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2001-7253 G ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering August 4, 2005 Attn: U.S. Bank 980 Ninth Street Suite 1100 Sacramento, California 95814 RE: David Rippey 3570 Jasmine Crest APN 264 - 540 -02 Grading Permit 7253 -GI Final release of security Pen 7253 -GI authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved final project. Therefore, release of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # 353404311204 in the amount of $ 154,204.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering Department. Sincofely. Debra Geishart 91 bach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager David Rippey Debra Geishart File Enc. AVZ recycled paper a SAN DIEGUITO ENGINEERING, INC. ENGINEERS PLANNERS SURVEYORS Ivan R. Fox, P.E. Barry L. Munson, P.E. Gordon L. McElroy, P.L.S. Laurie Simon, Principal PI " Sept ember 27, 2901 SDE 3433.04 CIVIL ENGINEERING " Sept ember Engineering Studies City of Encinitas Engineering Department Site Development Analysis Grading Plans 505 S. Vulcan Improvement Plans Encinitas, CA 92024 Drainage Plans Sewer/Water Line Plans Subj Hydrology/Hydraulic Study Hydrology/Hydraulics U Construction Administration Lot 2, Map 13584 Pavement Rehabilitation Forensic Engineering LAND PLANNING Gentlemen; Pre - Acquisition Analysis Land Use Consultation AS part of the requirements for the referenced grading plan, we have prepared a Environmental Analysis Government Relations Hydrologic/Hydraulic study for the subject site. The site consists of one 2.04 acre lot graded Land Division as part of Encinitas Tract 92 -108. Our study reflects the actual plot plan for the site and Tentative Maps includes a hydrologic/hydraulic analysis for the proposed private drainage system. Major Use Permits Specific Plans Rezoning Hydrologic calculations were performed using the County of San Diego Rational Method and Variances are presented on the attached Hydrology Calculations worksheet. The Q used for the Administrative Permits Annexations hydraulic analysis of the developed site was calculated using a 5.0 minute time of Boundary Adjustments concentration. StormCAD by Haestad Methods, Inc. equation was used in the hydraulic analysis of improvements. Property Surveys Topographical Surveys Construction Staking If you have any questions, please do not hesitate to contact our office. . Records of Survey Legal Descriptions �'},'�,L Subdivision Maps • hank you, Easements Height Certifications Cadastral Surveys Photogrammetric Surveys Bang L. Munson, PE Principal Engineer (760) 753 -5525 • FAx (760) 943 -8236 4407 Manchester Avenue • Suite 105 • Encinitas, California 92024 H G AREA = 6,045.86 AREA = 8,801.71 Q . O .Q.4 A AREA =1 1,84 I .. 3 .87 �� Q � �• 6 V �•�S f N6 "S r � • � ` !aa_ r340. Qu F REA= 3,184.93 REA = 16,675.84 I / •o S � - ►e�� - $lo AREA= 5,610.79 q = o.3o '� AR.\A =' , 62.15 0- r K ` AREA = 3,039'72 " �,, a AREA= 13,775.08 % AREA = 7,582.75 f DAY LIGHT E MV. ®3 ^W �' 0 p S INV.. NV. -3 . 56 gb 6 AR_EA=8 643.61 DAY LIGHT Z JC. y Q'— �.� 593' (3447 x NV,- 75.0 ��• SSS2� 21'W iNY-3,37.7 PROJECT NAME: RIPPEY RESIDENCE PROJECT NUMBER: SDE 3433 -04 COMMENT: COORD: N33 -02 E117 -12 100 YEAR STORM _ P6 (in): 2.90 P6/P24: 0.58 P24 (in): 5.00 ADJUSTED P6: 2.90 WATERSHED EVENT AREA AREA C Tc I Q DESIGNATION ear s Ac min i h cfs A 100.00 11,841.61 0.27 0.81 5.0 7.64 1.68 B 100.00 3,662.15 0.08 0.76 5.0 7.64 0.49 C 100.00 3,039.72 0.07 0.77 5.0 7.64 0.41 D 100.00 7,582.75 0.17 0.78 5.0 7.64 1.03 E 100.00 8,634.68 0.20 0.75 5.0 7.64 1.13 4.74 F 100.00 3,184.93 0.07 1.00 5.0 7.64 0.56 G 100.00 8,801.71 0.20 0.61 5.0 7.64 0.94 H 100.00 6,045.86 0.14 0.57 5.0 7.64 0.60 1 100.00 5,610.79 0.13 0.81 5.0 7.64 0.80 2.89 J 100.00 16,675.84 0.38 , 0.85 5.0 7.64 2.48 K 100.00 13,775.08 0.32 0.55 5.0 7.64 1.33 TOTALS 2.04 11.44 f :.� •.� l - I I fni I to ZVI Uz ccom 1 � , C r L.J col U-2 r . 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L? a � � c a 0 ui 3? r N M b N o 0 i0 O d 7 N M v� a a a a a a. oD� CL o Project Summary Report Proje Des Worksheet Circular Channel -1 - A' Flow Element Circular Channel Method Manning's Formula Solve For Channel D epth Input Data Mannings Coeffic 0.010 Slope 020000 Wit Diameter 8 in ' Discharge 1.68 cis Results Depth 0.43 It Flow Area 0.2 ft' Wetted Perime 1.25 ft Top Width 0.64 ft Critical Depth 0.60 ft Percent Full 65.0 % Critical Slope 0.010115 ft/ft Velocity 7.00 ft/s Velocity Head 0.76 it Specific Energ: 1.19 it Froude Numbe 2.01 Maximum Disc 2.39 cfs Discharge Full 2.22 cis Slope Full 0.011438 ft/ft Flow Type superc Notes: THIS IS THE STORM DRAIN SYSTEM LOCATED IMMIDIATELY SOUTH OF THE DRIVEWAY AND THIS SHEET DETERMINES THE FLOW ON THE PIPE BETWEEN AREA A AND B. t Project Engineer: San Dieguito Engineering, Inc %d%1data\ engine- 143433_04kirainage\3433- 04.fm2 San Dieguito Engineering, Inc FlowMaster v6.0 [614e] 09/14/01 10:25:21 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 1 of 9 Project Summary Report Project Description Worksheet Circular Channel - 1 - B' Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Slope 020000 Wit Diameter 8 in Discharge 2. cis Results Depth 0.53 ft Flow Area 0.3 ft' Wetted Perime 1.48 ft Top Width 0.53 ft Critical Depth 0.64 ft Percent Full 79.9 % Critical Slope 0.016566 ft/ft Velocity 7.25 ft/s Velocity Head 0.82 ft Specific Energ; 1.35 ft Froude Numbe 1.71 Maximum Disc 2.39 cis Discharge Full 2.22 cfs Slope Full 0.019083 Wit Flow Type > Notes: THIS IS THE STORM DRAIN SYSTEM LOCATED IMMIDIATELY SOUTH OF THE DRIVEWAY AND THIS SHEET DETERMINES THE FLOW ON THE PIPE BETWEEN AREA B AND C. Q = Q(PIPE) + Q(AREA B) = 1.68 + 0.49 = 2.17 Project Engineer: San Dieguito Engineering, Inc ...\d \1 data\ engine -1 \3433_04\drainage\3433- 04.fm2 San Dieguito Engineering, Inc FlowMaster v6.0 [614el 09/14/01 10:25:21 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 2 of 9 Project Summary Report Pr D Worksheet Circular Channel - 1 - C Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Input Data Mannings Coeffic 0.010 Slope 020000 fttft Diameter 12 in Discharge 2.58 cis Results Depth 0.44 ft Flow Area 0.3 ft' Wetted Perime 1.44 ft Top Width 0.99 ft Critical Depth 0.69 ft Percent Full 43.6 % Critical Slope 0.004625 ft/ft Velocity 7.84 ft/s Velocity Head 0.96 ft Specific Energ: 1.39 ft Froude Numbe 2.40 Maximum Disc 7.05 cfs Discharge Full 6.55 cis Slope Full 0.003103 ft/ft Flow Type superc Notes: THIS IS THE STORM DRAIN SYSTEM LOCATED IMMIDIATELY SOUTH OF THE DRIVEWAY AND THIS SHEET DETERMINES THE FLOW ON THE PIPE BETWEEN AREA C AND D. Q = Q(PIPE) + Q(AREA C) = 2.38 + 1.24= 3.62 t 10" PIPE WILL ALSO BE FUNCTIONAL WNELOCITY OF 7.84 FT /S Project Engineer: San Dieguito Engineering, Inc kl \ldata\ engine- 1\3433_04\drainage13433- 04.fm2 San Dieguito Engineering, Inc FlowMaster v6.0 (614e] 09/14/01 10:25:21 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 3 of 9 Project Summary Report P Description Worksheet Circular Channel -1 - D Flow Element Circular Channel Method Manning's Formula Solve For Channe Dep Input Data Mannings Coeffic 0.010 Slope 020000 ft/ft Diameter 12 in Discharge 3.6 cis Results Depth 0.53 It Flow Area 0.4 ft' Wetted Perime 1.63 ft Top Width 1.00 ft Critical Depth 0.81 It Percent Full 53.0 % Critical Slope 0.006198 ft/ft Velocity 8.54 ft/s Velocity Head 1.13 ft Specific Energ: 1.66 It Froude Numbe 2.31 Maximum Disc 7.05 cis Discharge Full 6.55 cis Slope Full 0.006076 ft/ft Flow Type supe r c ri t ical Notes: THIS IS THE STORM DRAIN SYSTEM LOCATED IMMIDIATELY SOUTH OF THE DRIVEWAY AND THIS SHEET DETERMINES THE FLOW ON THE PIPE BETWEEN AREA D AND E. Q= Q(PIPE) +Q(AREAC)= 2.58 +1.O =3.61 10" PIPE WAS FUNCTIONAL W/8.35 FT /S VELOCITY Project Engineer: San Dieguito Engineering, Inc ... \d % 1 data\ engine 1\3433_04\drainage\3433- 04.fm2 San Dieguito Engineering, Inc FlowMaster v6.0 (614e] 09/14/01 10:25:21 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 4 of 9 Project Summary Report P roject D escrip t i o n Worksheet Circular Channel -1 - E TO Di Flow Element Circular Chamiai Method Manning's Formula Solve For Chan Depth Input Data Mannings Coeff c 0.010 Slope 020000 fttft Diameter 12 in Discharge 4.7 cis Results Depth 0.63 ft Flow Area 0.5 ft Wetted Perime 1.83 ft Top Width 0.97 It Critical Depth 0.90 ft Percent Full 63.0 % Critical Slope 0.009203 Wit Velocity 9.09 ft/s Velocity Head 1.28 it Specific Energ: 1.91 It Froude Numbe 2.18 Maximum Disc 7.05 cis Discharge Full 6.55 cis Slope Full 0.010475 Wit Flow Type supercrit Notes: THIS IS THE STORM DRAIN SYSTEM LOCATED IMMIDIATELY SOUTH OF THE DRIVEWAY AND THIS SHEET DETERMINES THE FLOW ON THE PIPE BETWEEN AREA E AND TO A POINT OF DAYLIGHTING. Q = Q(PIPE) + Q(AREA C) = 3.61 + 1.13 = 4.74 10" PIPE WAS NOT FUNCTIONAL. Project Engineer: San Dieguito Engineering, Inc ...\d \l data\ engine- 1\3433_04\drainage\3433- 04.fm2 San Dieguito Engineering, Inc FlowMaster v6.0 (614e) 09/14/01 10:25:21 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755 -1666 Page 5 of 9 J > O ¢ n� o m m c c W 7$ m O a n I i L.L co V m n 0 N co O O O f— U c � m m m � c W N °0 .; o D m N I 10 O (A O i m n << co U C N 0 O t_ N W Z o J F N m m � l9 W� U m Z W Do I � M W Cl) M W rn Q J � � a. 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Box 600627 J„ (619) 280 -4321 San Diego, CA 92160 -0627 S T O L L F R E E " 6280 Riverdale Street z (877) 215 -4321 +-T F ax San Diego, CA 92120 (619) 280 -4717 www.scst.com 0 N 'December 21, 1998 Stonefield Development SCS &T 9811318.1 2333 Avenida La Caza Coto De Caza, California 92679 SUBJECT: Update Report, Lots 1 Through 4, City of Encinitas Tract No. 92 -108, Jasmine Crest, Encinitas, California. Gentlemen: In accordance with your request, we have prepared this update report for the subject project. PROJECT DESCRIPTION The subject project will consist of Lots 1 through 4 of the City of Encinitas Tract No. 92 -108, located at the eastern terminus of Jasmine Crest, in the City'of Encinitas, California. The project consists of the development of four residential lots as well as associated utilities, and an access street. Grading will consist of cuts and fills up to about' 15 feet and 20 feet, respectively. Proposed cut and/or fill slopes will be constructed at a 2:1 (horizontal to vertical) or flatter inclination, up to a maximum height of about 20 feet and 28 feet, respectively. To assist in the preparation of this report we were provided with a undated grading plan prepared by San Dieguito Engineering, Inc. In addition, we have reviewed the following reports prepared by Southern California Soil and Testing, Inc.: 1) "Report of Geotechnical Investigation, Proposed Eight Lot Subdivision, Rancho De Mayo, TM 89 -109;" February 12, 1990. 2) "Geologic " 8 -Lot Subdivision;" June 13, 1989. CONCLUSIONS Based on our review of the aforementioned grading plan and reports, as well as a site reconnaissance, it is our opinion that the recommendations provided in the referenced geotechnical report are still applicable and should be implemented. The following additional recommendations are intended to SCS &T 9811318.1 • December 21, 1998 • Page No. 2 provide state -of -the -art recommendations where appropriate. The following recommendations take precedence over any conflicting recommendations contained in the referenced report. The geotechnical conditions identified in the aforementioned report as affecting the proposed development remain unchanged. Furthermore, the proposed grading scheme will require cuts in larger areas, thus increasing the potential for heavy ripping and/or blasting, and generating more hardrock than the original grading concept. ADDITIONAL RECOMMENDATIONS SURFICIAL SOILS: It is recommended that the existing subsoils underlying the site be removed and replaced as compacted fill. Minor alluvial deposits are anticipated in Lot 4. This material should also be removed and replaced as compacted fill. METAVOLCANIC ROCK SLOPES: It is anticipated that at least portions of the proposed cut slopes will expose weathered and fractured rock. Furthermore, these slopes typically have irregular inclinations, depending on the hardness of the rock. This condition may require special consideration depending on the degree of fracturing. Netting, rock anchors or debris fences may be necessary. If heavy fracturing is encountered, consideration may be given to over - cutting the slopes, and regrade them as fill slopes. This procedure will facilitate landscape but will generate more rock and require more soil. SURFACE DRAINAGE: The drainage around the proposed buildings should be designed to collect and direct surface water away from proposed structures and the top of slopes toward approved draining facilities. Rain gutters on the structures that discharge runoff away from the building are recommended. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without pondir. In general, we recommend that the ground adjacent to structures slope away at a gradient of at least two percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least five percent within the first five feet from the structure. The client should be advised that drainage patterns approved at the time of fine grading should be maintained throughout the life of the proposed structures. They should also be advised to limit site irrigation to the minimum necessary to sustain landscape growth. Should excessive irrigation, SCS &T 9811318.1 • December 21, 1998 • Page No. 3 impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater conditions may occur. EARTHWORK: All earthwork and grading contemplated for site preparation should be accomplished in accordance with the attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath pavements should be compacted to a minimum of 90 percent of its maximum dry density. The upper twelve inches of subgrade beneath paved areas should be compacted to 95 percent of its maximum dry density. This compaction should be obtained by the paving contractor just prior to placing the aggregate base material and should not be part of the mass grading requirements. The maximum dry density of each soil type should be determined in accordance with ASTM Test D- 1557 -91, Method AorC. SLOPE STABILITY: Proposed cut and/or fill slopes will be constructed at a 2:1 (horizontal to vertical) inclination to a maximum height of about 20 feet and 28 feet, respectively. It is our opinion that these slopes will possess an adequate factor -of- safety with respect to deep - seated gross stability, provided that the recommendations contained in the aforementioned geotechnical report, and this report are implemented (see Plate Number 1). FOUNDATION HORIZONTAL SETBACKS: Retaining wall footings located adjacent to or within slopes should be extended to a depth such that a minimum horizontal distance of ten feet exists between the face of the slope and the bottom of the footing. CONCRETE SLAB REINFORCEMENT: Minimum concrete slab reinforcement should consist of at least No. 3 bars placed at 18 inches can center each way. EXPANSIVE CHARACTERISTICS: The recommendations contained in this report, and the referenced geotechnical report reflect a nondetrimentally expansive condition resulting from a select grading operation. If such an operation is not performed revised recommendations will be needed. • SCS &T 9811318.1 December 21, 1998 • Page No. 4 EARTH RETAINING STRUCTURES PASSIVE PRESSURE: The passive pressure for the prevailing soil conditions may be considered to be 350 pounds per square foot per foot of depth. This pressure may be increased by one -third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.3 for the resistance to lateral movement. When combining frictional and passive resistance, the latter should be reduced by one - third. The upper 12 inches of soil should not be included in passive pressure calculations. If you have any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, SOUTHERN CALIFORNIA SOIL AND TESTING, INC. Daniel B. Adler, R. . . #36037 DBA:mw cc: (3) Submitted (3) San Dieguito Engineering � No. i t� - SCS &T 9811318.1 • December 21, 1998 Appendix, Page No. 1 LOTS 1 THROUGH 4, CITY OF ENCINITAS TRACT NO. 92-108 JASMINE CREST, ENCINITAS RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERALINTENT The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on the accepted plans. The recommendations contained in the preliminary geotechnical investigation report and/or the attached Special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other written communication signed by the Geotechnical Engineer. OBSERVATION AND TESTING Southern California Soil & Testing, Inc., shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provided these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as questionable or unEuitable soil, unacceptable moisture content, inadequate compaction, adverse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in ar cordance with the following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D- 1557 -91 Density of Soil In -Place - ASTM D- 1556 -90 or ASTM D -2922 SCS &T 9811318.1 December 21, 1998 • Appendix, Page No. 2 S All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ground which is defined as natural soils which possesses an in -situ density of at least 90 percent of its maximum dry density. When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut to a firm competent formational soils. The lower bench shall be at least 10 feet wide or 1 -1/2 rimes the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above described procedure should be backfilled with acceptable soil that is compacted to the requirements of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells which will be abandoned should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottorr. of footing whichever is greater. The type of cap will depend on the diameter of the well and should be determined by the Geotechnical Engineer and/or a qualified Structural Engineer. SCS &T 9811318.1 December 21, 1998 0 Appendix, Page No. 3 FILL MATERIAL Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine material to fill the voids. The definition and disposition of oversized rocks and expansive or detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. When the structural fill material includes rocks, no rocks will be allowed to nest and all voids must be carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural fills and in non- structural fills is discussed in the geotechnical report, when applicable. Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Enginee.T or his representative. The location and frequency of the tests shall be at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relative compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over -built and cut-back to finish contours after the slope has been constructed. Slope compaction operations shall result in SC S &T 9811318.1 December 21, 1998 Appendix, Page No. 4 all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the opinion that the slopes will be surficially stable. Density tests in the slopes will be made by the Geotechnical Engineer during construction of the slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written communication from the Geotechnical Engineer or his representative in the form of a daily field report. If the method of achieving the required slope compaction selected by the Contractor fails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Owner or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading„ these conditions shall be analyzed by the Engineering Geologist and Soil Engineer to determine if mitigating measures are necessary. Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction SCS &T 9811318.1 December 21, 1998 • Appendix, Page No. 5 SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29 -C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sieve. TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement and undercutting may be required. �; u Y SOIL & TESTING, Imc. 2 rc ' O P H O N E LL P.O. Box 600627 (619) 280 -4321 San Diego, CA 92160 -0627 u T O L L F R E E z (877) 215 -4321 6280 Riverdale Street ' z F A x San Diego, CA 92120 c (619) 280 -4717 www.scst.com N ' UPDATED REPORT PROPOSED RIPPEY RESIDENCE ' LOT 2 CITY OF ENCINITAS TRACT NO. 92 -108 3570 JASMINE CREST ' ENCINITAS, CALIFORNIA ' PREPARED FOR: ' WEIR BROTHERS POST OFFICE BOX 7110 RANCHO SANTA FE, CALIFORNIA 92067 1 , PREPARED BY: SOUTHERN CALIFORNIA SOIL & TESTING, INC. 6280 RIVERDALE STREET ' SAN DIEGO, CALIFORNIA 92120 Providing Professional Engineering Services Since 1959 ' TABLE OF CONTENTS SECTION PAGE 1 . PROJECT DESCRIPTION ................................................................................ ..............................I ' 2. SOIL CONDITIONS ..................................................:........................................ ..............................2 3 RECOMMENDATIONS .................................................................................... ..............................2 ' 3.1 GRADING ..................................................................................................... ..............................2 3.1.1 Site Preparation ..................................................................................... ..............................2 ' 3.1.2 Undercut ................................................................................................ ..............................2 3.1.3 Basement Subdrain ................................................................................ ..............................2 3.1.4 Oversized Rock ..................................................................................... ............................... 3 3.1.5 Surface Drainage .................................................................................. ............................... 3 3.1.6 Earthwork .............................................................................................. ..............................3 3.2 FOUNDATIONS ........................................................................................... ..............................3 3.2.1 General .................................................................................................. ..............................3 ' 3.2.2 Special Conditions ................................................................................. ..............................4 3.2.3 Reinforcement ........................................................................................ ..............................4 3.2.4 Foundation Excavation Observation ..................................................... ..............................4 ' 3.2.5 Expansive Characteristics ..................................................................... ..............................4 3.2.6 Settlement Characteristics .................................................................... ............................... 4 3.3 GRADING ANDFOUNDATION PLAN REVIEW ..................................... ..............................4 ' 3.4 SLABS -ON- GRADE ..................................................................................... ..............................5 3.4.1 Interior Concrete Slabs -on- Grade ........................................................ ............................... 5 3.4.2 Exterior Concrete Slab -on- Grade .......................................................... .......................:......5 ' 3.5 EARTH RETAINING WALLS ..................................................................... ..............................6 3.5.1 Foundations ........................................................................................... ..............................6 3.5.2 Passive Pressure ................................................................................... ............................... 6 3.5.3 Active Pressure ..................................................................................... ............................... 6 3.5.4 Waterproofing and Subdrain Observation ............................................ ............................... 7 3.5.5 Backfill ................................................................................................... ..............................7 3.5.6 Factor of Safety ..................................................................................... ............................... 7 ' ATTACHMENTS Plate 1 Basement Subdrain Detail ' Plate 2 Typical Subdrain Detail Technical Bulletin ' APPENDICES Appendix A Grading, Recommendations 1 c T ' _Q SOIL & TESTING, INC. Z 0 P H O N E P.O. Box 600627 ' J (619) 280-4321 San Diego, CA 92160 -0627 TOLL FREE V 6280 Riverdale Street Z (877) 215 -4321 ' W F A x San Diego, CA 92120 (619) 280 -4717 www.scst.com 0 December 21, 2001 SCS &T 0111243 Report No. 1 ' Mr. Lary Tarditi Weir Brothers Post Office Box 7110 ' Rancho Santa Fe, California 92067 ' Subject: UPDATED REPORT PROPOSED RIPPEY RESIDENCE LOT 2 CITY OF ENCINITAS TRACT NO. 92 -108 ' 3570 JASMINECREST ENCINITAS, CALIFORNIA References: (1) "Grading and Erosion Control /Retaining Vlfall Details, Rippey Residence "; San ' Dieguito Engineering, Inc.; undated. (2) "Summary of Field Observations and Tests for Relative Corrpaction, 8 -Lot ' Subdivision ",' Southern California Soil and Testing, Inc.; January 19, 2000 (SCS &T 9811318 -7). ' Dear Mr. Tarditi: In accordance with your request, we have prepared this updated report for the subject project. The ' scope of our work included a site reconnaissance and a review of the referenced report and plans. In general, it is our opinion that the subject site can be developed for the proposed residential ' improvements provided the following updated recommendations are implemented. 1. PROJECT DESCRIPTION It is our understanding that the subject project will consist of a residential structure, detached guesthouse, exterior slabs and retaining walls, swimming pool, and access driveway. The ' structures will be one -story high and of wood frame construction. The main structure will also include a full basement. Shallow foundations and conventional concrete slab -on -grade floor systems are proposed. Grading will consist of cuts and fills less than 12 feet and 5 feet in depth, respectively. ' Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 ' Page 2 2. SOIL CONDITIONS ' The subject site was graded to its present configuration during the mass grading of City of Encinitas Tract No. 92 -108 (see referenced report). The site was originally planned as a cut/fill transition lot. ' The cut portion of the lot was overexcavated to a depth of 3 to 4 feet below finish pad grade. Fills in the southwestern portion of the site extend to a maximum depth of about 9 feet. The prevailing ' foundation soils consist of sandy and clayey silts with some large rock. These soils are nondetri mentally expansive (Expansion Index = 32). ' 3. RECOMMENDATIONS 3.1 GRADING ' 3.1.1 Site Preparation Site preparation should begin with the removal of existing vegetation and deleterious matter ' underlying areas to receive new fills and improvements. It is recommended that the soils underlying the portion of the lot to receive new fill or settlement sensitive improvements be removed to a depth of 12 inches below existing or finished grade, whichever is deeper. The ' bottom of the excavation should be scarified to a depth of 12 inches, moisture conditioned and compacted to at least 90 percent relative compaction as determined in accordance with ASTM ' D- 1557 -91, Method A or C. 3.1.2 Undercut ' It is recommended that existing metavolcanic rock within 3 feet from finish pad grade or 2 feet below the bottoms of footings be removed and replaced as compacted fill. This condition will apply at the proposed basement area, and in the back of the lot where retaining walls are ' proposed in the existing cut slope. Excavations up to about 12 feet deep are anticipated. Blasting and /or heavy ripping will likely be necessary. ' 3.1.3 Basement Subdrain It is recommended that a subdrain be placed within the basement- undercut zone in order to ' reduce the potential for water ponding. A typical subdrain configuration is presented on Plate No. 1. The subdrain, as well as the basement retaining wall subdrain, will have to be connected ' to sump pumps in order to dispose of the water. Furthermore, subdrains would be advantageous near the structure in proposed landscape areas. These subdrains could be similar in configuration to the basement subdrain. If needed, the subdrain locations can be ' determined during grading. C.. S" T ' Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T Nd. 0111243 -1 ' Page 3 3.1.4 Oversized Rock ' Oversized rock is described as rock exceeding 6 inches in Maximum dimension. Due to the minor extent of the proposed fills, it is likely that most of the oversized rock generated during grading will have to be exported or utilized for landscape purposes. 3.1.5 Surface Drainage ' The drainage around the proposed improvements should be designed to collect and direct surface water away from proposed structures and the tops of slopes toward approved drainage ' facilities. Rain gutters on the structures that discharge runoff away from the buildings and into controlled drainage devices are recommended. Due to the relatively impermeable characteristics of the underlying metavolcanic rock, numerous area drains are essential. The ground around the proposed structures should be graded so that surface water flows rapidly away from the structures without ponding. In general, we recommend that the ground adjacent ' to structures slope away at a gradient of at least two percent. Densely vegetated areas where runoff can be impaired should have a minimum gradient of at least five percent within the first ' five feet from the structure. Drainage patterns established at the time of fine grading should be maintained throughout the ' life of the proposed structures. Site irrigation should be limited to the minimum necessary to sustain landscape growth. Should excessive irrigation, impaired drainage, or unusually high rainfall occur, saturated zones of perched groundwater conditions may occur. ' 3.1.6 Earthwork All earthwork and grading for site preparation should be accomplished in accordance with the ' attached Recommended Grading Specifications and Special Provisions. All special site preparation recommendations presented in the sections above will supersede those in the ' standard Recommended Grading Specifications. All embankments, structural fill and fill should be compacted to at least 90 percent relative compaction at or slightly over optimum moisture content. Utility trench backfill within five feet of the proposed structures and beneath asphalt ' pavements should be compacted to a minimum of 90 percent relative compaction. ' 3.2 FOUNDATIONS 3.2.1 General Shallow foundations may be utilized for the support of the proposed improvements. The ' footings for the proposed structures should have a minimum depth of 18 inches below lowest adjacent finish pad grade. For minor miscellaneous exterior improvements the footing depth may be reduced to 12 inches. A minimum width of 12 inches and 24 inches is recommended for c, ' Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 Page 4 continuous and isolated footings, respectively. A bearing capacity of 2000 pounds per square ' foot (psf) may be assumed for said footings. This bearing capacity may be increased by one - third when considering wind or seismic forces. Footings located adjacent to or within slopes ' should be extended to a depth such that a minimum horizontal distance of seven feet exists between the top of the footing and the face of the slope. For retaining walls in similar conditions the minimum setback should be ten feet. ' 3.2.2 Special Conditions Exterior retaining wall footings may be founded on metavolcanic rock. Doweling ' recommendations should be provided by the structural engineer. A representative from this office will ascertain the soundness of the rock for foundation bearing and, doweling purposes. 3.2.3 Reinforcement Both exterior and interior continuous footings should be reinforced with at least two No: 5 bars ' positioned near the bottom of the footing and at least two No. 5 bars positioned near the top of the footing. This reinforcement is based on soil characteristics and is not intended to be in lieu of ' reinforcement necessary to satisfy structural considerations. 3.2.4 Foundation Excavation Observation It is recommended that all foundation excavations be approved by a representative from this office prior to forming or placement of reinforcing steel. ' 3.2.5 Expansive Characteristics The prevailing foundation soils are nondetrimentally expansive. The recommendations of this ' report reflect a moderately expansive condition. 3.2.6 Settlement Characteristics ' The anticipated total and /or differential settlements for the proposed improvements may be considered to be within tolerable limits provided the recommendations presented in this report are followed. It should be recognized that minor cracks normally occur in concrete slabs and ' foundations due to shrinkage during curing or redistribution of stresses and some cracks may be anticipated. Such cracks are not necessarilyan indication of excessive vertical movements. ' 3.3 GRADING ANDFOUNDATION PLAN REVIEW The grading and foundation plans should be submitted to this office for review to ascertain that the ' recommendations contained in this report are implemented and no revised recommendations are necessary due to changes in the development scheme. Ic J t Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 ' Page 5 3.4 SLABS -ON -GRADE ' 3.4.1 Interior Concrete Slabs -on -Grade Concrete slabs -on -grade for the main structure should have a thickness of five inches and be ' reinforced with at least No. 3 reinforcing bars placed at 18 inches on center each way. Slab reinforcement should be placed approximately at mid - height of the slab and extend at least 6 inches into the footings. The slab should be underlain by a four -inch blanket of clean, poorly ' graded, coarse sand or crushed rock. This blanket should consist of 100 percent material passing the half -inch screen and no more than ten percent and five percent passing #100 and ' #200 sieve, respectively. Where moisture sensitive floor coverings are planned, a 10 -mil visqueen barrier should be placed over the sand layer. To enhance concrete curing, the visqueen should be overlain by at least two inches of sand. ' 3.4.2 Exterior Concrete Slab -on -Grade ' Exterior slabs should have a minimum thickness of 4 inches and should be reinforced with at least No. 3 bars at 18 inches on center each way. The minimum thickness of driveway slabs should be increased to 5 inches. Exterior slabs and driveway slabs should be provided with ' weakened plane joints. Joints should be placed in accordance with the American Concrete Institute (ACI) guidelines ' Section 3.13. Joints should be placed where cracks are anticipated to develop naturally. Alternative patterns consistent with ACI guidelines also can be used. The landscape architect ' can be consulted in selecting the final joint patterns to improve the aesthetics of the concrete slabs -on- grade. ' A one -inch maximum -size aggregate concrete mix is recommended for exterior slabs. A water /cement ratio of less than 0.6 is recommended in order to reduce the amount of water in the concrete mix. Lower water content will decrease the potential for shrinkage cracks. It is ' strongly suggested that the driveway concrete mix have a minimum compressive strength of 3,000 pounds per square inch (psi). This suggestion is meant to address early driveway use ' prior to full concrete curing. Both coarse and fine aggregate should conform to the "Greenbook" Standard Specifications for Public Works Construction. ' It would be prudent to consult with a Materials Engineer regarding review of the concrete mix design, and to retain a Registered Special Inspector to observe placement of the concrete. Special attention should be paid to the method of curing the concrete to reduce the potential for excessive shrinkage and resultant random cracking. It should be recognized that minor cracks occur normally in concrete slabs and foundations due to shrinkage during curing redistribution of �MCT ' Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 ' Page 6 stresses. Some shrinkage cracks may be expected. Such cracks are not necessarily an ' indication of vertical movements or structural distress. Factors that contribute to the amount of shrinkage that takes place in a slab -on -grade include ' joint spacing, depth, and design; concrete mix components; water /cement ratio and surface finishing techniques. According to the attached undated "Technical Bulletin" published by the ' Southern California Rock Products Association and Southern California Ready Mixed Concrete Association, flatwork formed of high -slump concrete (high water /cement ratio) utiliang % -inch maximum size aggregate ( "Pea Gravel Grout" mix) is likely to exhibit extensive shrinkage and ' cracking. Cracks most often occur in random patterns between construction joints. ' 3.5 EARTH RETAINING WALLS 3.5.1 Foundations The recommendations presented in the foundation section of this report are also applicable to ' earth retaining structures. 3.5.2 Passive Pressure The passive pressure for the prevailing soil conditions may be considered to be 350 psf foot per foot of depth. This pressure may be increased one -third for seismic loading. The coefficient of friction for concrete to soil may be assumed to be 0.3 for the resistance to lateral movement. When combining frictional and passive resistance, the friction should be reduced by one - third. ' The upper 12 inches of soil should not be considered when calculating passive pressures for exterior walls. ' 3.5.3 Active Pressure The active soil pressure for the design of unrestrained earth retaining structures with level ' backfills may be assumed to be equivalent to the pressure of a fluid weighing 33 pounds per cubic foot (pcfJ. For restrained walls, an equivalent fluid pressure of 50 pcf may be assumed. An additional 15 pcf should be added to said values for 2:1 (horizontal to vertical) sloping conditions. These pressures do not consider any other surcharge loads. If any are anticipated, this office should be contacted for the necessary increase in soil pressure. This value assumes ' a granular and drained backfill condition. Waterproofing specifications and details should be provided by the project architect. A typical wall subdrain detail is provided on the attached Plate No. 2. t C 1 ' Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 Page 7 3.5.4 Waterproofing and Subdrain Observation The geotechnical engineer should be requested to \erify that waterproofing has been applied and that the subdrain has been properly installed. However, unless specifically asked to do so, ' we will not verify proper application of the waterproofing. 3.5.5 Backfill ' All backfill soils should be compacted to at least 90 percent relative compaction. Expansive or clayey soils should not be used for backfill material. The wall should not be backfilled until the masonry has reached an adequate strength. 3.5.6 Factor of Safety The above values, with the exception of the allowable soil bearing pressure, do not include a factor of safety. Appropriate factors of safety should be incorporated into the design to prevent ' the walls from overturning and sliding. Should you have any questions regarding this document or if we may be of further service, please contact our office at your convenience. Very truly yours, ' SOUTHERN LIFORNIA SOIL INC. Cz ar' rr` D el . Ad R 3 N0 3PI Y 3 .` Vii ce P sident Ex P. ��� "� DBA:sd (5) Addressee (1) David Rippey 1 C ST APPENDIX A ' Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 ' Appendix A, Page Al GRADING RECOMMENDATIONS PROPOSED RIPPEY RESIDENCE LOT 2 CITY OF ENCINITAS TRACT NO. 92 -108 ' 3570 JASMINE CREST ENCINITAS, CALIFORNIA RECOMMENDED GRADING SPECIFICATIONS - GENERAL PROVISIONS GENERAL INTENT ' The intent of these specifications is to establish procedures for clearing, compacting natural ground, preparing areas to be filled, and placing and compacting fill soils to the lines and grades shown on ' the accepted plans. The recommendations contained in the accompanying report and /or the attached special provisions are a part of the Recommended Grading Specifications and shall supersede the provisions contained hereinafter in the case of conflict. These specifications shall ' only be used in conjunction with the geotechnical report for which they are a part. No deviation from these specifications will be allowed, except where specified in the geotechnical report or in other ' written communication signed bythe Geotechnical Engineer. OBSERVATION AND TESTING SCS &T shall be retained as the Geotechnical Engineer to observe and test the earthwork in accordance with these specifications. It will be necessary that the Geotechnical Engineer or his ' representative provide adequate observation so that he may provide his opinion as to whether or not the work was accomplished as specified. It shall be the responsibility of the contractor to assist the ' Geotechnical Engineer and to keep him appraised of work schedules, changes and new information and data so that he may provided these opinions. In the event that any unusual conditions not covered by the special provisions or preliminary geotechnical report are encountered during the ' grading operations. The Geotechnical Engineer shall be contacted for further recommendations. If, in the opinion of the Geotechnical Engineer, substandard conditions are encountered, such as ' questionable or unsuitable soil, unacceptable moisture content, inadequate compaction, ad\erse weather, etc.; construction should be stopped until the conditions are remedied or corrected or he ' shall recommended rejection of this work. Tests used to determine the degree of compaction should be performed in accordance with the ' following American Society for Testing and Materials test methods: Maximum Density & Optimum Moisture Content - ASTM D 1557 ' Density of Soil In -Place - ASTM D 1556 or ASTM D 2922 C ' Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 ' Appendix A, Page A2 All densities shall be expressed in terms of Relative Compaction as determined by the foregoing ASTM testing procedures. PREPARATION OF AREAS TO RECEIVE FILL" All vegetation, brush and debris derived from clearing operations shall be removed, and legally disposed of. All areas disturbed by site grading should be left in a neat and finished appearance, free from unsightly debris. ' After clearing or benching the natural ground, the areas to be filled shall be scarified to a depth of 6 inches, brought to the proper moisture content, compacted and tested for the specified minimum degree of compaction. All loose soils in excess of 6 inches thick should be removed to firm natural ' ground, which is defined as natural soils which possesses an in -situ density of at least 90 percent of its maximum dry density. ' When the slope of the natural ground receiving fill exceeds 20 percent (5 horizontal units to 1 vertical unit), the original ground shall be stepped or benched. Benches shall be cut into firm ' competent formational soils. The lower bench shall be at least 10 feet wide or 1 -1/2 times the equipment width, whichever is greater, and shall be sloped back into the hillside at a gradient of not less than two percent. All other benches should be at least 6 feet wide. The horizontal portion of ' each bench shall be compacted prior to receiving fill as specified herein for compacted natural ground. Ground slopes flatter than 20 percent shall be benched when considered necessary by the Geotechnical Engineer. Any abandoned buried structures encountered during grading operations must be totally removed. ' All underground utilities to be abandoned beneath any proposed structure should be removed from within 10 feet of the structure and properly capped off. The resulting depressions from the above - described procedure should be backfilled with acceptable soil that is compacted to the requirements ' of the Geotechnical Engineer. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines or leach lines, storm drains and water lines. Any buried structures or utilities no to be abandoned should be brought to the attention of the Geotechnical Engineer so that he may determine if any special recommendation will be necessary. All water wells, which will be abandoned, should be backfilled and capped in accordance to the requirements set forth by the Geotechnical Engineer. The top of the cap should be at least 4 feet below finish grade or 3 feet below the bottom of footing whichever is greater. The type of cap will depend on the diameter of the ' well and should be determined by the Geotechnical Engineer and /or a qualified Structural Engineer. FILL MATERIAL ' Materials to be placed in the fill shall be approved by the Geotechnical Engineer and shall be free of ' vegetable matter and other deleterious substances. Granular soil shall contain sufficient fine �ATC Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 -' Appendix A, Page A3 material to fill the voids. The definition and disposition of oversized rocks and expansive or ' detrimental soils are covered in the geotechnical report or Special Provisions. Expansive soils, soils of poor gradation, or soils with low strength characteristics may be thoroughly mixed with other soils ' to provide satisfactory fill material, but only with the explicit consent of the Geotechnical Engineer. Any import material shall be approved by the Geotechnical Engineer before being brought to the site. PLACING AND COMPACTION OF FILL ' Approved fill material shall be placed in areas prepared to receive fill in layers not to exceed 6 inches in compacted thickness. Each layer shall have a uniform moisture content in the range that 1 will allow the compaction effort to be efficiently applied to achieve the specified degree of compaction. Each layer shall be uniformly compacted to the specified minimum degree of compaction with equipment of adequate size to economically compact the layer. Compaction ' equipment should either be specifically designed for soil compaction or of proven reliability. The minimum degree of compaction to be achieved is specified in either the Special Provisions or the recommendations contained in the preliminary geotechnical investigation report. ' When the structural fill material includes rocks no rocks will be allowed to nest and all voids must be ' carefully filled with soil such that the minimum degree of compaction recommended in the Special Provisions is achieved. The maximum size and spacing of rock permitted in structural ills and in non - structural fills is discussed in the geotechnical report, Men applicable. ' Field observation and compaction tests to estimate the degree of compaction of the fill will be taken by the Geotechnical Engineer or his representative. The location and frequency of the tests shall be ' at the Geotechnical Engineer's discretion. When the compaction test indicates that a particular layer is at less than the required degree of compaction, the layer shall be reworked to the satisfaction of the Geotechnical Engineer and until the desired relati\e compaction has been obtained. Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. ' Compaction by sheepsfoot roller shall be at vertical intervals of not greater than four feet. In addition, fill slopes at a ratio of two horizontal to one vertical or flatter, should be trackrolled. Steeper fill slopes shall be over -built and cutback to finish contours after the slope has been constructed. Slope compaction operations shall result in all fill material six or more inches inward from the finished face of the slope having a relative compaction of at least 90 percent of maximum dry density or the degree of compaction specified in the Special Provisions section of this specification. The compaction operation on the slopes shall be continued until the Geotechnical Engineer is of the ' opinion that the slopes will be surficially stable. S Weir Brothers December 21, 2001 Proposed Rippey Residence SCS &T No. 0111243 -1 ' App endix A, Page A4 Density tests in the slopes will be made by the Geotechnical Engineer during construction of the ' slopes to determine if the required compaction is being achieved. Where failing tests occur or other field problems arise, the Contractor will be notified that day of such conditions by written ' communication from the Geotechnical Engineer or his representative in the form of a daily field report. ' If the method of achieving the required slope compaction selected bythe Contractorfails to produce the necessary results, the Contractor shall rework or rebuild such slopes until the required degree of compaction is obtained, at no cost to the Omer or Geotechnical Engineer. CUT SLOPES The Engineering Geologist shall inspect cut slopes excavated in rock or lithified formational material during the grading operations at intervals determined at his discretion. If any conditions not anticipated in the preliminary report such as perched water, seepage, lenticular or confined strata of a potentially adverse nature, unfavorably inclined bedding, joints or fault planes are encountered during grading, these conditions shall be analyzed by the Engineering Geologist and Soil Engineer ' to determine if mitigating measures are necessary. ' Unless otherwise specified in the geotechnical report, no cut slopes shall be excavated higher or steeper than the allowed by the ordinances of the controlling governmental agency. ' ENGINEERING OBSERVATION Field observation by the Geotechnical Engineer or his representative shall be made during the filling ' and compaction operations so that he can express his opinion regarding the conformance of the grading with acceptable standards of practice. Neither the presence of the Geotechnical Engineer ' or his representative or the observation and testing shall not release the Grading Contractor from his duty to compact all fill material to the specified degree of compaction. SEASON LIMITS Fill shall not be placed during unfavorable weather conditions. When work is interrupted by heavy ' rain, filling operations shall not be resumed until the proper moisture content and density of the fill materials can be achieved. Damaged site conditions resulting from weather or acts of God shall be repaired before acceptance of work. kc- 1 Weir Brothers December 21, 2001 ' Proposed Rippey Residence SCS &T No. 0111243 -1 Appendix A, Page A5 RECOMMENDED GRADING SPECIFICATIONS - SPECIAL PROVISIONS RELATIVE COMPACTION: The minimum degree of compaction to be obtained in compacted 9 P P natural ground, compacted fill, and compacted backfill shall be at least 90 percent. For street and parking lot subgrade, the upper six inches should be compacted to at least 95 percent relative compaction. EXPANSIVE SOILS: Detrimentally expansive soil is defined as clayey soil, which has an expansion index of 50 or greater when tested in accordance with the Uniform Building Code Standard 29 -C. OVERSIZED MATERIAL: Oversized fill material is generally defined herein as rocks or lumps of soil over 6 inches in diameter. Oversized materials should not be placed in fill unless recommendations of placement of such material is provided by the geotechnical engineer. At least 40 percent of the fill soils shall pass through a No. 4 U.S. Standard Sie\e. ' TRANSITION LOTS: Where transitions between cut and fill occur within the proposed building pad, the cut portion should be undercut a minimum of one foot below the base of the proposed footings and recompacted as structural backfill. In certain cases that would be addressed in the geotechnical report, special footing reinforcement or a combination of special footing reinforcement ' and undercutting maybe required. ' Basement Subdrain Detail - NO SCALE - Compacted Fill I 4" Min. Dia. Perforated Pipe SDR35 A I O ' I Metavolcanic I 3' Rock I min 1 Compacted min Fill ' min Filter Fabric - Metavolcanic Mirafi 140N or Equivalent - Rock Overlap 6" Min at Joints 3/4" Free - Draining ' Crushed Rock, Min 3 cubic ft/ft A: See Plate #2 ' Rippey Residence SC, SOUTHERN CALIFORNIA $'T' SOIL & TESTING, INC. By: DBA/KMS Date: 12/20/01 ' Job Number: 0111243.1 Plate Number: 1 TYPICAL RETAINING WALL SUBDRAIN DETAIL No Scale X 5 Slab on Grade 12 -1 minimum e!:;7 Subdrain 6" Below Slab on Grade ' 1 ' 1 4" minimum perforated plastic pipe, SDR35 or equivalent, holes down. Provide solid outlet pipe at suitable location. Filter Fabric between rock and soil, 140N Mirafi or equivalent, 6" minimum overlap ' 0 3/4" crushed rock, 3/4 wall height Waterproof back of wall following architect's specifications ' 05 Low expansion potential granular backfill compacted to 90 percent as determined in accordance with ASTIVI D 1557-91 ' © Surface drainage ditch per civil drawings, where applicable SC SOUTHERN CALIFORNIA PROPOSED RIPPEY RESIDENCE SOIL & TESTING, INC. BY: DBA/SD DATE: 12-20-01 JOB NUMBER: 0111243-1 PLATE NO.: 2 Y� Southern Southern Ce i. R r M TECHNICAL ' Rock eedy ix Products Concrete Association A ssociation BULLETIN 4�0 ���� 3 /8" AGGREGATE "PEA GRAVEL GROUT" MIX ' FOR USE IN FLATWORK. ' Pea gr avel" mixes are being used in many locations in Southern California for slabs p ump p on grade. Many complaints of 'poor' concrete, mainly cracking, are due to the use of these mixes. The ease of placing this "concrete" at long distances from the ready -mix truck with minimum manpower has been the primary reason for the increased use of small line grout pumps. Slabs made of high slump concrete improperly cured in any environment, with or without ' reinforcement, will shrink excessively and crack extensively. These mixes tend to shrink more than conventional 1" aggregate concrete mixes because of the need for more sand or fines and water to make the mix more fluid or pumpable. This increased shrinkage will cause more ' cracking. Minimum cement contents are usually ordered for economy. This makes for a higher water /cement ratio that also leads to lower strengths and more cracking. ' Freedom from random cracking is desired for all concrete floors. The degree to which random shrinkage cracking can be reduced is improved by using concrete with a minimum shrinkage ' potential that contains the maximum size of coarse aggregate and the maximum amount of coarse aggregate consistent with placing and finishing methods. A larger aggregate size permits a lower water content in the concrete which results in less shrinkage of the cement paste. Suggested Spacing of Control Joints Slab Less than Larger than Slump less Control Joint thickness 3 /4 -in aggregate 3 /4 -in aggregate than 4 -in Min. depth inches spacing, ft. spacing, ft. spacing, ft. inches ' 3 6 8 9 0.75 4 8 10 12 1.00 5 10 13 15 1.25 ' 6 12 15 18 1.50 7 14 18 21 1.75 1 Crack control of concrete slabs on grade is dependent upon slab thickness, shrinkage potential of the concrete, curing environment and suggested joint spacing as demonstrated by the above table. Btfil • 1 and Patios in Southern California 1 Concrete is an excellent building material for residential LAYOUT - JOINTS ' construction. In addition to its superior overall appearance, it can The first wk of the planning process is to determine the be molded to many shapes and finished with many textures. location and slope of the conc rete. The concrete should be sloped Concrete may be colored or combined with stone, brick, or tile so that water drains away from buildings and does not accumulate paving in many interesting patterns. Concrete is a good material in low spots. A slope of 1 to 2% (or 1/8 to 1/4 inch per linear foot) to use for ground cover. Concrete slabs are low- maintenance, is generally recommended. long - lasting home additions, especially when compared to other Concrete shrinks as it dries out and therefore will crack. In ' materials. ' order to control cracks into straight lines and to minimize the With careful planning the average homeowner can construct occurrence of cracks, "contraction" and "isolation" joints arecut his own patio or sidewalk, or he may choose to employ an or tool grooved into concrete ilabs. "Joints" are simply experienced contractor. In either case the homeowner should weakened cross sections in slabs resulting in good looking ' familiarize himself with these guidelines so that the end result preplanned cracks. (figure 2) will be consistent with the homeowner's desires. • Polio V f f L 0 Service s?000, walk — Or . r.: \ — Porch ' \ Iioio ?lion h r join?$ e L• �� D� � ` � Front �o:k fl �( i • Doub . -car Q� G Q V £� ' r Control r� ;oirt'S •. ISOl0lian join?$ ��• :l�alM ' Flat" " Curb Fig. 1 Concrete walks, driveways, and patios shou'rd be provided with•properly. ' placed joints. B) Short- handed.square -ended shovels are used to spread out 1i) A semi -stiff bristled push -broom may be used to create a he concrete in the forms, and to tamp down the concrete along roughen:: dnon -slip surface. In addition to providing an excellent he edges of the slab. non -slip surface, the use of a "broom finish" reduces or C) A straightedge (usually a 2 x 4 board) is used to strike off eliminates the need for troweling (figure 7). rid level the concrete using a sawing style motion. n A heavy spray application of liquid curing compound is the D) A wood or metal float is used to further level the concrete most practical method to prevent rapid drying and cracking of the without sealing the surface (figure 5). slab. 'Water may be used instead but the concrete must be kept continually wet for three to seven days. The use of plastic sheeting may cause strong discoloration of the concrete surface. ORDERING YOUR CONCRETE j If you order your own concrete, consult with your local ready- ' mixed concrete producer to select the correct concrete mixture for your needs. Unless your house is located at high elevations Fig. 5 where freezing and thawing occurs regularly, there is no need to ' use air- entraining admixtures. Be sure to tell the supplier if the concrete is to be pumped into Bull floats may be either wood or magnesium. For non -air- entrained place. Be sure that the truck has access to the point at which you ' concrete, wood bull floats may be best but for air - entrained concrete, want him to discharge his load. Check the width of driveways and metal bull floats are better. Bull floats are used to get rid of the high and the height of overhead power and telephone lines. Be advised low spots after straightedging. that concrete trucks are heav and may crack existing walks and ' driveways. The use of pea gravel (3B ") pump mix is not recommended for residential use: This type of concrete shrinks more when it dries £) Edger tools should be used'all the way around the exposed than concrete made with 1" gravel. Because it shrinks more it edges so that a rounded edge is formed. In addition to making the also cracks more. If the homeowner must use a 318" pump mix, concrete look good, rounded edges are safer in case of trips and please refer to the technical bulletin, 318" Agcreoate "Pea Gravel falls. Grout" Mix for Use in Fla work published by the Technical F) Jointing tools are used to cut straight grooves into the Committee of the Southern California Ready Mixed Concrete ' concrete. The jointing tool should have a blade depth of at least Association. on- fourth the depth of the slab (figure 6). A contractor may elect Concrete is sold in units of cubic yards (1 cubic yard equals 27 to saw -cut joints the next day or may use premolded plastic strips. cubic feet). Order quantities small enough so that you can place G) A trowel is used to seal and compact the top surface of the and finish the concrete before it hardens. An experienced concrete. Repeated troweling will create a hard smooth slippery homeowner should order no more than 3 cubic yards at one time surface which usually is not desirable for exterior concrete and should have at least one other person to help. Avoid placing ' exposed to rain or other water. . - j �_ �t'I'*Tt�:r i • ? =�1 }ir � _•'� -- :,ma »• r • -' � 111 _ � � r 'f �i i•S. pis• � �' ��•`'� ' • Fig. 6 Fig. 7 ' A straightedge such as a board, 1 inch thick and at least 6 inches wide, Broomed finish can be obtained by pulling damp brooms across Ireshly- is recommended as a guide when scoring with a groover. floated or troweled surfaces.