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1995-4284 G Street Address 1/(pf Category I L¡53Q3 Serial # 1,/00} /í1 u! I Name Description 19qs- Plan ck, # Year recdescv U4/1U/l~~5 17:02 619-458-0817 -tt KURANO ASSOC INC . 1<" - ~ It /' PAGE 01 l)f" ý ~ ,1. ~..... ~l'(æ (LtYI' ~ '{'OK \ ';>:-- \ ,t1~...,. ~." .. To FBKt . "",'. fINAL REPORT OF ROUGH GRADING OBSERVATION AND FIELD DENSITY rESTING. UTIlITY7 DRAINAGE. AND STREET IMPROVEMENT TESTING Garden View Piau County Tract No. IU55 Northeast and Southeast af, the Inteructlol1 between EI Camino Real and C.rd~n Vle\¥ Court Enclnlt.s, California .. I Jon NO.. "-"'2- 18 January 1990 " ... Prepared for: Mr. Byron White c/o Mr. Steven Smith \~ , ; ! O"! ) !:: ii" '" ¡. , ¡., I r [roO' OJ,,',.,::,' ,',: ; , l,' l, ; " ! " ,tiû~' ,j LJ J APR 2 1 1995 , ",~. Et.JG!!\!EERiNG SE=¡~V!GES Cr¡y OF I~NCiN¡Tl-\S . , r q~ 04/10/1995 17:02 .,/ 619-458-0817 .8 ~ANO ASSOC 'jþ PAGE 02 .~ , , Jcb NæÆ,: ~t.l1.t~_f/AJA../ þ.ryCA.Ju.7~/ C.// ø.W.C. Jw No.r . -,,- I '"- ,~" R.H.c. 'Contact I ":1 r """Prd¿~~ð;"~.:411 I~-;;'~'a.~" ~ ~ Equi vallOt Fluid pres'~cu Llrií ....... h .. ,,38 PO- ¡=ð,... 0,., - s:-i.. t:i. 5 ~ '1(:1n.. Ør /.:Jt.A) el'Cfdnse;v-l2Jl .u..,...... - PQ' S~ .Jü¿ls I 1.5:1 ....u.... -,~ 70 .....,}!(Z ¡ ..... other. -"'~. -... _./0' - 32 . Ptgt~ 32. Degreu --- ØJF non e. PHI Angle of Backfill .1111...""".",.,. ~ Anøle 8~ Base of Hall...........,..... . ;, " , Cå1elion .......................,.......... 'ulive ø.1J.ltaßoe .. It..... It....... It.... ,3C'X:J PSF/PI Unit IIIJ.gbt of Backlill ... ~,.. .. .. . . i .. .. . .. r ~~ t?... "..P ~r~ c.~aJ~l /~f::~f.....~..ú.iff:~'tIfO~~lJ)tyf!.(¡~ ) bd~~~ ~tPI ct/aJ.'11 ~ . ~t I,!; ft , /.. tS5 '¡'/'4" 30 ' IIPIIt Y1I : ( .... ...... ,.... ....... ..... 'f¡ Jd 'í hllp. 8ack-cut 810&18 ................"....... .1 'flUeu rlnu So11ø..a:epoct I. -.~- . . c. C, Mr# By,.."., tVA..."/.L; % 5~vt J.?uM + + Dn t4 no ~ valid wi t:Jr:,ut 8taøp :' j 04/10/1995 17:02 Appurtenar'lce~ and/or subsurface structures that are founded 'n any potentially expansive clay solis shalt be properlY df!l$lgned by a struchJral enÇJlneer and/or solis engineer. 6. Any future 50"5 related worlt to be performed at the site shall be observed and/or tested by a representative of our firm. 27. It Is also recommelJded th:at all footing excavations be observed by a representative of this firm .prlor to pløclng concreJe, \0 verHy that footings are founded. on 5Cttlsfactory salls for which the rtcommendatlon5 expressed In the 9011 Investigation report remain eppltcablo 0 , ~UMM^~ Based on our field testing end grading observation, It Is our opinion that the gredlng operation described herein, In general, wa~ performed In conformance with the County of San OleÇJo Grading cft~lnanc;e. It Is to be understood that our test results ánd opinion of general acceptance do not guarantee that every cubl c yard of compacted flU has been compacted 10 specifIcatIon slneo nol every cubIc y.rd h.. been observed or tested. Our \05t results Indicate the measured compacUon degree obtained '8t the specific test location. We cân onlY guarantee that our I.'" and <bl.ry.llons h.y. bOen ..ode In accordBnce ..1\" Ihe core and currønt professional standards In our field. All observed or tested war\( done dur1ng the grading operation appears, , : In general, to hove been performed In accordance with the soli Investigation report for thll site. ¡....ed by our fir" end doted February 13. 1987 (Job No. 86-Q82AJ. ThO grading described herein w.' cb..r ved and lor te..ed betw.en June 8. 1989. and Dece..ber 20. 1989. ,. ~úù<1~o Dn ta no ~ val ið td t:1øJt. murp 04/10/1995 17:02 " - , ,0 , ' ,,; " ~," .. ¡~ '2i~'....1t that "d~at;ge~~.,:'ot::";;~;f~~~:"an'd 5Ub¡utface hYdrologic condItions. plug Irrlglltlon of landscaping or slgnlr1c80t Increales In ralnf.1I over the "accepted average-annual" rainfall for San Diego COunty for the put 10 years, may result In the 'ppeara"u:e of minor amounts of surface or near-surface water at locations where OOOe ex Is ted previouSly. The damage from stich water Is f))cpected to be minor and cosmetic In natUre, It corrected Immediately. Correcllv. action should be tal(en on e site-specific bas~s If, and when. It becomes necessary. 23. G. 214. H. v, Þlanler antes and planter boXE!1 shall be slopl!d, to drlln 8WlY from the foundations, .fQotings, .nd flQor slabs. Planter boxes 111818 be coo,tructed whh a sealed boltom, and' be provlc;led a I subsurface draIn Installed In gravel, with the dlrectlot1 of subsurface and lurface flow away from the fOlJhdatfons, footIngs, and floor slabs, to ~ adequate draInage facilIty. , ; .. Any backfIll solis placed adlacent to Or clt"Ise tò foundations, In Utility trenches, or behind retaining wat~s, that su~port structures and other Improvements (such as pat/os, sldewalln, driveways, pavemenU, etc oJ, other than landscaping In level ground, shall be compacted to at least 90 percent of "ax'mum Dry Density. It I. recommended that Gentechnl.cal Explufatlon. Inc. observe "nd test the back fill du ring placement. GRot.ctmlcal E)(ploraUon, Ine. will accept no liability (or damßge to structures that occurs as a result of Improperly beck filled trenches or w.lIs, or ., a result of fill solis placed without our observations and testing. Mlse.llamll),"" RecommendaUon' Following placement ,of concrete floor slabs, sufficient drying time must be allowed prior 10 placement of floor covering.. Prematurø r" . ()(V4(H .' , 04/10/1995 17:02 I I I 20. 1L PAGE 05 It 15 recommel1ded that all compacted 'HI slopes and natural cut Slope5 be plal1ted with an eroslon-resl5tant plant, In confOrOHlArtCe with the requirements of the City of Ene'n't.s "nd the Coul1ty of Sat-. Diego. 18. Some differentia' angular rotation Is expected to occur on the fllf wedges at ~he site. It Is our esUmate that the differential ."gular rotation wfll not exceed' /300. F. Ur.ln.~ ~, 19. Adequate mea.ur,ß$ shall be taleen to properly flnhh-grade the site after the structures and other Improvemel1ts an In place. Drainage "aters frm" this site and adlac::ent properties are to be directed away from folAndaUonl, floor slab., footlng5, and .Iope., onto the natural 'c1rftlnage dlrectlort for this area or Into properl)' designed and approved drainage facilities. Roof gutter, and downspouts I~øuld be Installed on III structures, and the runoff directed awly from the foundation. via clflsed drainage fines. Proper tub.urface and surface drainage wilt' help mlnlmh:e the pntenU,1 for waters In leek the level of the be.rlncJ solis und@r the found_tlo,..., 'outings, and floor slabs. Failure to ob5erve this recommendatIon could res...1t In upllf.t or undermining and dlrferentlll settlement of the structunu or other Improvements on the sfte. Some drainage line. discharging onto thlli eastern slopes shall b. tied to storm drain. or drainage s wales to prevent ".ter- related damage. Proper tubdraln. shall be Installed behind all retainIng Ind restrained retaining walls, In addition to proper wat8rpro~flng of the back or the wall I. The drainage of said 5ubdralns shall be directed to the deilgned draln8ge for the prol.ecl or the natural I drainage for the 8rel. " ~~ 04/10/1995 17:02 "\ 16. KURAHO ASSOC r1t PAGE 86 ,f ,"."..... ',II"," "', Addltloo8 Surcharge pressurel to be '" . th'" vJ~ïl ,.'. d.slgo Include any loads applied wlt"'n the f"lIure block ret.loRd by the w811. , ; E. Cut and Fill Slopes .. , . 1 1S. Naturer-.groUnd cut slopes o( maximum Inclln.Uons of 1.5 horizontal to '.0 vertlcel. ahd compacted nil slopes of maximum Inclinations of 2.0 horizontal to 1.0 vertlc81. ah.rr be stable and 'ree frown deep-Ieated '_!lures (or materials native to the sIte and utilized In compacted fills. Although Ihe compactad fill lolls have been veri fled to' a relative compaction 0(90 perce~t of Maximum Dry Oerulty or better, the compacted fill 10111 that OCCUr within 5 feet of the face of the fill slope may poues ~\or Iliteral Stability. If not properly founded. the proposed structures and auDelated Improvements (Iueh as weill. fence., patios, sIdewalks, driveways. asphalt paving, etc.) that are loc.ted within 5 feet of the face of c~mpacted fill slopes could suffer dlHer,entlal movement 8S a result of the poor lateral stability of thele 8011.. The foundations and footings of the proposed structures, fence posts. walls, etc.;; when fcu..nded 5 feet and ~.rther away from , thlt top of comþ8cted fill slopes. may be of standard design In conformance with the recommended soli value. I f proposed found.tloos and footings are loc¡Ued closer than 5 feet Inside the top of compacted fill slopes, they shall be deepened to at h~ast 2 feet belo" . line beginnIng 8t 8 point 5 feet horizontally Inside the fill slopes, and prolected outward and downward, parallel to the face of the fill slopes (see Pigure No. III). ,. q~ ~4/1~/1995 17:02 1~. KURANO ASSOC INC PAGE 07 ;'". ..'..'. ',. ." ..', ,- ..., . nèl8fnh1g Wall. . . . . . The Bcalva ea,.th pressunll (tu be utilized In design of cantilever walll, etc.) shan be based on a Equhtafent Fluid Weight of 38 pounds per cubic:; foot (for level back fill only and nonexpanslve or low-expaoslve, oo-slte native solis). In the event that the ca"Uhltver r.t.lnlng wall Is surcharged bV sloping backfill, the design active earn.. pressure shall be based on the appropriate Equivalent Fluid Weight presented In the' . , ; following tablø; " Height of Slope! ~Ielght of Wall" Slope Ratio 0.25 0.50 0.75 1 .00 l:tl 1.5 to 1.0 ~ 52 60 68 70 :1.0 to 1.0 ..11 110 50 52 ATo determine design active earth pressures ,for ,.aUus Inter- mediate to those presented, Interpolate between the stated values. In the eve",t that.. retaining wall It to be designed for. rftltralned condition, 8 uniform pressure equal to IxU (eight times the total height of retained JolI, considered In pounds per square foot) Ihall be considered 81 acting everywhere on the' bacl< of the wall, I" addition to the design Equivalent Fluid Weight. The design pressures presented above are based on utilization of al1 uncontrolled mixture of eHpanslve or low-expansive 5011 native to the site used Ir~ back fill operations. In the event. th8t Imported. clean, granul.,. fill solis or approved', on-site. clean unds are to be uUllu:d as back fill ",aterlal, this firm should be contacted for possible rødlJctlon of design pressures due to lo"øl backfill. sloping bàcl(fllI, or nutralned wall coocUtlon!i. ,. q~ I I I I I I I I I ,I I I I I I I I I I 8 8 / LIMITED SOIL INVESTIGATION AND UPDATED SOIL-RELATED RECOMMENDATIONS Proposed Education Building Lots 13, 14 and 15, Garden View Plaza Garden View Court and Garden View Road Encinitas, California JOB NO. 86.4824.3 08 May 1995 Prepared for: Tamamitsu Jinja c/o CALIFORNIA INSTITUTE FOR HUMAN SCIENCE ¡ D) if u~) \.è; Ii \\/ I:, n \ ! n \ ,>' '.j,_.J MAY 19 1995 ENGii'JEEF1iNG SE:RViCES CITY OF ENCi!\JITÞ,::> Q~f§=ilo I I I I I I I I I I I I I I I I I I I Q~~D 48 GEOTECHNICAL EXPLORATION, INC. SOIL & FOUNDATION ENGINEERING. GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT. ENGINEERING GEOLOGY 08 May 1995 Tamamitsu Jinja c/o CALIFORNIA INSTITUTE OF HUMAN SCIENCE 609 S. Vulcan Avenue Encinitas, CA 92024 Attn: Mr. Masatsune Sato Job No. 86.4824.3 Subject: limited Soil Investigation and Updated Soil.related Recommendations Proposed Education Building Lots 13, 14 and 15 - Garden View Plaza Garden View Court and Garden View Road Encinitas, California Dear Mr. Sato: In accordance with your request, Geotechnical Exploration, Inc. submits this report as an update to our" Final Report of Grading Observation and Field Density Testing", dated January 18, 1990 (Job No. 86-4824). It is our understanding that development plans have been prepared for Lots 13, 14 and 15 since the issuance of our initial report and that the site is to be developed ~o receive a 10,000 square- foot, single-story education building with adjacent asphalt parking and other improvements. The site has not been significantly altered since our initial observation and testing, however, the site was only graded to rough pad elevation for the planned business park and will require additional grading operations specifically suited for the education building and associated improvements. The site, we understand, is to be developed in two phases, including construction of the education building and one parking lot during Phase I, and construction of a future two-story building and additional parking during Phase II. 7420 TRADE STREET. SAN DIEGO, CALIFORNIA 92121 . (619) 549-7222. FAX: (619) 549-1604 I I I I I I I I I I I I I I I I I I I I Proposed Educationlilding Encinitas, California 8 Job No. 86-4824.3 Page 2 A representative of our firm observed the grading operation and tested fill soils that were placed during the preparation of the lots within the Garden View Plaza development. Review of our original report indicates that Lots 13, 14 and 15 are mainly cut lots with up to 2 feet of fill in the western portion of the lots. A recent visit to the site by a representative of our firm revealed that the site has not been significantly altered since the completion of grading. However, drainage runoff across the lots has caused shallow ravines and loose surface soil conditions that will require removal and recompaction prior to site development. I. BACKGROUND INFORMATION In addition to our recent site visit, we reviewed the following documents prepared by Geotechnical Exploration, Inc. concerning the subject site and adjacent lots. 1. "Report of Geotechnical Investigation -- Unit No.1 and No.2," by GEl, Job No. 86-4824, dated February 13, 1987. 2. "Report of Geotechnical Investigation, Garden View Plaza -- Unit No.3," by GEl, Job No. 86-4824, dated March 27. 1987. 3. "R-value Test Results and Preliminary Pavement Cross Section Recommendations, Garden View Plaza," by GEl, Job No. 86-4824, dated September 19, 1989. 4. "Final Report of Grading Observations and Field Density Testing, Garden View Plaza, n by GEl, Job No. 86-4824, dated January 18, 1990. Q~f§=Ðo I I I I I I I I I I I I I I I I I I I Proposed Education.ilding Encinitas, California 8 Job No, 86-4824.3 Page 3 Our document reviews and recent site visit revealed that the site is underlain by dense formational materials and a limited amount of compacted fill soils that were found to be suitable to support the proposed structure and improvements. However, the site was graded to rough pad elevation for the planned business park and will require additional grading operations specifically suited for the proposed building pad and associated improvements. Also, the current surface of the entire project site has become weathered and should be reworked to a depth of at least 1 to 2 feet, to provide a uniform soils base for the proposed structure, improvements and any additional fill. The original report is still considered valid when used in conjunction with the following "Conclusions and Recommendations" section. This new section updates the report to existing standards and shall be adhered to for the proposed development. II. CONCLUSIONS AND RECOMMENDA TION$ The following conclusions and recommendations are based upon the original site work conducted by our firm in 1989, and resulting laboratory tests, in conjunction with our knowledge and experience with the soils in the City of Encinitas. A. Preparation of Soils for Site Developmeru 1. Any existing debris and vegetation observed on the site must be removed prior to the preparation of the building pad and/or areas to receive structural improvements. O~~D I I I I I I I I I I I I I I I I I I I Proposed Education lilding Encinitas, California 8 Job No. 86-4824.3 Page 4 2. To provide a uniform soil base for the proposed structure, improvements and pavement, the existing loose and desiccated surface soils shall be removed and properly recompacted typically up to a depth of 2 feet. or as per the direction of our field technician. Pavement areas shall be scarified to a depth of at least 12 inches. The excavated soils shall be cleaned of any debris and deleterious materials, watered to approximately optimum moisture content. and compacted to at least 90 percent of Maximum Dry Density. Any additional properly prepared fill soils should be placed in layers not exceeding 8 inches in thickness, and be compacted to at least 90 percent of Maximum Dry Density (ASTM D1557-78) to achieve the designed pad elevation. Any areas to receive new fill or that will support rigid improvements or proposed retaining structures should be prepared in a like manner. In order to have all parts of the building foundation embedded in soils of similar density, we recommend that the footings be founded only on the native soils or properly compacted fill. If, during grading, our field representative observes and anticipates that parts of the footing will be founded on transition fill and dense formation, we will require undercutting of at least 1 foot below the bottom of the footings. An option to this requirement would be to have all fill soils supporting structures compacted to at least 95 percent of maximum dry density (ASTM D 1557) and not undercut the dense formation. Whichever option is chosen shall be clearly indicated in the project plans. 3. No uncontrolled fill soils shall remain on the site after completion of any future site work. In the event that temporary ramps or pads are constructed a~~D I I I I I I I I I I I I I I I I I I I B. 6. Proposed Education Ilding Encinitas, California 8 Job No. 86-4824,3 Page 5 of uncontrolled fill soils during the grading operation, the loose fill soils shall be removed and/or recompacted prior to completion of the grading operation. 4. Any buried objects which might be discovered on the site shall be removed and the resulting excavation be properly backfilled with approved on-site or imported fill soils, and shall then be compacted to at least 90 percent of Maximum Dry Density. 5. Any backfill soils placed in utility trenches or behind retaining walls which support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc.) shall be compacted to at least 90 percent of Maximum Dry Density, unless the second option described in Numeral 2 of the Section A. is chosen, in which case the compaction degree shall be not less than 95 percent. Design Parameters for Foundations and Retaining Wall~ The recommended allowable bearing value for design of foundations for the proposed structure is 2,000 pounds per square foot. This load-bearing value may be utilized in the design of continuous foundations and spread footings when founded a minimum of 1 8 inches into the firm natural ground only or compacted fill only, measured from the lowest adjacent grade at the time of foundation construction. This total load-bearing value may be increased one-third for design loads that include wind or seismic analysis. If imported soils are required to bring the site to grade, the imported soils should be obtained from an approved off-site borrow area. O~~D I I I I I I I I I I I I I I I I I I I Proposed Education tiding Encinitas, California 8 Job No. 86-4824.3 Page 6 An increase of up to 450 psf in the static soil value (of 2,000 pst) may be allowed for every additional foot in footing width, up to a maximum total bearing value of 4,500 psf. Based on our laboratory test results, and our experience with the soil types on the subject site, the soils should experience differential settlement in magnitude of Jess than 1 inch. The maximum differential angular rotation will not exceed 1/300. 7. Due to numerous reasons, footings and slabs occasionally crack, causing ceramic tiles or other brittle floor coverings to become damaged. Footings and slabs should therefore contain at least a nominal amount of reinforcing steel to reduce the separation of cracks, should they OCcur. 7.1 A minimum of steel for continuous footings should include at least four No.4 steel bars continuous, with two bars near the bottom of the footing and two bars near the top. 7.2 Isolated square footings should contain, as a minimum, a grid of No.4 steel bars on 12-inch centers, in both directions, with no less than three bars each way. 7.3 Floor slabs should be a minimum of 4 inches actual thickness and be reinforced with at least No.3 steel bars on 18-inch centers. in both directions, placed at mid height in the slab. Slabs should be underlain by a 3-inch-thick layer of clean sand (S.E. = 30 or greater) overlying a 6-mil visqueen membrane. Slab subgrade soil shall be moistened prior Q~~o I I I I I I I I I I I I I I I I I I I Proposed Education.ilding Encinitas, California 8 Job No. 86-4824,3 Page 7 to placement of the vapor barrier and pouring of concrete. It is recommended that moisture content of subgrade soil for slabs and footings be checked within 48 hours prior to concrete placement. We recommend the project Civil/Structural Engineer incorporate isolation joints and sawcuts to at least one-fourth the thickness of the slab in any floor designs. The joints and cuts, if properly placed, should reduce the potential for and help control floor slab cracking. In any case. spacing of control joints shall not exceed 25 feet between centers and at reentrant corners. However, due to a number of reasons (such as base preparation, construction techniques, curing procedures, and normal shrinkage of concrete), some cracking of slabs can still be expected. NOTE: The project Structural Engineer shall review all reinforcing schedules. The reinforcing minimums recommended herein are not to be construed as structural designs, but merely as minimum safeguards to reduce possible crack separations. The actual reinforcing schedule shall be as per the direction of the Structural Engineer. 8. As a minimum for protection of on-site improvements, it is recommended that all nonstructural concrete slabs (such as patios, walkways, etc.) be at least 4 inches thick, underlain by at least 3 inches of clean sand, include 6 x 6 - 10/10 welded wire mesh at the center of the slab, and contain adequate isolation joints. Proper shrinkage joints (sawcuts) should be provided and spaced no farther than 12 feet or the width of the slab, whichever is less and at re-entrant corners. It should be noted that the performance of on-site Q(iù4[§=¡]B I I I I I I I I I I I I I I I I I I I Proposed Education .ding Encinitas, California 8 Job No, 86-4824,3 Page 8 improvements can be greatly affected by soil base preparation and the quality of construction, and is therefore the responsibility of the designer and the contractor installing the improvements. properly All concrete (flatwork) slabs or rigid improvements should be built on compacted and approved subgrade and/or base material. Geotechnical Exploration, Inc. will accept no liability for damage to flatwork or rigid improvements built on untested or unapproved subgrade or base material. c. Retaining Walls All proposed retaining walls should be founded in dense native materials or properly compacted fill and designed utilizing the following criteria: 9. The active earth pressure (to be utilized in the design of cantilever, walls) shall be based on an Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only). In the event that a retaining wall is surcharged by sloping backfill, the design active earth pressure shall be based upon the appropriate Equivalent Fluid Weight presented in the following table: Slope Ratio He~htofSropwHe~htofWaH* 0.25 0.50 0,75 1,OOC +) 2.0:1,0 44 48 50 52 *To determine design active earth pressure for ratios intermediate to those presented, interpolate between the stated values. QUD4[§=ilo I I I I I I I I I I I I I I I I I I I 11. Proposed Education lilding Encinitas, California 8 Job No, 86-4824.3 Page 9 The design pressures presented above are based on utilization of an uncontrolled mixture of soils native to the site in backfill operations. In the event that imported, clean granular fill soils or approved on-site clean sands are utilized as backfill material, this firm should be contacted for possible reduction of design pressures for level backfill, sloping backfill or restrained wall conditions. We recommend that the structural plans indicate the type of soil that can be used in the backfill as assumed in the structural design. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 8xH (eight times the total height of retained wall. considered in pounds per square foot) shall be considered as acting every- where on the back of the wall in addition to the design Equivalent Fluid Weight, when utilizing an uncontrolled mixture of existing soils as backfill. Retaining walls supporting any surcharge applied within the potential failure block shall also be considered in the design. 10. The passive earth pressure of the encountered natural-ground soils and compacted fill soils (to be used for design of shallow foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation and is properly compacted or dense natural soil. A Coefficient of Friction of 0.40 times the dead load may be used between the bearing soils and concrete foundations, walls, or floor slabs. Q~f§=Ðo I I I I I I I I I I I I I I I I I I I Proposed Education 81ding Encinitas, California 8 Job No, 86-4824.3 Page 1 0 D. Site Drainage Considerations 12. Adequate measures shall be taken to properly finish-grade the site after the structures and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper drains and downspouts should be installed on all structures, with runoff directed away from the foundations via closed drainage lines. Proper, sufficient subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor slabs. Failure 'to observe this recommendation could result in undermining and differential settlement of the structure or other improvements on the site. In addition, appropriate erosion-control measures shall be taken at all time during construction to prevent surface runoff waters from entering footing excavations and ponding on finished building pads or pavement areas. In addition, a swale shall be provided at the top of any retaining walls to help prevent erosion of the soils and to quickly transport the runoff or irrigation water. Due to the presence of groundwater (derived primarily from rainfall and irrigation). excess moisture is a common problem in below-grade structures and behind retaining walls which might be proposed on this site. These problems are generally in the form of water seepage through walls, mineral staining, mildew growth and high humidity. In order to minimize the potential for moisture-related problems to develop at the site, proper drainage QfÏù4f§=Ðö I I I I I I I I I I I I I I I I I I I E. 14. 15. Proposed Education .Iding Encinitas, California 8 Job No. 86-4824,3 Page 11 ventilation and water proofing must be provided for any below-ground areas as well as in the backfill side of all structure retaining walls must be adequately waterproofed and drained, Proper subdrains and free draining backwall material or filter fabric shall be installed behind all retaining walls on the subject project. The subdrains shall outlet into approved drainage facilities. Geotechnical Exploration, Inc. will assume no liability for damage to structures which is attributable to poor drainage. 13. Planter areas, flo~er beds, and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes shall be constructed with a closed bottom and a subsurface drain, installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility, General Recommendations Following placement of any concrete floor slabs, sufficient drying time should be allowed prior to placement of floor coverings. Premature placement of floor coverings could result in degradation of adhesive materials and loosening of the finish-floor materials. We recommend the placement of a PCC slab (at least 6 inches thick) beneath and in front of any proposed trash enclosures. It has been our experience that most concentrated point loads often Occur surrounding the trash Q~[§=Ðo I I I I I I I I I I I I I I I I I I I Proposed Education _ilding Encinitas, California 8 Job No, 86-4824.3 Page 1 2 enclosures from both the trash vehicles and the wheel loads of the trash container, resulting in damage to the asphaltic pavement. 16. In order to minimize any work delays at the subject site during site development, this firm should be contacted 24 hours prior to any need for inspection of footing excavations or field density testing of compacted fill soils. If possible, placement of form work and steel reinforcement in footing excavations should not occur prior to observation of the excavations; in the event that our observation reveals the need for deepening or redesigning foundation structures at any locations, any formwork or steel reinforcement in the affected footing excavation areas would have to be removed prior to correction of the observed problem (i.e., deepening the footing excavation, recompacting soil in the bottom of the excavation, etc,). 17. Contemporary pavement section design methods require compaction of the upper 6 inches of subgrade soils (natural ground or compacted fill) to 90 percent of Maximum Dry Density, and all base materials to at least 95 percent of Maximum Dry Density. We therefore recommend that the upper 6 inches of subgrade soils and all base materials beneath the proposed, driveway and parking area pavements be compacted to these standards. This recommendations also applies to the upper soils in backfilled trenches or behind retaining walls which will support pavement sections. report. Design of pavement sections was not included within the scope of this Pavement sections will depend largely on the subgrade soil results. conditions exposed after finish grading and should be based on A-value test These test should be performed after completion of the grading Q~[§=ÐB I I I I I I I I I I I I I I I I I I I Proposed Education .ding Encinitas, California 8 Job No. 86-4824.3 Page 1 3 operation. For preliminary grading estimates and based on public street R- values obtained previously. we have estimated that a preliminary cross section of at least 3 inches of asphalt concrete on 5 inches of Caltrans Class " base may be used at the site for an R value of at least 38 and a traffic index equal or less than 5. As indicated previously, the A-values will have to be verified after rough-grading of the lots is completed and prior to paving. III. GRADING NOTES Any required grading operations shall be performed in accordance with the General Earthwork Specifications (Appendix 8) and the requirements of the City of Encinitas Grading Ordinance. 18. Geotechnical Exploration, Inc. recommends that we be asked to verify the actual soil conditions revealed during site grading work and footing excavations to be as anticipated in this "Limited Soil Investigation and Updated Soil-related Recommendations. " In addition, it is our recommendation that the compaction of any fill soils placed during site grading work be tested by a representative of our firm. It is the responsibility of the grading contractor to comply with the requirements on the grading plans and the local grading ordinance. 19. It is the responsibility of the owner and/or developer to ensure that the recommendations summarized in the report are carried out in the field operations and that our recommendations for design of the project are incorporated in the building and grading plans. Our firm should review the Q~[§=Do I I I I I I I I I I I I I I I I I I I Proposed Education .Iding Encinitas, California 8 Job No. 86-4824.3 Page 1 4 final grading and foundatfon plans when they become available and before construction operations start. 20. This firm does not practice or consult in the field of safety engineering. We do not direct the contractor's operations. and we cannot be responsible for the safety of personnel other than our own on the site; the safety of others is the reasonability of the contractor. The contractor should notify the owner if he considers any of the recommended actions presented herein to be unsafe. IV. LIMITATIONS Our conclusions and recommendations have been based on all available data obtained from our field investigation and laboratory analysis, as well as our experience with the soils and formation materials located in this area of the City of Encinitas. Of necessity, we must assume a certain degree of continuity between exploratory excavations and/or natural exposures. It is, therefore, necessary that all observations, conclusions and recommendations be verified at the time grading operations begin or when footing excavations are placed. In the event discrepancies are noted, additional recommendations may be issued, if required. The work performed and recommendations presented herein are the result of an investigation and analysis which meet the contemporary standard of care In our profession within the San Diego County area. No warranty is provided. This report should be considered valid for a period of two (2) years, and is subject to review by our firm following that time. If significant modifications are made to Q~~o I I I I I I I I I I I I I I I I I I I Proposed Educatior8ilding Encinitas, California 8 Job No. 86-4824.3 Page 1 5 the building and/or grading plans, especially with respect to the height and location of any proposed structures, this report must be presented to us for immediate review and possible revision. The firm of Geotechnical Exploration, Inc. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patterns, which occur subsequent to issuance of this report. Once again, should any questions arise concerning this report, please feel free to contact the project coordinator. Reference to our Job No. 86-4824.3 will help to expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. ~k~ J K. eiser, Project Coordinator . \ Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer JKH/JAC/pj Q~~D ,----.- Existing Solie. .énce 1~ \' n P~-2. r ~ ~P-2 I Possible ,--Ftiture 2-Stor/ Addition . I 1-1--1 I S PH-1 I I I I I ~l- ¡ ~ PH-4 s C :"\ ) ,lb ,1<Ô ruture Po rki ng ,<bY:> c ) Parking 11 , c ) c ) ~ ,<ö PH-3 S I - - GARDEN v/£w COURT LEGEND '\~ , HP-4 D lOll! HP-5 "þ( , HP-3 a ( ~ ~ 0 a:: AT ~ $ \ UJ - \ Encinitas :> I Blvd :::c Z "" I~ UJ a VICINITY MAP a:: ~ D - ,1~ ~, , HP-1 ~~ ~ " - ---" SCALE: 1" = 50' NOTE: This Plot Pian is not to be used for legal purposes, Locations and dimensions are approxi- mate. Actual property dimensions and locations of utilities maybe obtained from the Approved Building Plans or the" As-Built" Grading Plans. ¡- I I ASSUMED PROPERTY BOUNDARY 178 PROPOSED STRUCTURE III HP-1 REFERENCE: THIS PLOT PLAN WAS PREPARED FROM AN EXISTING REVISED SITE PLAN BY MICHAEL YAMAMOTO OF KURANO ASSOCIATES DATED 4-20-95 PROVIDED BY THE CLIENT AND FROM ON-SITE FIELD RECONNAISSANCE PERFORMED BY GEl. l APPROXIMATE LOCATION OF EXPLORATORY HANDPiT EXISTING TOPOGRAPHY (FEET) PLOT PLAN PROPOSED EDUCATION CENTER LOTS 13. 14 & 15 GARDEN VIEW PLAZA ENCINITAS. CA. FIGURE NUMBER I JOB NUMBER 86-4824.3 MAY 1995 Q [fð4 [§=TI 0 ì I I I I I I .J I I I I I I I I I I I I I I I I I I I EQU I PI1ENT Hand Tools DIMENSION & TYPE OF EXCAVAT 3' x 3' X 4,5' Pit DATE LOGGED 4-21-95 SURFACE ELEVATION GROUNDWATER DEPTH LOGGED BY JKH ~ 170' Mean Sea Level Not Encountered FIELD DESC RIPTION - - - '+- ... >'+- AND ... u 0. 0: U C LASSIFIC A TION L.J o~ I- UJ UJ UJ :1:0: L&. uO: u> :1:> ...J j DESCRIPTION AND REMARKS ~ <~ <I- ~~ ~I- ::z:: 0 ...JI- -I"" :1:1- :1:.... I- a;) "- ~ ,,-VI "-VI .... VI .... VI "- :I: ~ (Grain size, Density, Moisture, Color) ,.... I Z 1-"" ><z L.J > ~ zO ZL.J "-0 ~~ 0 v: VI ....:1: ....0 oX ~ ... 0 ~ 0 + >:;: , I- . -I .... '+- z: 0 VI 0 < V'I Z "-z: L.J'" >< 0 o~ L.J U 0 . , I- 0 . u.. - ....... 0: V'I V'I """"" I- -I::Z:: 3Z,,-u o~ :Ez: -10 <.... a;)U V'I~ 1 Bottom of hole @ 4.5' SILTY FINE TO MEDIUM SAND with some roots. SM Loose. Damp. Tan-gray, 95.5 12.5 120 80 14.5 2 FILL ------------ SILTY FINE TO MEDIUM SAND. Medi um dense SM 16.3 108. 1 to dense, Moist, Tan-Qray and brown, 90 3 4 TOP SOl L/R E SID U A L SOl L SILTY FINE TO MEDIUM SAND, well indurated, SM Dense. Damp. Yellow-tan. FORMATION 5 JOB NAMEp d Ed t' B 'ld' ropose uca 10n u 1 1 ng ~ WATER TABLE SITE LOCATION ~ Lot 1 - Garden View Plaza, Garden View Ct, Encinitas, CA LOOSE BAG SAMPLE [I] JOB NUMBER REVIEWED BY LOG No. IN-PLACE SA~IPLE . 86-4824.3 HP-1 DRIVE SAMPLE FIGURE NUMBER ~~[§=;)O ~ SAND CONE/F,D.T. lla I EQU I PI1E«T Hand Tool s DIMENSION & TYPE OF EXCAVAT DATE LOGGED 3' X 3' X 2' Pit 4-21-95 LOGGED BY I SURFACE ELEVATION GROUNDWATER DEPTH ! 171' Mean Sea Level Not Encountered JKH I FIELD DESC RIPTION ~ -- -- ~ ~ -- ..... >"'" .. AND ~ v " c::a c::a ~ a: v ~ Q. o~ CLASSIFICA TION ~ ...., c::a I t- 0 I- ....,...., ...., ~a: + u... -- ...... ua: u> ~> ~:;: ........ a: VI -I ...., "! oct::;:) <t- ::;:)::;:) ::;:)t- -I VI ...., ...., :2: 0 -I DESCRIPTION AND REMARKS -II- -I"'" ~t- ~..... .......... z 0 t- -I:2: I- ø 0.. ~ o..VI 0.. VI .... VI ..... VI VI 0 < VI :xZ o..u Color) t-..... 0.. ~ ?i (Grain size, Density, Moisture, I"'" 1 Z 0..0 ><z Z 0.. Z o::;:) :z:z ..... >- "! zo z...., ox ~~ ....... >< 0 -10 <.... c::a v-. VI ::;:) .....~ .....0 C\~ ...., u øu VI~ It SILTY FINE TO MEDIUM SAND with some roots. SM -' ~ :)'0' 0 Loose to medium dense. Damp. Tan-gray. - :~oa ,f. ~~ FILL 01 'n1:~: I: :::~ - fJézl SILTY FINE TO MEDIUM SAND, well indurated, SM ~:~:t'~o - ~r~h Dense, Damp. Yellow-tan and orange. Ij1:£-~t FORMATION 2 ..Eoo\o, - Bottom of hole @ 2 I - - 3 - - - 4 - - - 5 - - - - - - - - - - - - - - I I I I I I I I I I I I I I I I 7. WATER TABLE ~ LOOSE BAG SAMPLE [j] IN-PLACE SAMPLE . DRIVE SAMPLE ~ SAND CONE/F,D.T, JOB NAME- d Ed t ' B 01 d . -Propose uca 10n U1 lng SITE LOCATION Lot 1 - Garden View Plaza, Garden View Ct. Encinitas, CA JOB NUMBER 86-4824.3 FIGURE NUMBER llb REVIEWED BY LOG No. ~~[§:;]o HP-2 I I I I I I I I I I 'I I I I I I I I I EQUIPf1ENT 8 DATE LOGGED 4-21-95 DIMENSION & TYPE OF EXCAVAT Hand Tool s SURFACE ELEVATION 2' X 2' X 2' Pit GROUNDWATER DEPTH LOGGED BY JKH t 172' Mean Sea Level Not Encountered FIELD DESC RIPTION .... ~ .... .... "" .... AND ~ ~ >-"'" ,::; ~ ,::; ~ u ~ ~ 0. ~ ex u ~ CLASSIFICA nON ~ ..... c~ 0 1 ....: 0 .......... ..... + u.. u.. uex u >- xex x>- ~:z ....... ex;:;:; ..... ..... :::!:::! X 0 ..... DESCRIPTION AND REMARKS V! c:(:::! c:(~ x~ :::!~ ..... VI "",I,¿J .....~ ...J"'" x..... .......... z: 0 ~ ~ co 0.. ~ 0.. VI ..... VI ..Jx X ~ (Grain size, Density, Moisture, Color) 0.. VI ~- "'" VI V! 0 c:( V! :KZ: o..u 0.. I"'" ,Z: ><z: z: 0.. z: 0:::! :E:z: ..... >- V! 0..0 0 v: V! z:0 z: w ox ~~ .....~ >< 0 ""'0 <- :::! -:I: -0 o~ ..... u cou VI~ - ~:}. :}:"~ SILTY FINE TO MEDIUM SAND with some roots. SM - ~)" Loose to medium dense. Damp. Tan-gray. ~ J: 1 : .' ,:f FILL .'!: :¡{ SILTY FINE TO MEDIUM SAND. well indurated. SM - ' 'l' 't, Dense. Damp. Yellow-tan and orange. ~r~~' l' -:f' - :ir~'f- :jJ4~: FORMATION 2 - - Bottom of hole @ 2' 3 - - - - 4 - - - 'S - - - - - - - - - - - - - - - - 'l. WATER TABLE l8I LOOSE BAG SAMPLE [!] IN-PLACE SAMPLE . DRIVE SAMPLE ~ SAND CONE/F,D,T, JOB NAME Proposed Education Buildin SITE LOCATION Lot 1 - Garden View Plaza Garden View Ct. Encinitas CA JOB NUMBER REVIEWED BY LOG No, 86-4824.3 FIGURE NUMBER Hc ~~~o HP-3 I I I I I I I I I I I I I I I I I I I EQU I Pt~ENT Hand Tools 8 DATE LOGGED OIMENSION & TYPE OF EX CAVA 2' X 2' X 2' Pit 4-21.95 LOGGED BY SURFACE ELEVATION GROUNDWATER DEPTH t 173' Mean Sea Level Not Encountered JKH FIELD DESC RIPTION -- -- -- ..... ~ >-"- N AND N u 0 0 0. Q: U CLASSIFICA TION .oJ o~ 0 ~ 0 I- .oJ .oJ .oJ ::EQ: + LA.. Q:;:;;- u. uQ: u>- ::E>- ~:æ: ....... ~ ~ DESCRIPTION AND REMARKS II! <=> <I- =>=> =>1- ~ VI """""" :r; 0 ....JI- ....J- :£1- :£- -,,- z 0 I- ....J:r; I- co a.. ~ o..VI 0.. VI -VI - VI VI 0 < VI :Zz 1-- o..u a.. ::IE: ~ (Grain size, Density, Moisture. Color) I- ' Z 0.. 0 ><z: z: 0.. z o=> %z ....., >- II! zO z .oJ 0:£ ~::g .oJN >< O ....JO <- 0 V". VI => -::E ....0 CI~ .oJ U cou VI~ 1 FORMATION SILTY FINE TO MEDIUM SAND with some roots. SM Loose. Damp to moist, Tan-gray. FILL SILTY FINE TO MEDIUM SAND. well indurated. SM Dense. Damp, Light gray and orange. 2 Bottom of hole' 2' 3 4 JOB NAME Proposed Education Building 'I WATER TABLE SITE LOCATION ~ LOOSE BAG SAMPLE Lot 1 - Garden View Plaza. Garden View Ct. Encinitas. CA [!] JOB NUMBER REVIEWED BY LOG No, IN-PLACE SA~1PLE 86-4824.3 HP-4 . DRIVE SAMPLE FIGURE NUMBER ~UD4~o ~ SAND CONE/F,O,T, lId I I I I I I I I I I I I I I I I I I I EQUIPf1ENT 8 Hand Tools SURFACE ELEVATION t 172' Mean Sea Level FIELD DESC RIPTION AND CLASSIFICA TION g ~ DESCRIPTION AND REMARKS ~ ~ (Grain size, Density, r~oisture, Color) v-. VI l- LL. ::J: I- Q. LIJ Q :f~,i. . 0 I - :T;ï - ~ ~:H 1 .~~1 :J:--t: - :~r:iJ ~1"J~ë - :è~{o~ 't.,lFj '1~i:t.l '2 . o. - - 03 - - - 4 - . - - 5 - - - - - - - - - - - - DIMENSION & TYPE OF EXCAVAT 2' X 2' X 2' Pit GROUNDWATER DEPTH Not Encountered ~ ~ ~ LIJ LIJ uex: VI « => 0 ...J I- U o..VI . ,.... VI Z 0 ::;; .... x LIJ u> «I- ...J .... 0.. VI , Z ZLIJ ....0 SILTY FINE TO MEDIUM SAND with some roots. SH Loose. Moist. Tan-gray. FILL SILTY FINE TO MEDIUM SAND. well indurated. SM Dense. Damp. Yellow-tan. FORMATION Bottom of hole @ 2' 7 WATER TABLE 181 LOOSE BAG SAMPLE [!] IN-PLACE SAMPLE . DRIVE SAMPLE ~ SAND CONE/F.D,T. ~ lo- U 0. ~ - DATE LOGGED 4-21-95 LOGGED BY JKH ~ ~ >10- ex: u o~ ~ ~ ~ ~ LIJ xCI: =>=> :1:1- .... II') I- .... 0.. 0 ox :1:> =>1- :1:.... .... VI ><z !~ ... 0 ~ 0 I- 0 LI.. ~ ...... ex: VI VI LIJ LIJ I- ...J::J: 3Zo..u o=> x Z ...J 0 «.... CQu VI~ 0 + >-:¡: I- ...J ........ Z 0 VI 0 « VI Z o..z \.oJ'" >< 0 c~ \.oJ U JOB NAME , Proposed Educatlon Building SITE LOCATION Lot 1 - Garden View Plaza. Garden View Ct, Encinitas, CA JOB NUMBER 86-4824.3 FIGURE NUMBER He REVIEWED BY o~[§=;Jo LOG No, HP-5 I I I I I I I I I I I I I I I I I I I 140 ~ORATORY SOIL DATA.UMMARY 130 DIRECT SHEAR TEST 1:~ 2 3 DATA APPARENT COHESION (psf) 100 APPARENT FRICTION ANGLE 32° * Assigned Value Sand Fines Gravel 120 COlrn To rine S,lt NediUII u,s,Tstandðrd sieve sizes ..~2~ ~2 oclöö óô z""" zz Clay ;" ..... .., 100 .- It- ~ I I I I 1i 110 - j 80 ... - ! ~ 6C z ... .... z ~ 40 ... ... .. oc: CI 100 20 0 I I ~ ....~ 0 ......... .. '" ..'.... II) .. ~o 0 0 0 0 0 '" .... .. '" 0 0 0 ë:1 0 .... 0 0 0 90 MoUnD, DRY DENSITY (pef) OPTIU MOISTURE CONTENT (I) 1 120 GRAIN DIAMETH. "" 2.70~ 2.60 2.50 SPECIFIC GRAVITY 2 ZERO AIR VOIDS CURVES 80 0 10 20 30 LABORATORY COMPACTION TEST 40 SOIL SOIL CLASSIFICATION BORING TRENCH DEPTH TYPE No. No. 1 2.51 SILTY FINE TO MEDIUM SAND. Tan-Qrav & brown. HP-1 2 3 SWELL TEST DATA 1 2 3 INITIAl DRY DEJSITY (pcf) INITIAL WATER CONTENT (I) lOt\D (psf) UBC EXPANSION INDEX <20 FIGURE NUMBER I J I JOB NUMBER 86-48.24.3 ~~[§=¡]o I I I I I I I I I I I I I I I I I I I 8 FOUNDA TION REQUIREMENTS NEAR SLOPES CCIICIŒTE FlOOlt SUI -þ ..þ ... .. . . PROPOSED STROCTURE TOP OF mtPACTED FILL SlOPE (Any 1oose so11s on the 51ope surface s...11 8Ot be consider'M to provide 11tera1 or vertiu1 stl'88gtlt for the footi"9 or for s1ope subi11t,. Ieeded depth of illbedllent SM 11 be lleuured fro. co.petent soi1.) SElUCK 5' . C«ItPACTED flU SlOPE WITH MXI.... HIClIMTJCII AS PER SOILS REPORT. RE IIIF ORCÐÐT Of FCUMTI€*S AIID flOOR SLABS FOlLOWIK THE RECOIEJIDATICIIS OF THE ARCHITECT OR STRUCTURAL EJlGIIEER lS8 MIll.... OR AS DEEP AS REQUIRED FOR LATERAL STABILJ" TOTAL DEPTH OF FOOTJIIG MEASURED FROM FIIISH SOIL SUB-GRADE ~ CONCRETE FOIIIDATI€* C(J4PACTED FILL " "- " "- OUTER MOST FACE ',~ OF FOOn", ... 51 TYPICAL SECTION (SHOWING PROPOSED FOUNDATION LOCATED WITHIN 5 FEET Of TOP OF SlOPE) ~w OA" ~O LL..J wen ULL. ZO <a. "'0 1!!... 0 188 FOOTING / 5' SETBACK TOT Al DEPTH OF FOOTING 1.5:1.0 SLOPE j 2.0:1.0 SlOPE 0 58. 48. 11 51. 42. 21 42. 36. 31 34. 30. 4' 26. 24. 5' 18. ]8. 'wheft app1icab1e FIGURE Ntl4BER I V JOB NUMBER 86-4824.3 a~~ I I I I I I I I I I I I I I I I I I I 8 8 APPENDIX A UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION COARSE-GRAINED More than half of material II larger than a No. 200 Ileve GRAVELS, CLEAN GRAVELS 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. GP Poorly graded gravels, gravel and sand mix- tures, little or no fines. GRAVELS WITH FINES (appreciable amount) GM Silty gravels, poorly graded gravel-sand-silt mixtures. GC Clay gravels. poorly graded gravel-sand-silt 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 (appreciable amount) SM Silty sands, poorly graded sand and silty mixtures. SC Clayey sands, poorly graded sand and clay mixtures. FINE.GRAINED More than half of material II Imaller than a No. 200 Ileve SILTS AND CLAYS ML Inorganic silts and very fine sands. rock flour, sandy silt and clayey-silt sand mixtures with a slight plasticity. CL Inorganic clays of low to medium plasticity, gravelly clays. sandy clays, silty clays, clean clays. Liquid Limit Less Than 50 OL Organic silts and organic silty clays of low plasticity. Liquid Limit Greater Than 50 MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils. elastic silts. CH Inorganic clays of high plasticity. fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly org~nic soils. I I I I I I I I I I I I I I I I I I I 8 8 APPENDIX B GENERAL EARTHWORK SPECIFICATIONS General The objective of these specifications is to properly establish procedures for the clearing and preparation of the existing natural ground or properly compacted fill to receive new fill; for the selection of the fill material; and for the fill compaction and testing methods to be used. Scope of Work The earthwork includes all the activities and resources provided by the contractor to construct in a good workmanlike manner all the grades of the filled areas shown in the plans. The major items of work covered in this section include all clearing and grubbing, removing and disposing of materials, preparing areas to be filled, compacting of fill, compacting of backfills, subdrain installations, and all other work necessary to complete the grading of the filled areas. Site Visit and Site Investigation 1. - The contractor shall visit the site and carefully study it. and make all inspections necessary in order to determine the full extent of the work required to complete all grading in conformance with the drawings and specifications. The contractor shall satisfy himself as to the nature, location, and extent of the work conditions, the conformation and condition of the existing ground surface; and the type of equipment, labor, and facilities needed prior to and during prosecution of the work. The contractor shall satisfy himself as to the character, quality, and quantity of surface and subsurface materials or obstacles to be encountered. Any inaccuracies or discrepancies between the actual field conditions and the drawings, or between the drawings and specifications, must be brought to the engineer's attention in order to clarify the exact nature of the work to be performed. 2. A soils investigation report has been prepared for this project by GEL It is available for review and should be used as a reference to the surface and subsurface soil and bedrock conditions on this project. Any ~~~D I I I I I I I I I I I I I I I I I I I 8 8 B2 recommendations made in the report of the soil investigation or subsequent reports shall become an addendum to these specifications. Authority of the Soils Engineer and Engineering Geologist The soils engineer shall be the owner's representative to observe and test the construction of fills. Excavation and the placing of fill shall be under the observation of the soils engineer and his/her representative, and he/she shall give a written opinion regarding conformance with the specifications upon completion of grading. The soils engineer shall have the authority to cause the removal and replacement of porous topsoils, uncompacted or improperly compacted fills, disturbed bedrock materials, and soft alluvium, and shall have the authority to approve or reject materials proposed for use in the compacted fill areas. The soils engineer shall have, in conjunction with the engineering geologist, the authority to approve the preparation of natural ground and toe-of-fill benches to receive fill material. The engineering geologist shall have the authority to evaluate the stability of the existing or proposed slopes, and to evaluate the necessity of remedial measures. If any unstable condition is being created by cutting or filling, the engineering geologist and/or soils engineer shall advise the contractor and owner immediately, and prohibit grading in the affected area until such time as corrective measures are taken, The owner shall decide all questions regarding: (1) the interpretation of the drawings and specifications, (2) the acceptable fulfillment of the contract on the part of the contractor, and (3) the matter of compensation. Clearing and Grubbing 1. Clearing and grubbing shall consist of the removal from all areas to be graded of all surface trash, abandoned improvements, paving, culverts, pipe, and vegetation (including -- but not limited to -- heavy weed growth, trees, stumps, logs and roots larger than 1-inch in diameter). 2. All organic and inorganic materials resulting from the clearing and grubbing operations shall be collected, piled, and disposed of by the contractor to give the cleared areas a neat and finished appearance. Burning of combustible materials on-site shall not be permitted unless allowed by local regulations, and at such times and in such a manner to Q~~o I I I I I I I I I I I I I I I I I I I 4. 8 8 83 prevent the fire from spreading to areas adjoining the property or cleared area. 3, It is understood that minor amounts of organic materials may remain in the fill soils due to the near impossibility of complete removal. The amount remaining, however, must be considered negligible, and in no case can be allowed to occur in concentrations or total quantities sufficient to contribute to settlement upon decomposition. Preparation of Areas to be Filled 1. After clearing and grubbing, all uncompacted or improperly compacted fills, soft or loose soils, or unsuitable materials, shall be removed to expose competent natural ground, undisturbed bedrock, or properly compacted fill as indicated in the soils investigation report or by our field representative. Where the unsuitable materials are exposed in final graded areas, they shall be removed and replaced as compacted fill. 2. The ground surface exposed after removal of unsuitable soils shall be scarified to a depth of at least 6 inches, brought to the specified moisture content, and then the scarified ground compacted to at least the specified density. Where undisturbed bedrock is exposed at the surface, scarification and recompaction shall not be required. 3. All areas to receive compacted fill, including al' removal areas and toe-of- fill benches, shall be observed and approved by the soils engineer and/or engineering geologist prior to placing compacted fill. Where fills are made on hillsides or exposed slope areas with gradients greater than 20 percent, horizontal benches shall be cut into firm, undisturbed. natural ground in order to provide both lateral and vertical stability. This is to provide a horizontal base so that each layer is placed and compacted on a horizontal plane. The initial bench at the toe of the fill shall be at least 10 feet in width on firm, undisturbed. natural ground at the elevation of the toe stake placed at the bottom of the design slope. The engineer shall determine. the width and frequency of all succeeding benches, which will vary with the soil conditions and the steepness of the slope. Ground slopes flatter than 20 percent (5.0: 1,0) shall be benched when considered necessary by the soils engineer. O~~D I I I I I I I I I I I I I I I I I I I 7. 8 8 84 Fill and Backfill Material Unless otherwise specified, the on-site material obtained from the project excavations may be used as fill or backfill, provided that all organic material, rubbish, debris, and other objectionable material contained therein is first removed. In the event that expansive materials are encountered during foundation excavations within 3 feet of finished grade and they have not been properly processed, they shall be entirely removed or thoroughly mixed with good, granular material before incorporating them in fills. No footing shall be allowed to bear on soils which, in the opinion of the soils engineer, are detrimentally expansive -- unless designed for this clayey condition. However, rocks, boulders, broken Portland cement concrete, and bituminous- type pavement obtained from the project excavations may be permitted in the backfill or fill with the following limitations: 1. The maximum dimension of any piece used in the top 10 feet shall be no larger than 6 inches. 2 Clods or hard lumps of earth of 6 inches in greatest dimension shall be broken up before compacting the material in fill. 3. If the fill material originating from the project excavation contains large rocks, boulders, or hard lumps that cannot be broken readily, pieces ranging from 6 inches in diameter to 2 feet in maximum dimension may be used in fills below final subgrade if all pieces are placed in such a manner (such as windrows) as to eliminate nesting or voids between them. No rocks over 4 feet will be allowed in the fill. 4. Pieces larger than 6 inches shall not be placed within 12 inches of any structure. 5. Pieces larger than 3 inches shall not be placed within 1 2 inches of the subgrade for paving. 6. Rockfills containing less than 40 percent of soil passing 3/4-inch sieve may be permitted in designated areas. Specific recommendations shall be made by the soils engineer and be subject to approval by the city engineer. Continuous observation by the soils engineer is required during rock placement. ~~~~ I I I I I I I I I I I I I I I I I I I 5. 8 8 85 8. Special and/or additional recommendations may be provided in writing by the soils engineer to modify, clarify. or amplify these specifications. 9. During grading operations, soil types other than those analyzed in the soil investigation report may be encountered by the contractor. The soils engineer shall be consulted to evaluate the suitability of these soils as fill materials. Placing and Compacting Fill Material 1. After preparing the areas to be filled, the approved fill material shall be placed in approximately horizontal layers, with lift thickness compatible to the material being placed and the type of equipment being used. Unless otherwise approved by the soils engineer, each layer spread for compaction shall not exceed 8 inches of loose thickness. Adequate drainage of the fill shall be provided at all times during the construction period. 2. When the moisture content of the fill material is below that specified by the engineer, water shall be added to it until the moisture content is as specified. 3. When the moisture content of the fill material is above that specified by the engineer, resulting in inadequate compaction or unstable fill, the fill material shall be aerated by blading and sc~rifying or other satisfactory methods until the moisture content is as specified. 4. After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than the density set forth in the specifications. Compaction shall be accomplished with sheepsfoot rollers, multiple-wheel pneumatic-tired rollers. or other approved types of acceptable compaction equipment. Equipment shall be of such design that it will be able to compact the fill to the specified relative compaction. Compaction shall cover the entire fill area, and the equipment shall make sufficient trips to ensure that the desired density has been obtained throughout the entire fill. At locations where it would be impractical due to inaccessibility of rolling compacting equipment, fill layers shall be compacted to the specified requirements by hand-directed compaction equipment. When soil types or combination of soil types are encountered which tend to develop densely packed surfaces as a result of spreading or q~~D I I I I I I I I I I I I I I I I I I I 7. 8 8 B7 shall be backfilled in accordance with the City or County regulating agency specifications. 2, Unless otherwise specified, the minimum degree of compaction shall be 90 percent of the laboratory maximum dry density. 3. Any soft, spongy, unstable, or other similar material encountered in the trench excavation upon which the bedding material or pipe is to be placed, shall be removed to a depth recommended by the soils engineer and replaced with bedding materials suitably densified. Bedding material shall first be placed so that the pipe is supported for the full length of the barrel with full bearing on the bottom segment. After the needed testing of the pipe is accomplished, the bedding shall be completed to at least 1 foot on top of the pipe. The bedding shall be properly densified before backfill is placed. Bedding shall consist of granular material with a sand equivalent not less than 30, or other material approved by the engineer. 4. No rocks greater than 6 inches in diameter will be allowed in the backfill placed between 1 foot above the pipe and 1 foot below finished subgrade. Rocks greater than 2,5 inches in any dimension will not be allowed in the backfill placed within 1 foot of pavement subgrade, 5. Material for mechanically compacted backfill shall be placed in lifts of horizontal layers and properly moistened prior to compaction. In addition, the layers shall have a thickness compatib1e with the material being placed and the type of equipment being used. Each layer shall be evenly spread, moistened or dried, and then tamped or rolled until the specified relative compaction has been attained. 6. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers. pneumatic tire rollers, vibratory rollers, or other mechanical tampers. Impact-type pavement breakers (stompers) will not be permitted over clay, asbestos cement, plastic. cast iron, or nonreinforced concrete pipe. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or improvements installed under the contract. The contractor shall make his/her own determination in this regard. Jetting shall not be permitted as a compaction method unless the soils engineer allows it in writing. ~~[§=ilo I I I I I I I I I I I I I I I I I I I 8 8 88 8. Clean granular material shall not be used as backfill or bedding in trenches located in slope areas or within a distance of 10 feet of the top of slopes unless provisions are made for a drainage system to mitigate the potential buildup of seepage forces into the slope mass. Observations and Testing 1. The soils engineers or their representatives shall sufficiently observe and test the grading operations so that they can state their opinion as to whether or not the fill was constructed in accordance with the specifications. 2. The soils engineers or their representatives shall take sufficient density tests during the placement of compacted fill. The contractor should assist the soils engineer and/or his/her representative by digging test pits for removal determinations and/or for testing compacted fill. In addition, the contractor should cooperate with the soils engineer by removing or shutting down equipment from the area being tested. 3, Fill shall be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should be performed by using approved methods by A.S.T.M.. such as A.S.T.M. 01556, 02922, and/or 02937. Tests to evaluate density of compacted fill should be provided on the basis of not less than one test for each 2- foot vertical lift of the fill, but not less than one test for each 1,000 cubic yards of fill placed. Actual test intervals may vary as field conditions dictate. In fill slopes, approximately half of the tests shall be made at the fill slope, except that not more than one test needs to be made for each 50 horizontal feet of slope in each 2-foot vertical lift. Actual test intervals may vary as field conditions dictate. 4. Fill found not to be in conformance with the grading recommendations should be removed or otherwise handled as recommended by the soils engineer. Site Protection It shall be the grading contractor's obligation to take all measures deemed necessary during grading to maintain adequate safety measures and working conditions, and to provide erosion-control devices for the protection of ~~[§=ilo I I I I I I I I I I I I I I I I I I I 8 8 89 excavated areas, slope areas, finished work on the site and adjoining properties, from storm damage and flood hazard originating on the project. It shall be the contractor's responsibility to maintain slopes in their as-graded form until all slopes are in satisfactory compliance with the job specifications, all berms and benches have been properly constructed, and all associated drainage devices have been installed and meet the requirements of the specifications. All observations, testing services, and approvals given by the soils engineer and/or geologist shall not relieve the contractor of his/her responsibilities of performing the work in accordance with these specifications. After grading is completed and the soils engineer has finished his/her observations and/or testing of the work, no further excavation or filling shall be done except under his/her observations. Adverse Weather Conditions 1. Precautions shall be taken by the contractor during the performance of site clearing, excavations, and grading to protect the worksite from flooding, ponding, or inundation by poor or improper surface drainage. Temporary provisions shall be made during the rainy season to adequately direct surface drainage away from and off the worksite. Where low areas cannot be avoided, pumps should be kept on hand to continually remove water during periods of rainfall. 2, During periods of rainfall, plastic sheeting- shall be kept reasonably accessible to prevent unprotected slopes from becoming saturated. Where necessary during periods of rainfall, the contractor shall install checkdams, desilting basins, rip-rap, sandbags, or other devices or methods necessary to control erosion and provide safe conditions. 3. During periods of rainfall, the soils engineer should be kept informed by the contractor as to the nature of remedial or preventative work being performed (e.g. pumping, placement of sandbags or plastic sheeting, other labor, dozing. etc.). 4. Following periods of rainfall, the contractor shall contact the soils engineer and arrange a walk-over of the site in order to visually assess rain-related damage. The soils engineer may also recommend excavations and testing in order to aid in his/her assessments. At the request of the soils engineer. the contractor shall make excavations in order to evaluate the extent of rain-related damage. ~~[§ïJ~ I I I I I I I I I I I I I I I I I I I 8 8 810 5. Rain-related damage shall be considered to include, but may not be limited to, erosion, silting, saturation, swelling, structural distress, and other adverse conditions identified by the soils engineer. Soil adversely affected shall be classified as Unsuitable Materials, and shall be subject to overexcavation and replacement with compacted fill or other remedial grading, as recommended by the soils engineer. 6. Relatively level areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, shall be overexcavated to unaffected, competent material. Where less than 1.0 foot in depth, unsuitable materials may be processed in place to achieve near-optimum moisture conditions, then thoroughly recompacted in accordance with the applicable specifications. If the desired results are not achieved, the affected materials shall be over-excavated. then replaced in accordance . with the applicable specifications. 7. In slope areas, where saturated soils and/or erosion gullies exist to depths of greater than 1.0 foot, they shall be overexcavated and replaced as compacted fill in accordance with the applicable specifications. Where affected materials exist to depths of 1.0 foot or less below proposed finished grade, remedial grading by moisture-conditioning in place, followed by thorough recompaction in accordance with the applicable grading guidelines herein presented may be attempted. If materials shall be overexcavated and replaced as compacted fill, it shall be done in accordance with the slope-repair recommendations herein. As field conditions dictate, other slope-repair procedures may be recommended by the soils engineer. Q~~o 'eO. ..,' . . SJ-/Æ€T ., OF ~ " E RICCI. CIVIL ENGINEERING 1014 W. WASHINGTON ST. SAN DIEGO. 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TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Land Use Coefficient( C Soil Type 1) D Residential: Single Family .55 .70 Multi-Units .65 Mobile Homes Rural (lots greater than 1/2 acre) Commercial (2) 80% Impervious .45 /-, ~) Indus trial (2) 90% Impervious .95 NOTES: Type D soil to be used for all areas. (I) (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 80% or 90%, the values given for coefficient C, may be revised by multiplying 80% or 90% by the ratio of actual imperviousness to the tabulated imperviousness. However, in no case shall the final coefficient be less than 0.50. For example: Consider commercial property on D soil. Actual imperviousness = 50% Tabulated imperviousness = 80% Revised C 50 0.85 0.53 = 80 x = 82 .' -~------.--- -- - -_..-- - -- ------ ---- -.----- ------------ --- -- -- - - --- - EQil/l TI ON (I/..!JL J) .385 rc- 1-1 Jë" ¡;m~ 01 t:o/1c~/1In:z.f¡o/1 L a LentJ111 01 walé"/"shed II r £J//I'~/"e/1ce i/7 elé"va/Úm a/aA? e/l'é"cliYI!: s/o~e /i/1e (.)u IIl'pendiX joB) he L t: Mi/~5 Feef lIovrs Minufe$ 4 240 H Ft!:t!!1 S'otJtJ 4tJðtJ 300() 2dIJð /0 JðO 20()O //JOO /600 /4()(} 12(}tJ 1000 9()() 800 It)() btJ/J SOt) t/ð/J /dlJð !JOO 8IJO 7IJO GIJO "- " SOt) "- lOa ~ ,,~ ~~ "- "- " "- "- " " I .5 2tJð . , StJ()tJ '4~a " 30/J() "- "- " " "- 11Jt) 0.5 5tJ NaI'E ~Ñ~LWÃ TERS.illo"S1 H ADD TEN MINUTES TOjP UCOMPUTED TIME OF CON- CENTRATION. "----~-=-'= =--=--_:!J Q" .3 /ad 2 /2ð I S"tJ 4t) z---- 7é NO APH FOR DETERMINATION SERVICES OF TIME .c.QNCENTRATION (Tc) FOR NATU TERSHEOS H ~ 01 EGO COUNTY MENT OF SPECIAL DISTRICT DES lGN MANUAL APPROVED ,3./1. /~~ ~ D DATE /2./1/69 APPENDIX X-A V-A-10 Rev. 5/81 .II DEPARTMENT OF SANITATION & FLOOD CONTROL 451 301 : 1 15 I ~ .' 33° ,., CD < ..... tJ¡ CD p.. I-' - 00 V1 451 -- PrepA~d by ;¡... "0 '0 m Z a H >< >< H 1 m v,s. DEPARTMENir OF COMMERCE NATIONAL OCEANIC AND AT. OSPIIERIC ADMINISTRATION S~ECIAL STUDIES BRANCH, OFFICI:: OF II UROLOGY, NATIONAL WEATHER SERVICE 301 45' 151 1170 301 151 1 ) 81 301 Revised 1/85 APPENDIX XI-E -----~------- ---- ,.---- ". . . 1160 ;:0 () < 1-" U\ () P. ....... "- 00 Ul 451 OUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FlOOt) CONTROL 100- YEAR , . 3D' IS' 33° --. ,-0- 45' Prcpu+'.j by u.s. DEPARTM~Nlr OF COMMERCE );> '" '" rn z c:::J t-I >< >< t-I I ::r:: NATIONAL. OC£A:'-;\C AND AT\\O:iI'IIEIHC AOMml:iTRATION ,..COAL nuu." .'.""'::',>00< OE ~"'OLOOY' N.n~.L WEAT"," ".",0£ 'I ~i \ )0' Ir,' \ ,(j" 1 r¡ I 117° 301 ll!j I , Illu APPENDIX Xl-II Revise~ 1/85 .----. _..-_.._--------~---_.__..- . JD.1""'~-',: r~ TIr-"ITrlTmnl~III.I"'-I"",llllIlItI'II""""It--, 'I, "'::'-64-su-i.-tiln¡rhTIilI ~~-,-,~:,-~::~:':1 Equation: I = 7.44P6D . , ~I'-....:;'~....-. -,:,:3 1. -, I ""' " " ,:" ì I = Intensi ty (¡n. /Hr.) I '!o, ". ,~ ", :\ ð.-, .;;;~. ' , . ih, P6 =, 6 Hr. Precipitation (In.) " " - I.."' '" I'" . , 1 \I ' 5. ,'- t hi, 4,c:? ~~~,..r ,~I:~¡{ ! 1. fl' "tf}' f",D = Dur8;t..i..on.. (Min.) .. .. ", ....-'~ 'mrnllll!'. l' ,..,n',"'" 4.-"'r "!-:"¡"" ."""I,li' ".."':':'1"'\' , . ",,' ,I l!'t III I \ T; i!l ;";'-,::' ...' i I ¡ '¡Ii I ~l.'I;.:Ji..;.::~,'.Llr '~~ì:tt., ~I.II:, Hili!' ~¡~ I'~:~~._,:-~;.~H~l..~¡ ." Iii ~' ,j,.....,~,I,~~!~I~ ~I I,. -----~i:,J,;I, 41 3. - - --u.¡.;., 0; .t~ ----- -"---Æ-'~.1-~ ""':L..!.I' -" I -'- ,-- ,>'~:.--~,- -I:. !-1~1~- ~II =::---~~I--:-Ütll ~~"}r .~~m'I~,.1I',li~t¡:Ir*I~II'-'-=-:==-J':~:_}¡:-~:t--1;;.:t¡H, ¡{!d-: -,I-~..r. i-~~11T ~ t ,'t)iii:~1 ~I~III,"""~--"-- ,-l I-j-:... t;,.~ I;~ -2. . -,', ffi ~,!I~:-S.""',,---"-I¡i1!,:' g :_',:.I,:,.~,-, t 1I",ml'l.t ~'~~! 11'~n,~,IIt'~,.~1~lt:I:_,'1\,1~í ¡¡¡,!\ -0 -= ...... -J . - J ~ rU~ '!- .11 rm ~I ~ I if ~II ~ - DS:~'~ III -';;"1 -s ~ =~.::b'---~l"~I. ~.tI.IIJ-~r",hllnk-N.,J+F~ ",kl!!!)!¡ ~. ~ ~~-F~.').~ - OIIIII.."! I I lit ~ Ilk 1'kJ"} i~~~ ¡Iii -g, .~, . _,I_~~' ,dLI-II!~ )1 ~,' .~I L~ I_. I,!; , ;~:: !6.0 ~ ~ .8 ,--:-~.,--- .1'.,..['1 1~I.,. tIll ~" ..,-l,-.t.f-~...I~.,~ìi+Q!~'~H:4.S- In - ..,1. '. -" #f~1:.c~"!rl~!I~'40-" co7',,'" -,.1, I.. :_,:~->:, ',IIs..:.!!¡"::] QJ ',... I'. -t~, I '-"""'.'.' I ~-.li~'35n +.I 6 ~- .'.., . .1 r Ilfntl..."... - ~£Jlli 'III . ::r c . ,- ..... .,-- 1 C'Ð --,.." .. "'"""-.""",, 30 ~ .. ':...,' ....' .: ..'. .: . I~ , ~ ..;:: I i1WII ~ . ~ '" ~ ~'I,--.. . ..,.' ... I . ~L~':,C:-:I~~2.5 ¡-&. :::::,::=-":-:~-:._.'-'._.- :'**H-";.' ,_.::..,.-:-_:.'.". '~..' tJ).3,---.-.-- " -'----- ,- :-'r~il CD -_..---,,'-" --,--' - -_.,-- ,¡,! ~--'- :_:,:_:, . ..-.,. ---1--- .'.".'..-+11.5 ~ - ..' :.-' ."'-- -:,. .-. -:'~__,,:îlll! ~ -f- -, -,-'-,' , .., ,- '.,+~ V1.2 . -- - - ~It , , jtliHl. 0 ~-mml1".-,." C'\ I :I: 0 ,C -s - > '" '" rn Z t:: H >< ~ .1 ::,. 10 , 1+r:tljîttlJ r"'- ..-,- -, 30 40 50 1 2 3 Hou rs 4 5 6 15 20 Minutes Duration 8 Directions for Application: 1) From precipitation r1aps determine 6 hr. and 24 hr. amounts for the selected frequency. These maps are printed in the County Hydrology Manual (10.50 and 100 yr. maps included in the Design and Procedure Manual). 2) Adjust 6 hr. precipitation (if necessary) so that it is within the range of 45% to 65% of the 24 hr. precipitation. (Not «rplicable to Desert) J 3) Plot 6 hr. precipitation on the right $ide of the chart. 4) Draw a line through the point parallel to the plotted lines. 5) This line is the intensity-duration curve for the location being analyzed. Application Form: 0) Selected Frequency /60 yr. * 1) Ps = ~8 in.. P24: 4./:7", P6: 6Ø.~ %* 1524 in. 2) Adjusted *P6: AI~ 3) t = 10 min. c 4) I = 4.t:1 in/hr. *Not Applicable to Desert Region Revis~d 1/85 APPENDIX XI-A --'" ,'-' ...-.." ---..---,---..,..,.---. ..- . .. m -" ---..-,.--..- ~ -" .-..-- -,...,...._-_.-~o~--~~_..._-,.. ., ' . '.. .. . '.... ~ . . -,-.. ::. OJ . , . ,r 8 '°73.02 . 1. r- -- '. - .J. ---r '\ -, ._-~ ---il " ¡ ~== :.~' .1 ~ '::: .-:. :' . ;<.. - ,-' 1~ ' \--0-4 . \ J ,\ ~ P . 2 (0 + b) . A.86 OW ! . ¡ i . . . , ; . . . . " ::ø INt:ET I N SUM? ON GRATE : ',. I I I I I I I I I I I I I I I I .1 I I I 8 8 . REPORT OF GRADING OBSERVATION AND FIELD DENSITY TESTING Lots 14 & 15, Garden View Plaza Garden View Ct, and Garden View Rd. Encinitas, California JOB NO. 86-4824.3 17 July 1995 . Prepared for: TA YLOR BALL GENERAL CONTRACTORS Mr. John H. Krueger JUL 20 1995 . Q~§:ÐO I I I I I I I I I I I I I I I I I I I 8 ~~[§=il~ 8 GEOTECHNICAL EXPLORATION, INC. SOIL &. FOUNDATION ENGINEERING. GROUNDWATER HAZARDOUS MATERIALS MANAGEMENT. ENGINEERING GEOLOGY . 17 July 1995 Mr. John H. Krueger TA YLOR BALL GENERAL CONTRACTORS 7777 Alvarado Rd., Suite #121 La Mesa, CA 91941 Job No. 86-4824.3 Subject: Report of Grading Observation and Field Density Testing Lots 14 and 15. Garden View Plaza Northeastern Quadrant Garden View Ct. and Garden View Rd. Encinitas, California Dear Mr. Krueger: In accordance with your request, Geotechnical Exploration, Inc., hereby submits the following report summarizing our work and test results, as well as our conclusions . and recommendations concerning the subject project. A representative of our firm observed the recent grading operation and tested the fill soils that were removed and recompacted during the preparation of them.ilding pad on Lot 15. The grading described herein consisted of removing and recompacting loose fill soils up to a depth of approximately 10ft by the SW corner of the building, The grading was observed and/or tested between June 26, and July 3, 1995. SCOPE OF WORK The scope of work of our services included: 1 . Observations during rough grading of the building pad. . 7420 TRADE STREET. SAN DIEGO, CALIFORNIA 92121 . (619) 549-7222. FAX: (619) 549-1604 I I I I I I I I I I I I I I I I I I I Garden View Plaza 8 Encinitas, California 8 Job No. 86-4824,3 Page 2 2, Performing field density tests in the placed and compacted fill. . 3. Performing laboratory tests on representative samples of the fill material. 4. Providing professional opinions, conclusions, and recommendations regarding the observed grading and the pending work, GENERAL SITE INFORMA TION The property, is located at the northeast quadrant of Garden View Court and Garden View Drive, in the City of Encinitas, California, The property is bordered on the north by similar undeveloped lots, on the south by Garden View Drive, on the east by residential properties at a higher elevation and on the west by Garden View Court. . Prior to grading, the property lots sloped gently to the southwest with a vertical difference of approximately 5 feet between each lot mapped. Survey information concerning actual elevations after grading was not available at the time of this report preparation. Existing structures on the site prior to grading included a storm drain inlet by the southwest corner of Lot 1 5 (southernmost lot). The lots were originally rough graded under observations and testing of our firm, as described in our report dated January 18, 1990 (Job No, 86-4824), The building pad has been prepared to receive the proposed building which will be a maximum of two stories in height. It is our understanding that the building will be . ~~[§=ilD I I I I. I I I I I I I I I I I I I I I 8 8 Garden View Plaza Encinitas, California Job No. 86-4824.3 Page 3 . constructed in conformance with the Uniform Building Code, utilizing conventional- type foundations, footings, and building materials. A Plot Plan illustrating the approximate location of all our tests taken throughout this rough grading operation is enclosed as Figure No. I. Work that remains to be completed at the site and that will require our observations and/or testing include any retaining wall backfill, trench backfill, and final subgrade and base preparation of areas to receive pavement or to receive exterior concrete improvements. FIELD OBSERVATIONS Periodic tests and observations were provided by a representative of Geotechnical Exploration, Inc. to check the grading contractor's JMP Teixeira Construction. Inc. compliance with the drawings and job specifications. The presence of our field representative at the site was to provide to the client a continuing source of . professional advice, opinions, and recommendations based upon the field represen- tative's observations of the contractor's work, and did not include any superintending, supervision, or direction of the actual work of the contractor or the contractor's workers. representative, Our visits were made on request of the contractor's The grading operation was observed to be performed in the following general manner: 1 , Prior to placing any compacted fill, the areas to be graded were cleared of surface trash, miscellaneous debris, and/or vegetation, and hauled off-site. . ~~~D I I I I. I I I I I I I I I I I I .1 I I 8 8 Garden View Plaza Encinitas, California Job No. 86-4824.3 Page 4 2. Uncompacted fills, and soft or disturbed materials. were removed to expose competent ground. The removed material in the building pad areas was extended up to a depth of 1 0 feet below the final grade in the southwest area and to at least 10 feet beyond the perimeter building lines. In the parking lot area of Lot. 14, the upper 1 2 inches of soil were removed to 8 recompact the exposed surface. This work was still not completed at the time of our representative's last site visit. 3. The exposed ground surface was moistened and recompacted prior to placement of compacted soil. 4. Areas to receive compacted fill were, in general, observed and evaluated by our field representative prior to placing compacted fill. 81 5. Soils approved for use in the compacted fill were placed in horizontal layers not exceeding approximately 10 inches in loose thickness. 6. Fill material was watered or dried at or near optimum moisture content, and mixed prior to compaction, 7. The soils utilized in the grading operation were from on-site and consisted primarily of tan-gray and orange-brown, silty, fine to medium sands. 8. In the building pad, fill materials were tested at specific test locations and found to be compacted to at least 95 percent of Maximum Dry Density. The pad had a cut and fill transition line. The fill portion soils, to the western side of the pad. were compacted to at least 95 percent of Maximum Dry 8 ~~[§=ilo I I I I I I I I I I I I I I I I I I I Garden View Plaza 8 Encinitas, California 8 Job No. 86-4824.3 Page 5 . Density. The surface of the cut soils were also compacted to at least 95 percent of the Maximum Dry Density. Areas with lower density test results were recompacted until satisfactory test results were obtained. 9, Each observed layer of fill was compacted to at least the minimum required density before the next layer was added. 10, Compaction was achieved by drying or wetting the soil, mixing it and rolling it with heavy construction equipment such as a Cat 61 3 paddle-wheeled scraper, a Cat 963 track-mounted loader, a water truck, and a 12-ton smooth roller. 11. Field density tests were taken at the approximate locations shown on the plot plan (Figure No. I). . TESTS Field density tests were performed in accordance with ASTM 01556. Maximum density determinations were performed in accordance with ASTM D1557. The relative compaction results, as summarized on Figure No. 1/, are the ratios of the field densities to the laboratory Maximum Dry Densities. expressed as percentages. A soil sample was obtained from the parking lot surface soils to verify the R-value assumed value. The R-value test result was 54. This result indicates that the recommended section of 3 inches of asphalt on 5 inches of Caltrans Class 1/ base, on properly compacted subgrade (90 percent of Maximum Dry Density) is adequate. . ~~~D I I I I, 1 1 1 I 1 I 1 1 I I 1 I ,I I I 8 8 Job No. 86-4824.3 Page 6 Garden View Plaza Encinitas, California . CONCLUSIONS AND RECOMMENDA TIONS The following conclusions and recommendations are based upon our analysis of all data available from the testing of the soils compacted on this site. Our observations of the grading operation (while in progress), our field and laboratory testing of the typical bearing soils, and our general knowledge and experience with the natural-ground soils and recompacted fill soils on this site were utilized in conducting our services. A. General Grading 1. The soils utilized in the grading operation were from existing on-site soils that were removed and recompacted. The soils consisted primarily of gray-tan and orange-brown, fine to medium silty sand. Soils of this type are . considered very low to low expansive as per simple visual inspection. 2. During the grading operation, the natural-ground soils in the building pad were exposed (where necessary), and properly prepared to receive the fill soils, The fill soils were placed, watered, compacted, and then tested at specific test locations, and were found to be compacted to at least 90 percent of Maximum Dry Density, in accordance with the requirements of the City of Encinitas. The maximum depth of fill soils placed on this site at the time of the grading operation monitored by this firm was not in excess of 1 0 feet in vertical thickness by the SW corner of the building. 3. Any surplus, loose, stockpiled soils remaining at the property should be removed and hauled off the site, . o~~o I I I I. I I I I :1 I I I I I I I I I I 8 8 Garden View Plaza Encinitas, California Job No. 86-4824.3 Page 7 4. B. . Grading work that needs to be completed and performed under our observations and testing include any retaining wall backfill, trench backfill, and finish subgrade and base preparation in the areas to receive pavement. Foundations and Slabs On-Grade 5. The continuous foundations and spread footings shall extend a minimum depth of 18 inches into the firm natural ground or properly compacted fill, and have a minimum width of 1 2 inches. The continuous foundations shall be reinforced with at least four No.4 steel bars; two bars shall be located near the top of the foundations and two bars 3 inches from the bottom. 6, Prior to pouring footings and foundations, and prior to placement of floor slab base sections, the subgrade moisture content and soil compaction should be . verified by our field representative 24 hours prior to concrete pouring. The bottom of the foundation excavation should be firm, not muddy, and have the acceptable moisture content. 7, Concrete floor slabs shall be founded on at least 3 inches of clean sand overlying a 6-mil visqueen, The slabs shall be reinforced with at least No.3 steel bars placed on 18-inch centers. Any steel reinforcement should be placed in the middle of the floor slab section, Proper supports should be used to keep the steel reinforcement separated from the base or soil subgrade. 8. It is recommended that all nonstructural concrete slabs (such as patios, sidewalks, etc.), and all parking areas, be founded on properly compacted on- . ~~[§=ilD I I I I I I I I I I I I I I I I I I I 8 8 Job No. 86-4824.3 Page 8 Garden View Plaza Encinitas, California 9. c. . site soils. Proper shrinkage joints (sawcuts) should be provided and spaced no farther than 15 feet or the width of the slab, whichever is less. The sawcuts should be performed no later than 1 2 hours after pouring, or as soon as the concrete is set. Sawcuts should be deepened to at least one- quarter of the thickness of the slab. If steel reinforcement (such as 6 x 6 - 10/10 welded-wire mesh) is provided for the slabs, the control joints may be spaced up to 1 2 feet apart. All concrete (flatwork) slabs or rigid improvements should be built on properly compacted and approved subgrade and/or base material. Geotechnical Exploration, Inc. will accept no liability for damage to flatwork or rigid improvements built on untested or unapproved subgrade or base material. . Foundation Design Parameters 10. The recommended allowable bearing value of the properly compacted fill soils placed on the site is 2,000 pounds per square foot (psf). The recommended allowable bearing value of the competent natural ground is 2,000 psf. This soil-bearing value may be increased one-third for design loads that include wind or seismic analysis, Additionally, these bearing values may be utilized in the design of foundations and footings of the proposed structure when founded a minimum of 1 8 inches into the firm natural ground or compacted fill. For on-site conditions, it is expected that the maximum settlement will not exceed 1 inch, and the maximum differential angular rotation will not exceed 1/300. The bearing capacity of the soil may be increased up to 450 . ~~[§=ilo I I I I I I I I I I I I I I I I I I I 8 8 Garden View Plaza Encinitas, California Job No. 86-4824.3 Page 9 11. 12. D. . psf for every additional foot in width increase, up to a maximum of 4,500 psf. The passive earth pressure of the encountered natural-ground soils and well- compacted fill soils (to be used for design of building foundations and footings to resist the lateral forces) shall be based on an Equivalent Fluid Weight of 300 pounds per cubic foot. This passive earth pressure shall only be considered valid for design if the ground adjacent to the foundation structure is essentially level for a distance of at least three times the total depth of the foundation, the soil is properly compacted fill or natural dense material, and the concrete is poured tight against the walls of the excavation. A Coefficient of Friction of 0.40 times the dead load may be used to calculate the total friction force between the bearing soils and the bottom of . concrete wall foundations, or structure foundations, or floor slabs. Retaining Wall Design Parameters 13. The active earth pressure (to be utilized in design of cantilever walls, etc.) shall be based on a Equivalent Fluid Weight of 38 pounds per cubic foot (for level backfill only and nonexpansive or low-expansive, on-site native soils), In the event that the cantilever retaining wall is surcharged by sloping backfill. the design active earth pressure shall be based on the appropriate Equivalent Fluid Weight presented in the following table: . ~~~D I I I I. I I I I I I I I I I I I I I I 8 8 Garden View Plaza Encinitas, California Job No. 86-4824.3 Page 1 0 . Height of Slope/Height of Wall* Slope Ratio 0.25 0,50 0.75 1.00t + ) 2.0 to 1.0 44 48 50 52 *To determine design active earth pressures for ratios intermediate to those presented, interpolate between the stated values. In the event that a retaining wall is to be designed for a restrained condition, a uniform pressure equal to 8xH (eight times the total height of retained soil, considered in pounds per square foot) shall be considered as acting everywhere on the back of the wall, in addition to the design Equivalent Fluid Weight. The design pressures presented above are based on utilization of an uncontrolled mixture of expansive or low-expansive soil native to the site . used in backfill operations. In the event that imported, clean, granular fill soils or approved. on-site, clean sands are to be utilized as backfill material, this firm should be contacted for possible reduction of design pressures due to level backfill, sloping backfill, or restrained wall conditions. Additional surcharge pressures to be considered in the wall design include any loads applied within the failure block retained by the wall. E. Cut and Fill Slopes 14. Natural-ground cut slopes of maximum inclinations of 2,0 horizontal to 1,0 vertical, and compacted fill slopes of maximum inclinations of 2,0 horizontal . ~~[§=TIo I I I I I I I I I I I I I I I I I I I 8 8 Garden View Plaza Encinitas, California Job No. 86-4824.3 Page 11 15. . to 1.0 vertical, shall be stable and free from deep-seated failures for materials native to the site and utilized in compacted fills. Although the compacted fill soils in the building pad have been verified at the test locations to a relative compaction of 90 percent of Maximum Dry Density or better, the compacted fill soils that occur within 5 feet of the face of fill slopes may posses poor lateral stability. If not properly founded, the proposed structures and associated improvements (such as walls, fences, patios, sidewalks, driveways, asphalt paving, etc.) that are located within 5 feet of the face of compacted fill slopes could suffer differential movement as a result of the poor lateral stability of these soils. The foundations and footings of the proposed structures, fence posts, walls, etc., when founded 5 feet and farther away from the top of compacted fill . slopes, may be of standard design in conformance with the recommended soil value. If proposed foundations and footings are located closer than 5 feet inside the top of compacted fill slopes, they shall be deepened to at least 1.5 feet below a line beginning at a point 5 feet horizontally inside the fill slopes, and projected outward and downward, parallel to the face of the fill slopes (see Figure No, III). 16. It is recommended that all compacted fill slopes and natural cut slopes be planted with an erosion-resistant plant, in conformance with the require- ments of the City of Encinitas. . ~~~D I I I I I I I I I I I I I I I I I .1 I I 8 8 Job No. 86-4824.3 Page 1 2 Garden View Plaza Encinitas, California F. 17. . Drainage Adequate measures shall be taken to properly finish-grade the site after the structure and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs, footings, and slopes, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Roof gutters and downspouts should be installed on all structures, and the runoff directed away from the foundations via closed drainage lines. Proper subsurface and surface drainage will help minimize the potential for waters to seek the level of the bearing soils under the foundations, footings, and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structure or other improvements on the site, . 18, Proper subdrains shall be installed behind all retaining and restrained retaining walls, in addition to proper waterproofing of the back of the walls. The drainage of said subdrains shall be directed to the designed drainage for the project or the natural drainage for the area, 19. It should be noted that changes of surface and subsurface hydrologic conditions, plus irrigation of landscaping or significant increases in rainfall over the "accepted average-annual" rainfall for San Diego County in past years, may result in the appearance of minor amounts of surface or near- surface water at locations where none existed previously. The damage from such water is expected to be minor and cosmetic in nature, if corrected immediately, Corrective action should be taken on a site-specific basis if, and when, it becomes necessary, . ~~~D I I I I I I I I il I I I I I I I I I I Garden View Plaza 8 Encinitas, California 8 Job No, 86-4824,3 Page 1 3 . 20, Planter areas and planter boxes shall be sloped to drain away from the foundations, footings, and floor slabs. Planter boxes shall be constructed with a sealed bottom, and be provided a subsurface drain installed in gravel, with the direction of subsurface and surface flow away from the foundations, footings, and floor slabs, to an adequate drainage facility. 21. Any backfill soils placed adjacent to excavations or close to foundations, in utility trenches, or behind retaining walls, that support structures and other improvements (such as patios, sidewalks, driveways, pavements, etc.), other than landscaping in level ground, shall be compacted to at least 90 percent of Maximum Dry Density. It is recommended that Geotechnical Exploration, Inc. observe and test the backfill during placement. Geotechnical Exploration, Inc, will accept no liability for damage to structures that occurs as a result of improperly backfilled trenches or walls, or as a result of fill soils placed without our observations and testing. . G. Miscellaneous Recommendations 22. Following placement of concrete floor slabs, sufficient drying time must be allowed prior to placement of floor coverings. Premature placement of floor coverings may result in degradation of adhesive materials and loosening of the finish-floor materials, 23. Appurtenances and/or subsurface structures that are founded in any potentially expansive clay soils shall be properly designed by a structural engineer and/or soils engineer. . O~~D I I I I I I I I I I I I I I I I .1 I I 8 8 Garden View Plaza Encinitas, California Job No. 86-4824.3 Page 1 4 . 24. The remaining soil work to be completed at the site (such as final preparation of the areas to be paved, retaining wall and trench backfill and other areas to receive concrete improvements) should be performed under our observations and testing. 25. It is also recommended that all footing excavations be observed by a representative of this firm prior to placing concrete. to verify that footings are founded on satisfactory soils for which the recommendations expressed in the soil investigation report remain applicable. SUMMARY Based on our field testing and grading observation, it is our opinion that the grading operation for the building pad described herein, in general, was performed in conformance with the City of Encinitas. It is to be understood that our test results and opinion of general acceptance do not guarantee that every cubic yard of . compacted fill has been compacted to specification since not every cubic yard has been observed or tested. Our test results indicate the measured compaction degree obtained at the specific test location. We can only attest that our tests and observations have been made in accordance with the care and current professional standards in our field. All observed or tested work done during the grading operation appears, in general, to have been performed in accordance with the soil investigation report for this site, issued by our firm and dated May 8, 1995 (Job No. 86-4824,3), The grading described herein was observed and/or tested between June 26, and July 3, 1995. . o~[§=ilD I I I I I I I I I I I I I I I I I I I Garden View Plaza 8 Encinitas, California 8 Job No, 86-4824,3 Page 1 5 . All statements in the report are applicable only for the grading operation observed by our firm, and are representative of the site at the time of our final site visit before the report was prepared. The firm of Geotechnical Exploration, Inc. shall not be held responsible for fill soils placed without our observations and testing at any other time, or for subsequent changes to the site by others, which directly or indirectly cause poor surface or subsurface drainage, water erosion, and/or alteration of the strength of the compacted fill soils. In the event that any changes in the nature, design, or location of the building or improvements are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and the conclusions of this report modified or verified in writing. . Professional opinions presented herein have been made based on our tests, observations, and experience, and they have been made in accordance with generally accepted current geotechnical engineering principles and practices within the County of San Diego. This warranty is in lieu of all other warranties, either expressed or intended. . ~~[§=ilD I I I I I I I I I I I I I I I I I I I 8 Garden View Plaza Encinitas, California Thank you for this opportunity to be of service. 8 Job No. 86-4824.3 Page 1 6 Should any questions arise concerning this report, please do not hesitate to contact us. Reference to our Job No. 86-4824.3 will help to expedite a reply to your inquiries. Respectfully submitted, GEOTECHNICAL EXPLORATION, INC. ,fØ~ Jaime A. Cerros, P.E. R.C.E. 34422/G.E. 2007 Senior Geotechnical Engineer JAC/klh cc: Addressee (3) Mr. Tamamitsu Jinja c/o Mr. Masatsune Sato (1) Mr. Hiro Kurano, Kurano Associates, Inc., AlA (1) ~r '- . . . Q~~~ 1"- -"- Proposed - ~ Retaining 1 , Wall a '<:( 0 Ct:: / "'-----l \ ~ \.J.J -... » 12 . 11 . Z \.JJ a Ct ~ ~ PROPOSED PAD ELEV: 172.8' ",-, '", ..>~ v- ~ ~~/ " ! l~ /' ,. 'JI~ ---r~ b< I..>~ ....~ ~,,'\ ~. ./ I' 177- / ,,'1ft.. "Ii; ~ .::-- /~" /" /,~rt ,-,.-..-..-". - CQr~ "'.. '\ \. ~ .IV ~ \ SITE Blvd ~ e.. VICINITY MAP 4W4 BUILDING PAD ROUGH GRADING £ncinítas PLOT PLAN GEOTECHNICAL EXPLORATION INC. J ~ ~ 'n__~ SCALE: 1" = 20' NOTE: This Plot Plan is net to be used for legal purposes. Locotions and dimensions are opproxi- mote. Actual pro¡>erty dimensions and Iccations of utilities may be obtained from the Approved Building Plans or the "As-Built Grading Plans. CALiFORNIA INSTITUTE FOR HUMAN STUDIES Northeast Quadrant of GARDEN VIEW COURT and GARDEN VIEW ROAD ENCINITAS, CA. FIGURE NUMBER I JOB NUMBER 86-4824,03 GARDEN VIEW COURT L£GENO I" I -J ASSUMED PROPERTY BOUNDARY PROPOSED STRUCTURE r""'--" "'-"-1 I I L___n ..--j APPROXIMATE LIMITS OF RF' "'VAL ,.~'~ RECOMPACTION Fll:.LtJ DENSII ( TEST REFERENCE: THIS PLOT PLAN WAS PREPARED FROM AN EXISTING GRADING PLAN BY RICCA, CIVIL ENGINEERING DATED 6-9-95 AND FROM ON-SITE FIELD RECONNAISSANCE PERFORMED BY GEl. .12 JULY 1995 / PROPOSED TOPOGRAPHY (FEET) I I I I I I I I I I I I I I I I I I I 8. 8 Compaction Test Results Moisture Field Soil Relative . Test Date Location Fill ~/o Density Type Compaction 1 6/26/95 Building pad 163' 13,6 111 pet 92%* 2 6/26/95 Building pad 165' 12,4 111 pet 93% FAIL 3 6/26/95 Building pad 165' 12,4 112 pet 94% FAIL 4 6/26/95 Building pad 165' 13.0 114 pet 95% 5 6/26/95 Building pad 167' 14,9 11 5 pet 96% 6 6/27/95 Building pad 169' 14,9 114 pet 95% 7 6/27/95 Building pad 170' 15.3 11 5 pet 96% 8 6/28/95 Building pad 171' 13,6 116 pet 97% 9 6/28/95 Building pad 171' 14.3 119 pet 99% 10 7/3/95 Building pad/FG 172.8' 14,0 117 pet 98% 11 7/3/95 Building pad/FG 172.8' 13,6 11 6 pet 97% . 12 7/3/95 Building pad/FG 172,8' 14.3 11 8 pet 98% SOIL CLASSIFICATION TYPE DESCRIPTION O,M,C, MAX. DRY DENSITY Tan-gray to orange-brown, silty tine to medium sand. 12.5% 120 pet . Job No. 86-4824,3 e ~D Figure No, II QuB<1l5"ÚO