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1995-4170 G— 1,7 tl — V, T — ENCZNI^_AS, CA 93 10124 GRADING PERMIT _X..v::— MU.• u7 ?QLI No.: 4281GI Nu. 255 -400-5300 PLAN NC.: V'ro -LCAN AVE. N. 'A-NT NAME =NG ADDRESS: 5$2i+ MIX XLr( :{VA p.`r.:dr_ .'L.. e13-irJ5-2Cl�C '..liY: SAt DIE'�CJ ,,TATS".: CA 7TL: 92121- �ICEN�E NC.. r- -- P._•r =- =_ :,':;_�: 5 /v1i90 P�.t^: -- :JJVyL' Gz TGDD EIYU UBACH • A. 0-47,11F • 77--r PHONE NO.: e"-$55'1'!'J0 PwCh- NO. .• 01:' ,;; 0 -8,I reg,it D 1 LLB 45340 Sc.'10 yy '1 , L• f I M WO-RF r:;.1_�NV:r� /'.aCe JT�IIuiL1� •vVN� =� .'•.. VJ� —•—i= N� /VfrV �•.�:���_ YiVJ _.r *i '\.'�.•: :_.r °;S " ^JI s =+ WI:: DFV-t.L4Pa^rNTy 3 SFD Lv_S. PLAv i�P3u'vrD 3i1 -i95.. _'LA*i:' � "r EE ::EuuIP =J. NV �PE*TC?ID ?G :•EP�?1i'ED ON N. 'l 'L �T AVE T GT GP.ADINC- P IT ALSO J{ 428 Cz F:.i r'TA1*TING"WALLS AND DRAZ *Ti;37 7 :!TON C`)?tt':. . "� tNJPns.'I'l]:{'J JSC'-*l:i' LuiiG� ;:= ��D_ *!G _eIS= 's,2TIUN E= EEY AC:a.10— IS CU. =: EC'. A *JD HAVE VrAD =:iE APPLICa 1ON AND STATE THAT •Z°': V'03G- -T TT'!j AL CIT`i Ly AIv?1 GRADING. A. "iU T'u-7 PwOVT_SIJNS A:CL l,V!l __J - OF TO r-:IS Ai PLICA ION. ,lta ( /ff DATE fv �-_ 14700 z 22-ho _ \\ t� City of Encinitas February 5,1996 Helmut Kiffman Et. Al. 5820 Miramar Rd. San Diego, Ca. 92121 Re: Tract 94 -141 (TPM) (227 Vulcan Ave. N.) Grading Application No, 4170GR 4281GR A.P.N. 256 - 400 -53 Permit Issuance Requirements Mr. Kiffman: The proposed Parcel Map of Tentative Parcel Map 94 -141 was recorded on August 8, 1995 as PM 17568. The related grading plans 4170 -G and 4281 -G were approved by the Director of Engineering Services on March 27,1995 and June 29, 1996, respectively, and will expire in 3 years. In order to obtain a Grading Permit and proceed with development of your property, you will need to satisfy the following requirements: (1) Post a Security Deposit in the amount of $9,066.00 to guarantee performance of earthwork, drainage improvements, retaining wall, and erosion control. Up to eighty percent of the amount may be in the form of a Performance Bond issued by a State of California licensed surety company. Twenty percent has to be in the form of cash, a certificate of deposit, a letter of credit, or an assignment of account The City must pre-approve any financial instrument's format- (2) Complete the Security Obligation Agreement (3) Pay an Inspection Fee of 5453.00. This fee is non - refundable and is applied to inspection of the lot grading. No fees are due for the inspection of the private road (4)' Pay a Development Fee for flood control oW D-06. Also non - refundable. This fee is an assessment of 50.21 /s.f. against new impervious'surface resulting from construction (2ooCr't AQ of the private road - ea�_oi— (5) Provide (4) bluelme prints of the approved Drawing 4170G. (6) Provide the name, address, telephone number and state license no. of your construction contractor if not yourself. (7) Sign the Permits. You or your authorized representative may sign Once the Grading Permits are issued, a waiting period of 48 hours must pass before you or your contractor can schedule a pr=nswction conference. Refer to Grading Note k9 for full Details. Per Fire Department regulation, the first lift of asphalt pavement on the private road must be completed prior to the issuance of building permits on parcels 2 & 3. TE1619 -633 -2600 / FAX 619 - 633 - 262- 505 S. Vulcan Avenue. Encinitas. Califomu 92024.3633 TOD 619 - 633.2700 die pow 428IGR 4170GR Permit issuance requirements continued -Page 2/2 However , no trenching will be permitted on Vulcan Avenue North prior to October of 1996. Separate Engineering permits are required for work in the Public Right of Way. The permit fees for trenching and the dnveway approach will be $250.00 and $78.00, respectively. Use of a properly licensed and insured contractor is mandatory. The role of the Engineering Inspector in regard to Construction of the private road shall be to monitor the work and coordinate to other permitted improvements. Construction changes, prepared by the Engineer of Work, should be submitted to the Engineering Services Department as redlined markups on (2) bluelines of the approved plan. Such changes are subject to review and approval prior to actual construction. Prior to the Engineering Services Department approving issuance of a Building Permit for any structures, you will need to obtain a Rough Grading Approval directly from the Engineering Inspector. The City may release up to 75% of the Security Deposit at that time. You may want to divide the Security accordingly. As- builts, prepared by the Engineer of Work and approved by the Engineering Services Department, may be required prior to Final Inspection. Final Inspection of the Grading Permit will have to be obtained separately from Building Permit Final Inspection and is a requirement to release of the remaining Security Deposit. The grading Permit will be valid for a length of time not to exceed one year from the date of issuance. If the Permit expires without benefited of a Final Inspection and a year has passed since the date of is°� a reisuance fee equal to the original fee may be charged- Should you have any questions please contact me at (619) 633 -2779, or in person at the Engineering Services Counter at the Civic Center. Sincerely, Gregory A- Caudill Engineering Technician Subdivision Engineering cc: Pasco Engineering enc GAC/94- 144.doc 0FiEaVED 3-UnN77-3 1946 �tiVJCI� I r/-1l.ILl I Y UU I I MCIV 1 r -u--iM SEWER Please type or use pen ORG NELMUT' kIFFM.uNN 455-lQpo ACCT LS Owner's Name Phone ACT 5820 M/,@IMA& RD '� ZCX] TASK ner s al ing ress S ree S.4AJ 'DIEGO_. CA 92/2% DATE AMT$ DISTRIC T CASHIER'S USE ONLY city State Zip SECTION A. PROJECT DESCRIPTION TO BE COMPLETED BY APPLICANT Assessor's Parcel Number(s) 1. Major Subdivision (TM) Case No. (Add extra if necessary) Minor Subdivision (TPM) Case No. 94- 141 V Major Use Permit (MUP) Case No. Z S �° 4 0 0 S 3 Purpose of MUP: Certificate of Compliance Other 2 P2o Posen 2.n nesldemial...Total numberofdwelling units I EXIsT1NL Number of lots or units: 3 apts)duplexes: Commercial.. Gross floor area Industrial .... Gross floor area Other....... Gross floor area Thomas Bros. Page 1141 Grid $ -(v 3 3. Total project acreage O • 459 Total number of lots VULCAN Q V Yes No 4. Is the project proposing its own wastewater treatment plant? ❑ Propci address Sveat Is the project proposing the use of reclaimed water? ❑ R QLQ ENCI N IT-AS C?wz.4 Comm.M, Planning kr Subregon jp Applicant's Signatur PASCO fzN6- Date Z-Z-9S Address 53S N. 141slY ror SOLANA BE4C1-1 U0757 Phone 254-82./2 (On completion of above, present to the sewer district with appropriate fee to establish facility commitment, Section B below) SECTION B. FACILITY COMMITMENT TO BE COMPLETED BY DISTRICT Pursuant to the Public Facility Element of the General Plan and County Board of Supervisors Policy 1 -84, commitment must be for a period of at least two years. Commitment must be obtained within the three months prior to the date of final action by the approving authority. THIS IS NOT A WASTEWATER DISCHARGE PERMIT, and capacity fees are subject to increase prior to issuance of a discharge permit. LL { a / - District name: Lt 16t 1AAf _D(Slr1Lt Servicearea: Leu.Cad1C ❑ Amount of capacity committed for this project: EDUs. Optional: Number of EDUs x Connection Fees $ = Total Capacity Fees: $ ( These fees are not refundable.) ❑ Facility capacity has been committed pursuant to a binding agreement satisfactory to the district. Expiration date: (Commitment must be for a minimum of two years. If no expiration date, please so specify .)6� �,P S- ID -`%� Facility capacity is for this project until (Termination date of this letter must be at least two years from the date of issuance.) ❑ The District Board of Directors has certified that public agency facilities are under constructic i and permits to construct have been received. Capacity for this project is committed for a period of at least two years from the time that the public agency's facility improvements come on -line. Scheduled (not guaranteed) start-up date: Facility capacity is committed until: (if no expiration date, please so specify). Authorized si nature'. 'Dl Q Print title: ' 'A/�mtrl�l$f r�l I1VQ ! 5 4 Prinlname:� t �J J1C Dale: 5 -(I- rs Phonc��t,0�3 -dl$� On completi n of Section B by the District, applicant is to submit this form to the Department of Public Works, Final Maps or Grading, 5201 Ruffin Road, San Diego, CA 92123 )Ptrzca eons [Re Aretl SCENIC COAST BUII IG SCIENCES Soil Sampling 974,.Bremen Way Testing ,V'pine, California 91901 Compaction control (619) 445 -4700 1 Foundation /Slab Inspections California Civil Engineer R.C.E 7193 Mr. Helmut Kiffman 5820 Miramar Road, No 200 San Diego, California 92121 Subject: Report of soil Investigation 231 -233 North Vulcan Avenue Encinitas, California Dear Mr. Kiffman: In Accordance with our agreement, we have completed a soil investigation for the two subject parcels. The purpose of the investigation was to classify and analyze the bearing soils, identify potential soil hazards, determine site suitability, and develop recommendations for site preparation and grading, design of seismic response, design of foundations, and finish grading of the project. This investigation consisted of surface inspection, subsurface explorations, field and laboratory testing, analysis of field and laboratory data, and research of available in -house geomorphology pertaining to the project. [See Figures 1 -6, Appendix "A" (Investigation and Test Procedures), and Appendix "B" (Recommended Grading Specification - General Provisions)]. FINDINGS 1. Site /Project Description: The site is a residential parcel located on the east side of Vulcan Avenue in the City of Encinitas. The parcel has been divided into three Lots up the slope east of Vulcan Avenue. The lower (front) Lot is occupied by an existing residence which is to be remodeled as a separate project. The two easterly Lots are to be prepared and graded for construction of separate residential buildings with appurtenant off - street parking and landscaping. All three Lots will be serviced by a private access drive running east along the north boundary of the Parcel. Grading will include cut /fill operations and levelling for two building sites and access drive. Thu, May 11, 1995 -2503- 1 Findings Continued: 2. Bearing Soils: The soils encountered on the site are a portion of the Marina (MIC) series. Somewhat excessively drained, loamy coarse sands derived from ferguinous eolian sand. In a representative profile the surface layer is brown and dark brown, loamy coarse sand about 12 inches thick. The subsoil is brown and reddish -brown loamy coarse sand about 30 inches thick. The substratum is yellow to yellowish- brown, coarse sand. Layers of weekly cemented cobblestones undulate intermittently through the mass. Tests and analyses of the prevailing foundation soils indicate the following engineering properties: Liquid Limit Plasticity Index N. P. Angle of Internal Friction 38 deg. Apparent Cohesion 380 psf Maximum Dry Density 114.8 pcf Optimum Moisture 9.0 Expansion Index -9- @ 144.7 psf Unified Classification (SW) AASHO Classification A -1 Active Soil Pressure - Recommended 32 pcf Active Pressure - Restrained Condition 36 pcf Passive Soil Pressure 483 pcf Coefficient of Friction -Soil /Concrete 0.6 X Dead Load 3. Soil Hazards: No evidence of potential landslide, subsidence, faulting, liquefaction, or other soil related hazards were detected on the site. 4. Site Suitability: The site is stable, and with strict adherence to the recommendations which conclude this report, will be suitable for its intended use. Thu, May 11, 1995 -2503- 2 RECOMMENDATIONS 1. Prepare and grade the site in accordance with Appendix "B" (Recommended Grading Specification - General Provisions) and the following special provisions. After the areas to be graded have been cleared and all trash and debris removed, soft compressible surface soils under the driveway and fills should be excavated to a minimum depth of 18 inches, cleaned of excess roots and debris, brought to optimum moisture and compacted to within 90 percent of maximum dry density. Surfaces exposed after excavations should be scarified and watered prior to recompaction operations. Fill keys should step up the slope as the placement and compaction operations advance so as to form a series of levelled benches under the fill. 2. The earthquake requirements set forth in Chapters 23 and 25 of the UBC will be safe for use in the design of structures on the project. 3. Continuous foundations on the project should extend a minimum of 12 inches below the lowest adjacent grade and be reinforced with (1) No. 4 bar near the top and one near the bottom. Spread footings should extend at least 12 inches below the lowest adjacent grade. Design of continuous foundations should incorporate a maximum soil bearing pressure of 3000 psf and spread footings 3500 psf. On grade slabs should be a minimum of 4 inches thick and reinforced with 6 "X6 "- 10ga /10ga WWM. 4. Finish grade the site after structures and other improvements are installed such that surface waters are directed away from building foundations, via surface swales and/or underground drains, toward and into approved drainage ways. If you should have any questions after hesitate to call. We appreciate professional services. Sincerely Scenic Coast Building Sciences -A-). _A W. M. Hubbard, RCE 7193 Thu, May 11, 1995 reviewing this report, please do not this opportunity to provide our j> R of -'? 6 N0. 7193 * -h -9S CIVIt- �, Sra� of r"ol -2503- *1"' Attachments 3 S. C. E. SOILS loe )p oP 7@01 PPObo con T _ Y Soil Description c d m e CL (Unified Soil Ctaaslllcatlon) e q m 3 a~ m n CL Qj Ca H V S N O Q .8-% p .C�Y.r•.r)/ il/Jii.. { ir/ra,ec t /.. c �/ r• • /�71 /j�C• 6 /iCI 2 -- /� Lj/`/ Nl r!✓' 7'-'Yi� f7 /r.., A." Xe �/c 1ST � � i✓� -oce� 7/`�Jm /s f' Ai /�ss.J ✓C 1 Ste. �'� 6 � `'c- 4, 6 G,0DD 8 It C, _ Agolro /v/ oFiz:_2�Lle8F Y G 10 IR P t7 r7 12 14 16 $ Bag Sample 'in-Place Density Job No. U —1 Undlslurbed Sample "In -Place Moisture Figure No. / L•HAIN J 4t ANASAND ATTERSURG LIMITS SAMPLE 4" 3" 1" 3/4 " N W Z W 1/2 /DOA a vl / l� 3 Q 3/8" > o Q #10 W N Z W w &20 bt 7 _ #40 7 0 < #60 0 m n80 *r 100 zoo 5� cr 05 mm w p 005mm cc 0 _ .001 mm LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX UNIFIED CLASSIFICATION vV J S. C. E. SOILS 7655 Melotte Street San Diego, California 92119 13Y S Joe �10 �s o3 r V e-- SAMPLE DESCRIPTION Angle Cohesion ti �� ai friction (•) (PSI) Maximum Density ( cf)�/ Moisture Moisture (%Dr CONDITION n )s ur e Air Dried n Is ur e Air Dried G -V�'(/ PASSING #4 MAXIMUM DENSITY 81 OPTIMUM MOISTURE CONTENT ASTM 1557 -70 METHOD A SAMPLE DESCRIPTION) Maximum Density ( cf)�/ Moisture Moisture (%Dr CONDITION n )s ur e Air Dried n Is ur e Air Dried G -V�'(/ PASSING #4 tJCrHNJ(VN 1 E5T RESULTS SAMPLE rp- --� CONDITION n )s ur e Air Dried n Is ur e Air Dried G -V�'(/ PASSING #4 VERT. DISPLACEMENTI CONSTANT Goo NORMAL STRESS EXPANSION INDEX S. C. E. SOILS H 7655 Melotte Street — San Diego, California 92119 Sc' G NO..... �7�y CAIE -1/O 3 I Fes. . ..s s; I1 r= i� i �Qf 9�45- o-.::r I � I 1 i I I I �- -77 I oe `'r —r• I � I t _ i- - rl r 1 ,-y i -- r -pit I 1 —r— G— —. • - i I ... .....tom. � _� .. I. tl _. 1 •-- _�- • I G _ _. 9�45- o-.::r No S �• a :••TECHNICAL ANALYSIS ... f G.T/ Vt iss C�c%1rSm -,Y) f u%T rC% C 7L o_x csx_ 4"F0 •7L(O, s .:.. SF L/ s e �3, 0400 5 ,a S. C. E. SOILS RCE 1r465 DATE... /Q /Q f 7555 Melotte Street. San Diego. CA. 69 7 . 19 67 Figure No. .x'03 IP A4 o. z 0 0 :4 u'! e V •k '•l O� MINE OEM ME MMM ME M ME ME M ME M Mm ME ME 0 ONE M 014 No M No INN ON ME ME M MEN IN M MIM A MINE S. C. E. SOILS Soil Investigations 974 Bremen Way Compaction Control Alpine, California 91901 Remodeling Recommendations Nmlor (619) 445 -4700 Foundation /Slat) Inspections California Civil Engineer R.C.E. 29704 INVESTIGATION AND TEST PROCEDURES 1. Surface Inspection and Subsurface Explorations: 1.1 The "Surface Inspection" technician under the direction of (engineer). The purpose of the classifications and properties sel Specifically the San Diego Area potential soil hazards; (3) identify such as man -made fills, subsurface locations where exploratory probes c determine the minimum depths to v extend. are conducted by our senior field i California Registered Civil Engineer inspection was to: (1) confirm soil out in the area's geomorphology. Soil Survey; (2) identify existing or disturbances in the natural formation installations and so on; (4) select the Ir excavations are to be made; and (5) Which the probes or excavations should 1.2 "Subsurface Explorations" consist of penetrometer probes, open pits and/or borings extended beyond the depths of influence by the grading or foundation system. Undisturbed or bag samples are transported to the laboratory for tests and analysis. In -place density, moisture and bearing tests are made in undisturbed strata as directed by the engineer. All open excavations are backfilled immediately to eliminate potential hazards. 2. Field and Laboratory Testing: Field and laboratory tests are performed in accordance with generally accepted American Society for Testing and Materials (A.S.T.M.) test methods or suggested procedures. Brief descriptions of the tests performed are presented below: 2.1 Field Moisture and Density: Field moisture and density of the soil mass is determined by applying the current applicable provisions of ASTM test method D -1556 (Sand Cone). In particular, the sampling procedure consists of: a. Leveling a portion of the surface to be tested. Thu, Sep 23, 1993 Appendix "A" 1 Field Moisture and Density Continued: b. Seating a special base plate approximately 12 inches square with a 6.5 inch diameter hole and seating ring. c. Removing 5 to 8 pounds of soil through the hole without disturbing the remaining soil mass. d. Determining the volume of the hole by filling it with calibrated sand of known density through a special cone seated on the plate. The weight of sand in the hole is determined by the weight loss from a measured amount filling the hole. e. Weighing the soil removed from the hole and thus determining the in -place density of the soil strata. f. Moisture is found by drying a sample of the removed soil in an oven or by calcium carbide chemical analysis. (Speedy Moisture Tester) 2.2 Field Penetrometer Tests: Penetrometer (probe) tests are used to judge the texture, density, bearing capacity and uniformity of the soil strata. When used by an experienced technician, penetrometer probes provide the most useful and reliable data available. A piston type calibrated penetrometer capable of measuring bearing values up to 6.5 tons per square foot is used with the penetrometer. 2.3 Atterberg Limits: The " Atterberg Limits" are measured by the water content that corresponds to the boundaries between several arbitrary states of consistency progressing from liquid to solid. These limits tests are performed on that portion of the material passing a No. 4 sieve. a.The liquid limit is the water content in percent dry weight at which the soil first shows a small but definite shearing strength with a reduction in water content. In reverse direction, it is the water content at which the soil mass just starts to become liquid. Wed, Jul 22, 1992 Appendix "A" 2 Atterberg Limits Continued: b. The plastic limit is the water content at which the soil mass ceases to be plastic and becomes brittle or crumbly when rolled into threads one - eighth inch in diameter. The plastic limit is always lower than the liquid limit. c. The plasticity index is the numerical difference between the liquid limit and the plastic limit and represents the range of moisture over which the soil is plastic. The plasticity index, in combination with the liquid limit, indicates the sensitivity of soils to changes in moisture content. Relationships of the plasticity index to strength and expansive properties of soils are well established. 2.4 Mechanical Analysis: The mechanical (Sieve) analysis consists of the process of passing a representative sample through a system of sieves each with progressively smaller openings from 6 inches at the top to #200 at the bottom. Hydrometry is often used to determine grain sizes within that portion passing the #200 sieve. By weighing the total sample and subsequently the amount retained on each sieve the portion, or percentage, of the sample passing each is determined. Data from a mechanical is used to develop a "gradation curve" (percent finer curve) which shows the partical size distribution. Relationships between the gradation of soils and their engineering properties are used to evaluate stability, resistance to erosion or scour, compactibility, shearing resistance and bearing capacity, 2.5 Direct Shear Tests: Direct shear tests are performed to determine the failure envelope based on yeald shear strength. The shear box was designed to accommodate a sample having diameters of 2.375 inches or 2,5 inches and a height of 1.0 inch. Samples are tested at different vertical loads and saturated moisture contents. The Shear stress is applied at a constant rate of strain of approximately 0.05 inches per minute. When direct shear tests are determined necessary by the engineer representative samples are transported to a more complete laboratory for testing. results of shear tests are used to determine, active, passive and soil bearing pressures through the use of the Rankine and Terzaghi equations. Wed, Jul 22, 1992 Appendix "A" 3 Investigation and test procedures Continued: 2.6 Expansion Index Test: An expansion index test is performed no remolded representative samples of soils likely to influence the projects foundation system. A sample passing the #4 sieve is brought to optimum moisture content, then dried at a constant temperature of 230 deg. F. for at least 12 hours or until the moisture remains constant. The specimen is then compacted in a 4 -inch diameter mold in two equal layers by means of a tamper, then trimmed to a final height of one inch, and brought to a saturation of approximately 50 %. The specimen is placed in a consolidometer with porous stones at the top and bottom, a total normal load of 12,63 pounds (144.7 psf) is applied and the sample is allowed to consolidate for a period of 10 minutes, The sample is allowed to become saturated and the change in vertical movement is recorded until the rate of expansion becomes nominal. The Expansion Index is reported as the total vertical displacement times the fraction of the sample passing the #4 sieve times 1000. The expansion index is used to classify the soil in accordance with Section 2904 (b) of the Uniform Building Code. Special design consideration is required for structure foundations located on, or within three feet, of soils with an expansion index greater that 20. 2.7 Density /Moisture Tests: The maximum dry density and optimum moisture content (the proctor) of soils represented on the site are determined in the laboratory in accordance with ASTM Standard Test D- 1557 -78, Method A. Field moisture and densities are compared with the appropriate density /moisture test to judge the density and suitability of soils intended to support structures. Note: Results of all tests, findings and analyses are presented in the text of the report attached hereto.. Wed, Jul 22, 1992 Appendix "A" 4 J A m n m ' 3 m °c O D r v in m' 0 a a a J A 31 a 0 M N A 4 J � O P 0 AASHO SOIL CLASSIFICATION General Granular Silt -Clay Materials Classification (35% or less passing No. 200) (More than 35% passing No. 200) Usual Types Stone Frag- of Significant ments Silty or Clayey Fine Silty Soils Clayey Soils Constituent Gravel and Gravel and Sand Sand Materials Sand Uniformly Textural Classifi- graded; Coarse Fine sand Defloc- coarse- Poor grading; Poor grading; cohesion- Micaceous culated Drainable Peat cation fine ex- poor binder inferior material only; no less silt and dia- cohesive flocculate and General binder binder anclay le lomaceous clays clays Muck Grading binder binder clay A-2 Group Classification A l A -3 A -4 A -5 A -6 A-7 A -8 Friable Plastic A -1 -a A -1 -b A -2 -4 A -2 -5 A -2 -6 A -2 -7 A -7 -5 A -7 -6 Satisfac- tory when Good Good Ideal dry; loss Difficult stab il- stability lncap- General Highly Stable when Good support of stabil- t0 COm- ity when when able Stability stable at dry; may stable when ity when pact; sta- proper- properly of Properties all times ravel material confined wet or by ly com- compact- suppoi frost ac- doubtful doubtful pacted ed tion General Rating as Excellent to Fair Fair to Poor Subgrade 2 7 4 5 6 7 x 9 le 14 0 SO 60 70 80 90 100 7 Z9 (1) Far M. bark Ia.., so O. 1. pones, "Ferndo6ons for FH.ib1. Farm.nn;' Hlth.ay besets, Soars, proceedings of the tenry+rnend Aral) M..ling, 1942, Vol. 72, pages 100176. (2) "CAara[Llialf. of 5011 Group. F.nainln9 so Roads and Aidhld.;' Appendix R, FM Unifid fell Cbuircarlan Sysl.e,, U.S. Army Corps of Enghon, Tochnk<I M.- ..nor. 3557, 1957. (71 'Clessia.alln of Higkwoy Sabgrad. Materials;' Migh.ay 4.00raA pass, Froveodinps .1 the F..1,441A A„wal M..bea, 1943, Vol. 23, page$ 276.292. (41 Aipnl Farina, U.S. Deportm.nl pl Commaa., Federal Aelalin Aoosy, Me, 1948, gag.. 11 -16. EHi• sealed using valves gbn In FAA Design Me,.al for Airport Faremenb. 13) F. H. Muse, "A He. Approa.h for pw.renr 0e09ti' [ngL IA, H..r.p«nrd, Val. 141, N. 2. lrly S. 1947, pogo 126129. F n fWar r-ed In Cellle•Ne Slabdom.rer M.r.ad of Oo1gn. 161 S.. t, A. Middbbroab and G. E. LMrom, "Soil Toth far Doan of Rrnw., Faomnf�" Miss.., R.wa..h $oard pl-ona l of see 7.nry..nosed Arvw.l M «ring, 1942, Val. 22, poll. 132.4 h NO. wed M W.n.ra.erd's enalyds fw design el caMret. pa..mn.. 171 See retinae (6), pat. Ito. Approximate interrelationships of sell classifications and bearing values. S. C. E. SOILS RCE 29704 974 Bremen Way, Alpine, CA. 91901 4 4 5 . 4 7 0 0 Unified Soil Classification (2) Carry of Fntlneen, Dayonmanl of the Army, and evnau of Rodareaflon AASHO Soil Classification (2) flvroav of pv611< Reads _ _ Federal Aviation Agency _ Soil Classification (4) _EE E_5 3 I 20 70 Reaistano Value —R (e1 40 50 551 60 70i 80 65 I 100 150 Modulus of Subgmde Rwction —k, psi per In•(4) 200 250 700 400 500 600 700 80 10 Bearing i70•In, Value, diameter 20 psi n1 plate, 0.1 -in 10 delbdionl 40 50 60 70 1 California Bwriny Ratio —CBR 7 4 5 6 7 8 9 10 15 20 25 70 40 50 60 70 80 9011 7 Z9 (1) Far M. bark Ia.., so O. 1. pones, "Ferndo6ons for FH.ib1. Farm.nn;' Hlth.ay besets, Soars, proceedings of the tenry+rnend Aral) M..ling, 1942, Vol. 72, pages 100176. (2) "CAara[Llialf. of 5011 Group. F.nainln9 so Roads and Aidhld.;' Appendix R, FM Unifid fell Cbuircarlan Sysl.e,, U.S. Army Corps of Enghon, Tochnk<I M.- ..nor. 3557, 1957. (71 'Clessia.alln of Higkwoy Sabgrad. Materials;' Migh.ay 4.00raA pass, Froveodinps .1 the F..1,441A A„wal M..bea, 1943, Vol. 23, page$ 276.292. (41 Aipnl Farina, U.S. Deportm.nl pl Commaa., Federal Aelalin Aoosy, Me, 1948, gag.. 11 -16. EHi• sealed using valves gbn In FAA Design Me,.al for Airport Faremenb. 13) F. H. Muse, "A He. Approa.h for pw.renr 0e09ti' [ngL IA, H..r.p«nrd, Val. 141, N. 2. lrly S. 1947, pogo 126129. F n fWar r-ed In Cellle•Ne Slabdom.rer M.r.ad of Oo1gn. 161 S.. t, A. Middbbroab and G. E. LMrom, "Soil Toth far Doan of Rrnw., Faomnf�" Miss.., R.wa..h $oard pl-ona l of see 7.nry..nosed Arvw.l M «ring, 1942, Val. 22, poll. 132.4 h NO. wed M W.n.ra.erd's enalyds fw design el caMret. pa..mn.. 171 See retinae (6), pat. Ito. Approximate interrelationships of sell classifications and bearing values. S. C. E. SOILS RCE 29704 974 Bremen Way, Alpine, CA. 91901 4 4 5 . 4 7 0 0 ` UNit ._O SOIL CLASSIFICATION BART SOIL DESCRIPTION ML Inorganic silts and very fine sands, rock flour, COARSE - GRAINED sandy silt and clayey -silt sand mixtures with More than half of material Is larger than a No. 200 sieve GRAVELS, CLEAN GRAVELS Liquid Limit Less Than 50 CL More than half of coarse fraction is larger than GW Well- graded gravels, gravel and sand mix - No. 4 sieve size, but smaller than 3" tures, little or no fines. clays. GP Poorly graded gravels, gravel and sand mix- Organic silts and organic silty clays of low tures, little or no fines. GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- sand -silt (appreciable amount) mixtures. fine sandy or silty soils, elastic silts. GC Clay gravels, poorly graded gravel - sand -silt Inorganic clays of high plasticity, fat clays. mixtures. SANDS, CLEAN SANDS SW Well- graded sand, gravelly sands, little or no More than half of coarse fraction is smaller than a no fines. No. 4 sieve. SP Poorly graded sands, gravelly sands, little or no fines. SANDS WITH FINES SM Silty sands, poorly graded sand and silty (appreciable amount) mixtures. SC Clayey sands, poorly graded sand and clay mixtures. FINE - GRAINED Mon than half of material Is smaller than a No. 200 sieve SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt and clayey -silt sand mixtures with a slight plasticity. Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts. Liquid Limit Greater Than 50 CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. S. C. E. SOILS RcE 29704 974 Bremen Way, Alpine, CA. 4tg01 4 4 5 . 4 7 0 0 APPENDIX 'B' RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS I_ GENERAL: The site shall be prepared and graded in accordance with this specification, approved grading plans; applicable Sections of Chapters 29 and 70 of the Uniform Building Code; Codes, ordinances and policies of the Governing Agency; and, recommendations of the attached "Report of Soil Investigation ". 1.1 Intent:lt is the intent of this specification to establish the level of control and set out the minimum standards for clearing and grubbing, preparing natural soils, processing fill soils, placing and compacting fills and grading the project. This specification is a part of the "Report of Soil Investigation" (herein after referred to as Report) and shall be used in conjunction with it. Notwithstanding the recommendations of the "Report ", deviation from this specification will not be permitted except when modified in writing by San Carlos Engineering. 2. DEFINITIONS: For the purposes of this specification the definitions listed hereunder shall be construed as specified in this specification. Bedrock is in -place solid rock. Bench is a relatively level step excavated into earth material on which fill is to be placed. Borrow is earth material acquired from an off -site location for use in grading on a site. Civil Engineer shall mean a professional engineer registered in the state of California to practice in the field of civil works. The term Civil Engineer (herein after referred to as Civil Engineer) is the person responsible for preparation of the approved grading plans. Civil Engineering shall mean the application of the knowledge of the forces of nature, principals of mechanics and the properties of materials to the evaluation, design and construction of civil works for the beneficial uses of mankind. Compaction is the densification of soils by mechanical means. Earth Material is any rock, natural soil or fill and /or any combination thereof. ORAdINO 5PECIFICATION Page I APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS DEFINITIONS CONTINUED: Earthwork includes all site preparation, grading and compaction operations. Erosion is the wearing away of the ground surface as a result of the movement of wind, water and /or ice. Excavation is the mechanical removal of earth material. Fill is the deposit of earth material placed by artificial means. Grade shall mean the vertical location of the ground surface. Existing Grade is the grade prior to grading. Rough Grade is the stage at which the grade approximately conforms to the approved plan. Finish Grade is the final grade of the site which conforms to the approved plan. Grading is any excavating or filling or combination thereof. Key is a designed compacted fill placed in a trench excavated in earth material beneath the toe of a proposed fill slope. Report is the "Report of Geotechnical Investigation" of which this specification is a part. Site is any lot or parcel of land or contiguous combination thereof, under the same ownership, where grading is performed or permitted. Slope is an inclined ground surface the inclination of which is expressed as a ratio of horizontal distance to vertical distance. Soil is naturally occurring superficial deposits overlying bedrock. Site Engineer shall mean a civil engineer experienced and knowledgeable in the practice of soils engineering. For purposes of this specification the term Site Engineer shall mean S.C.E. SOILS. Soils Engineering shall mean the application of the principals of soil mechanics in the investigation, evaluation and design of civil works involving the use of earth materials and the inspection and testing of the construction thereof. Terrace is a relatively level step constructed in the face of a graded slope surface for drainage and maintenance purposes. Unsuitable soil is soil which in the opinion of the site engineer is not competent to support other soil, fill, or structures or to satisfactorily perform the other functions for which the soil is intended GRADING SPECIFICATION Page 2 APPENDIX 'B' RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS 3. SUBSURFACE CONDITIONS: Borings, trenches and test pit investigations have been made at available locations selected by the Site Engineer. Records and /or results of these investigations are set out in the "Report ". The information obtained from these excavations applies only to conditions encountered at their locations and to the depth to which they were made. It shall be the responsibility for the contractor to examine the site personally and to conduct such additional investigations as he may deem necessary for planning and execution of work. The contractor shall inform the Site Engineer immediately if any conditions not described in the "Report" are encountered. 4. HAZARDS: Whenever the Site Engineer determines that any existing excavation or embankment or fill on private property has become a hazard to life and limb,or endangers property, or adversely affects the safety, use or stability of the land the governing agency, owner, civil engineer, and contractor shall be notified. 5. QUALITY CONTROL: 5.1 Site Engineer's Responsibility: The site engineer's area of responsibility shall include, but need not be limited to, the professional inspection and approval concerning the preparation of ground to receive fills, testing for required compaction, stability of all finish slopes and the design of buttress fills, where required, and incorporating data acquired during the earthwork operations and /or supplied by the "Report ". The site engineer will analyze the results of tests and observations, exercise engineering judgement and make all decisions related to suitability and acceptability of earthwork operations. The site engineer will prepare a written "Report of Site Preparation, Grading and Compaction of Fills ". This report will include locations and elevations of field density tests, summaries of field and laboratory tests and other substantiating data and comments on any changes made during grading and their effect on the recommendations made in the "Report ". He shall provide approval as to the adequacy of the site for the intended use. ORADINO SPECIFICATION rage 3 APPENDIX -B- RECOMMENDED GRADING SPECIFICATION- GENERAL PROVISIONS 4711:1L /TY CONTiPOL CONT/N102 5.2 Contractor's Responsibility: It shall be the responsibility of the contractor to to assist the site engineer and keep him apprised of work schedules and any conditions which do not appear to have been defined in the "Report ". Compliance with governing codes, grading the land to the lines and grades shown on the approved plans and compacting the soils to specified densities are the sole responsibility of the contractor. 5.3 Test Methods: Optimum moisture and maximum dry density shall be determined in accordance with ASTM test method D1557 -78 which uses 25 blows of a 10 pound rammer falling winches on each of 5 layers in a 4 inch diameter 1/30 cubic foot cylindrical mold. In -place field density shall be determined in accordance with ASTM test method D 1556 -64 (sand cone). Probe /Penetrometer tests shall be conducted by the site engineer and used to judge the uniformity, compaction and stability of the soil mass. 5.4 Location and Elevation of Field Density Tests: Field density tests shall be taken for approximately each layer of fill, but not to exceed two feel in vertical height between tests. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the site engineer. The location of tests in plan shall so spaced as to give the best possible coverage and shall be taken no farther apart than 100 feet. Tests shall be taken on corner and terrace lots for each two feet of elevation gain. The site engineer may take additional tests as necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. Additional layers of fill shall not be spread until the site engineer has determined that the specified density has been reached to the current elevation. GRADING SPECIFICATION Paoe4 APPENDIX 'B- RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS 4711AL ITY CONTiPOI CONT/NU£D.- 5.5 Inspection /Surveillance: Sufficient inspection and surveillance by the site engineer shall be maintained during the earthwork operations to assure compliance with this specification. 6. SITE PREPARATION: 6.1 Clearing and Grubbing: Within the areas to be graded, all trees, brush, stumps, logs and roots shall be removed and legally disposed of. 6.2 Stripping: Stripping, if required in the 'Report" or grading plans, shall be conducted on all excavation and fill areas. Topsoils shall be removed to a minimum depth of one foot and shall be stockpiled for use in finish grading. Any artificial fill or rubbish, organic or other deleterious material encountered in the stripping operation shall be removed to its full depth and legally disposed of. 6.3 Preparation of ground: The ground surface shall be prepared to receive fill by removing vegetation, noncomplying fill, topsoil and other unsuitable materials to the depths directed by the site engineer, scarifying to provide a bond with the new fill and, where slopes are steeper than five to one, by benching into sound bedrock or other competent material as determined by the site engineer. A key shall be constructed at the toe of the fill. Where fill is to be placed over a cut, the bench under the toe of fill shall be at least 10 feet wide but the cut must be made prior to placing fill and approved by the site engineer as a suitable foundation for fill. 6.4 Fill Material: Detrimental amounts of organic material shall not be permitted in fills. Except as permitted by the site engineer, no rock or similar irreducible material with a maximum dimension greater that 12 inches shall be buried or placed in fills. GRADING SPECIFICATION Page n • APPENDIX 'B' RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS _S /TEPhlf AAAT&WIONT/NIIf0 6.5 Buried Structures: Any abandoned buried structures and utilities encountered during grading operations shall be totally removed. The resulting depressions shall be backfilled with suitable material placed and compacted in accordance with this specification. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines, leach lines, storm drains and water lines. Abandoned water wells shall be backfilled and capped as directed by the site engineer. 7. PLACING AND COMPACTING FILLS 7.1 Source: To the extent practicable, all suitable on -site cut materials shall be used to construct the fills. If cut quantities are insufficient to bring the site to Plan grade levels borrow materials must be approved by the site engineer before transporting them to the site. 7.2 Sequence of Operations: Filling shall begin in the lowest section of the area. Fill shall be spread in layers as hereinafter specified. The surface of each layer shall be approximately horizontal but will be provided with sufficient longitudinal and transverse slope to provide for runoff of surface water from every point. Filling shall be conducted so that no obstruction to drainage is created at any time. De w atering facilities, if any, shall be continuously maintained in effective operating condition. 7.3 Layer Construction: Fill shall be spread in approximately horizontal layers measuring 10 inches in thickness prior to compaction. Each layer of fill shall be inspected prior to compaction. All visible roots, vegetation, or debris shall be removed. Stones larger that 12 inches shall be removed or broken. The water content of each layer shall be determined to be suitable for compaction or shall be brought to a suitable condition by measures hereinafter described. Material incorporated in the fill which is not in satisfactory condition shall be subject to rejection and removal at the contractor's expense. GRADING SPECIFICATION Page 15 APPENDIX 'B' RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS RZACYN6AND C0nRACT /NCF/!L SCC/NT/N11f,0. 7.4 Fill Slopes: Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. In addition, fill slopes at ratios of two to one or flatter, should be track rolled. Steeper fill slopes shall be over -built and cut -back to finish contours. Slope compaction shall result in all fill material six or more inches inward from the finish face of the slope having a relative compaction of at least 90 % of maximum dry density. Compaction on the slopes shall continue until the site engineer is satisfied that they will be stable. 7.5 Compaction: All fills placed on the site and all backfill of removed topsoils, trenches and retaining walls shall be compacted to within 90% of maximum dry density. If the percentage compaction at any point is found to be unacceptable, additional compaction with or without modification of the field moisture content as directed, shall be performed and a second moisture- density determination made. This procedure shall be repeated until satisfactory compaction is obtained. T.S. / Equipment: The contractor shall describe the type or types of compaction equipment which he proposes to furnish for use under the contract. If in the opinion of the site engineer, any proposed type is considered unsuitable or inadequate, the contractor shall be required to select and furnish an alternate approved type or demonstrate by field trial conducted at his own expense that the originally proposed type will perform in a satisfactory manner. 752 IYoisture Content: Compaction shall be performed only when the fill material is in an approved condition of moisture content. In the absence of a specific waiver of these provisions, the approved condition shall be in the range of 2% less to 1% more than the optimum moisture content established by laboratory analysis. The contractor shall furnish equipment for modifying the moisture content of the fill material and at times when the moisture content is not within the specified range, shall operate such equipment so as to achieve the necessary correction with minimum loss of time. The addition of water shall be accomplished by methods which will distribute the added water evenly and in a controlled manner over the fill. Reduction of the water content shall be accomplished by methods which are effective for promoting aeration of the fill material. GRADING SPECIFICATION Page 7 APPENDIX-B' RECOMMENDtv GRADING SPECIFICATION- GENERAL PROVISIONS 5 • 8. TRANSITION LOTS: Where transitions between cut and fill occur within a proposed building pad, the cut portion shall be over - excavated a minimum of one foot below the bottom of proposed foundations and recompacted as heretofore specified. 9. PROTECTION OF FILL DURING CONSTRUCTION: Despite the provisions of other sections of this specification, layer placement and thickness shall be so controlled that no ponding of water can occur on any working surface. This shall be accomplished however, without at any time exceeding the specified maximum layer thickness. Grading operations shall be performed so as to insure unobstructed run -off at all times from every point on the working surface. 10. SEASONAL LIMITS: No fill material shall be placed, spread or rolled if weather conditions increase the moisture content above permissible limits. When the work is interrupted by rain, fill operations shall not be resumed until field tests by the site engineer indicate that the moisture content and density of fill are as previously specified. GRADING SPECIFICATION Page 8 a 7r=10 August 18, 1994 'ASCO ENGINEERING, IN 535 NORTH HIGHWAY 101, SUITE A SOLANA BEACH. CA 92075 [6191 259 -8212 FAx 16191 259 -4812 City of Encinitas Engineering Department 505 So. Vulcan Avenue Encinitas, CA 92024 Attn: Hans Jensen RE: KIFFMAN TPM; HYDROLOGY (APN 256- 400 -53) 227 NO. VULCAN AVENUE J Dear Mr. Jensen: WAYNE A. PASCO R.C.E. 29577 PE 599 JAN 16 1995 ENGINEERING SERVICES CITY OF ENCINITAS The purpose of this letter is to address the surface storm water runoff which may impact the above mentioned site. The site is geomorphically located on a westerly facing variable slope with existing grades between 3% and 180. An existing residence and garage occupy the site with a driveway along the northerly property line. The applicant has proposed creating two additional parcels for a total of 3 parcels. The proposed access driveway will be along the northerly boundary. The existing garage will be removed. A field review of the site on July 8, 1994 revealed that no significant offsite drainage flows through the site. Sunset Drive, which is east of the subject project, collects runoff water from a ridge approximately 450 feet east. Once the drainage water reaches Sunset Drive, it flows to a low point between APN 256- 400 -37 and APN 256 - 400 -38, drainage then flows along the southeasterly line of parcel 38 across parcel 37 through APN 256 - 400 -35 to Vulcan Avenue as shown on the attached exhibit. Sunset Drive therefore protects this site from drainage waters east of Sunset Drive. Some offsite drainage flows through this site from a 0.6± acre basin between the easterly property line and Sunset Drive as shown on the attached exhibit. It is proposed that the site will collect these offsite waters and transport them northerly along the easterly boundary and then westerly along the northerly boundary to Vulcan Avenue. City /Kiffman /PE599 August 18, 1994 Page 2 It is our professional opinion that with the drainage measures discussed in this letter, there will be no significant drainage related impacts from this site and no further analysis is necessary. If you have any questions or comments regarding the above, please do not hesitate to contact us. very truly yours, PASCO ENGINEERING, INC ice Gre Md ntghr RC 43964 DG /js Attachments P - 40 AW "Tt v! v gg lKi. Ylko, ...... ............ Nit RIK, Iwo mo; I R LS Z M. -11RO 1�� 11 1 Nq. V YR14m 4i� 1 4 F '� 3 }r yt ''y�C t yS . , �t�AF'rt� � d v., •" r'. .O .��,� t J��,An�,j�y'xf\'�'S(H,i rri .\ � a. �l.li i , •' ° t 1 ts , ' �P� y' i v °t..il ". L � y , � � / $.d..4 T`r1lt ,] r ti i !/ ; r .•` ro t.' , . . v ;v M U" .N, } 4A Ch vy" .111, i Will 1, now ry Mal ym F; M Ww.. • . I;Rl PON f, V y .0. _rg0cY., -A dl I e f 1. ill ♦ : 39 � tij may. \� - J °'NSEr 6 ♦ V N moi Itc. QN � O N � ^' � ' 400 O ♦ us-40 N,_ 70'__ c i a ? s> e BLK >� V 4 7 ^� 2 CV .0 t, s _�,. � FYI 3°� a• T g s. fi o a `0 5 � H1G}1Wq r' F'd °ASIA GLRUFIA Lt3:E: - B! [ Y :.. >...> aa.h. s>a ss•'s .....:.. a •. o..,c m..3i4w...w.rny. M.. \, '•TLs plat L^ for your alrl In Lxntin^ Your Ia. -.tl with rcfernc:: to stro'L: a4d athm par- - rw:1;.1'MIC thi: Ft:ht c L.RTV! to I n r- 'C t. tlrt Cam ro:y a:muns x0 liaLU.'ty fur nny Ion occwrsi0; by nc:.oa of rclCva dmwn'