/92 Capillary Moisture Tension -- ASTM 02325-68 Expansive Soils Insufficient Fines Oversized Particles LIMITING SOIL CONDITIONS: Minimum Compaction -- 90% for "disturbed" soils. (Existing fill, newly placed fill, plowed ground, etc. ) -- 84% for natural, undisturbed soils. -- 95% for pavement subgrade within 2' of finish grade and pavement base course. -- Expansion index exceeding 20 -- Less than 40% passing the #4 sieve. -- Rocks over 10" in diameter. PREPARATION FOR FILL: Brush, trash, debris and detrimental soils were cleared from the area to receive fill. Detrimental soil was removed to competent soil. Slopes exceeding 20% were stepped with benches 10' or greater in width. The area to be filled was scarified to a 6" depth and compacted. FILL MATERIAL: Contained sufficient fines and did not contain oversized particles or excessive organics. Special attention was given to the disposition of any oversized rock, organic soils and expansive soils. Please read this report carefully. If you have any questions, please contact our office. This opportunity to be of service is sincerely appreciated. Page L-1, Page T-1 and Plate No.1 are parts of this report. Respectfully submitted, -1/ onsulting Engineer, JCS/mlj cc: (3) submitted 5 Kirby Project No. 25E2-89 1/20/92 Page L-1 LABORATORY TEST_ß~SUhI~ The maximum dry densities and optimum moisture contents of the fill materials as determined by the A.S.T.M., D1556-70, Method C, which uses 25 blows of a 10 pound rammer falling from a height of 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot compaction cylinder, are presented as follows: Soil Type Maximum Dry Density lb/cu. ft_. Optimum Moisture C9nt~JJ:Lç1 ry wt. Dark brown, silty, fine to medium sand 120.0 11.4 2 Red brown, clayey, fine to medium sand 124.1 10.4 3 Brown, clayey, fine to medium sand with rock 122.6 10.9 4 Grey brown, silty, fine to medium sand with gravel 120.9 9.5 5 Tan, silty, fine to medium sand 117.0 9.0 Kirby Project No. 25E2-89 1/20/92 Page T-1 TABLE OF TEST RESULTS A.S.T.M.. 01556-82 DEPTH MAXIMUM OF FILL FIELD DRY DRY TEST SOIL AT TEST MOISTURE DENSITY DENSITY PERCENT NO. TYPE IN FEET % P.C.F. P.C.F. __...sOMPACTION 1 3 +2 11. 7 112.1 122.6 91. 5 2 3 +4 11. 9 111.3 122.6 90.8 3 2 +2 17.9 114. 1 124.1 91. 9 4 +4 16.0 97. 1 120.0 80. 9 see .5 5 3 +4 16.0 110.7 122.6 90. 3 retest H 6 3 +6 14.0 111.1 122.6 90.6 7 3 +8 11. 7 111.1 122.6 90.6 8 4 +10 f.g. 6.5 117.0 120.9 96.6 9 4 +2 f. g. 9.8 117.0 120.9 96.6 10 4 +2 f.g. 9.8 116.0 120.9 95.9 11 5 +3 f. g. 6.5 107.0 117.0 91.8 f. g., = finish grade ~ )~ , ,"~ I I -- PROPERTY LINE . fiELD DENSITY TEST b;,;.!1r~vtJ~:~;í'.;~'-~Â I eOMf'ACTED FILL \T --v- --V 7()P or SLOpe --L -L --L Toe OF Slope JOB NO. '25é'Z-B BY ~J DATE 1-20-92 filii LOC!A7/0N OF ñ UJ OENSITY T€STS S'tll~ TI~STßI.S ~ ....f, . 11421 Woodside Ave" Suite C Santee, California 92071 (619) 562-0500 N 14 E IS 0 �0 E ED C 1 17' 13'30 1 17 13'15" 1 17) 13'0 0 1 17 1 2'4 5 117 12'30" 334N T x -LEGEND- Z N A) Horizontal Control Monument V) N v I h,rd Ordor t4 :X.: N Vertical Control Monument 4. St On,l ()ro'er Of Bt�ItOf X. W 4 ", Hor zontai Control MOnHolent (7: T t : Se� wlo s: % x VprTi( al Control Monument r 1t)1rd 0,(Jef wr t 1 1, Horizontal Control Monument 'M K See omf Order or Better 3 3 0 0 4'4 5 A Hor zontal Control MonUnlel I it Bench Mark Se( wO Order or Better 7m, X%X Horizontal Control Monument V Q Third order Horizontal Cont ol Monument & Bench Mark Th ird Ordt, r Bench Mark Spcood order or Better ---------- Vert cal Control Monument Third Order pox 38 0 Property Corner Found Coordinated (Calitorma Coordinate System, Zone 6) 5 D s Found Section, Grant or 1 1 S SUbd v s on Corner Photograph, Nad r Point 7777 Geographic Tick .......... .......... ....... ... .......... BOUNDARIES IN ORDER OF PRECEDENCE (Latid LIties S�iown ve ApproxImate) �NN 025 Nat onal N,ime 025 County 7, 77 015" city 332N N,ime w!thin BdrV. R eservat'o 11 015" ......... i" N,ime withio Bdry 33004'3011 National, State or County Park Nnf wtthlr7 Bdry Land Grant .0 15 T 2 S Tomiship, Rancle or Sect Oil T 3 S 15 % 0 -Ilk PREPARED UNDER THE DIRECTION of 73. > DEPARTMENT OF PUBLIC VVORKS C o, u n t y o f S a n D i e g o ... . ...... :yy & CONTROL DATA FURNISHED 3 0 y - - -------- SURVEY SECTION rkS PL1hhC WO , .0" Department o HORIZONTAL CONTROL BASED Of? r VERTICAL CONTROL BASED 0 . t7 ORTHOPHOTO IMAGE PREPARED from APRIL 19, 1982 by ... ..... ......... I IN C. SAN- -0 AERIAL SURVEYS TOPOGRAPHY COMPILED .......... . ...... . . .......... .. . . .... by T, frot 7 7 331;04'1 I A R! 19 19 8'� b LO AERIAL SURVEYS, INC. SAN FINAL MAP PREPARED by MAPPING SECTION !N Department of Public Works 330N i701E I 703F 1705E 1707E This Alaj) Colol)lios with '4'ALE 1-. 2400 (1 200') NATIONAL MAP ACCURACY STANDARDS INDEX TO ADJOINING SHEETS SAN D 1 0 COUNTY INDEX CONTOUR INTERVAL� 25 FEET CONTOUR INTERVAL� 5 FEET 334-1695 334-1701 334-1707 400 CALI RNIA 200 600 800 1000 200 0 TWO THOUSAND FOOT CALIFORNIA RECTANGULAR GRID (ZONE VI) (Fee t) 330-1695 330-1701 330-1707 &N'A 06r, C:CE J Lq C �: ;7- 3 1 F 9C )m H 300 100 0 100 200 THE RECTANGULAR COORDINATE VALUES ARE SHOWN ON THE SOUTH AND WEST MARGINS -1695 -1701 326-1707 326 326 G INS SHEET NO, 330-1 701 THE GEOGRAPHIC VALUES ARE SHOWN ON THE NORTH AND EASi MAR,