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1997-5290 G ENGINEERING & SURVEYING 1525 S. Escondido Blvd. Suite A, Escondido, CA 92025 (760) 741 -0533 FAX (760) 741 -5794 December 19, 2000 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Pad Certification for Grading Permit Number 5290 — G. Pursuant to section 23.24.3 10 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for lots 216 - 100 -22-00 and 216- 100 -23 -00. As the Engineer of Record for the subject project, I hereby state all rough grading for these units has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310 (B). The following list provides the pad elevations as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation Pad Location Per Plan Per Field Measurement 1 * Main House 200.00- 204.00 200.00 - 204.00 2# Main Garage 205.00- 205.25 205.00- 205.10 3 Acc Unit 205.75 205.70 4 Acc Unit Garage 204.75 204.68 * The main house is on raised floor. The under floor grade is at 200.00 on the North side and rises to 204.00 on the Southeast. # The main garage pad slopes 3" East to West. 23.34.310(B)1. Construction of line and grade for all engineered drainage devices and/or retaining walls have been field verified and are in substantial conformance with the subject grading plan. 23.24.310(B)5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. 23.24.10(B)6. The construction of earthen berms and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plan. Q\ 2,OF ESS /0 R. ( 9 �� Herald R. Lantis, P.E. N0.33220 m EXP 6 -30 -02 CIVIV grF OF CALk4O� NORTH COUNTY COMPACTION ENGINEERING, INC. November 20, 2000 Project No. CE -6047 Jeff Anderson 757 Hymettus Ave. Encinitas, CA 92024 Subject: Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling 1753 Caudor Street Encinitas, California Dear Mr. Anderson: In response to your request, the following report has been prepared to indicate results of soil testing, observations, and inspection of earthwork construction at the subject site. Testing and inspection services were performed from October 30, 2000 through November 13, 2000. Briefly, our findings reveal filled ground has been compacted to a minimum of ninety percent (90 %). Therefore, we recommend construction continue as scheduled. SCOPE Our firm was retained to observe grading operations with regard to current standard practices and to determine the degree of compaction of placed fill. Grading plans were provided by H & L Land Surveying of Escondido, California. Grading operations were performed by Kern Tractor of Carlsbad, California. Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation", dated March 7, 2000. Approximate locations and depth of filled ground and extent of earthwork construction covered in this report are indicated on the attached Plate No. One entitled, "Test Location Sketch ". P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480 -1116 FAX (760)741 -6568 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 2 Grading operations were created to construct a multi -level building pad to accommodate both raised floor and slab on grade construction. Should the finished pad be altered in any way, we should be contacted to provide additional recommendations. The site was graded in accordance with recommendations set forth in our previously submitted report. The site was graded to approximately conform to project plans. Actual pad size and elevation may differ. Finish grade operations are to be completed at a later date. LABORATORY TESTIN G Representative soils samples were collected and returned to the laboratory for testing. The following tests were performed and are tabulated on the attached Plate No. Three. 1. Optimum Moisture/Maximum Density (ASTM D -1557) 2. Expansion Potential Test (FHA Standard) SOIL CONDITIONS Native soils encountered were silty -sands and clayey sands. Fill soils were generated from on- site excavation. The building site contained a transition from cut to fill. However, cut areas located within the building area were over excavated a minimum of 3 feet and brought to grade with compacted soil. Over excavation was carried a minimum of 5 feet beyond the exterior building perimeter. Hence, no consideration need be given this characteristic. On -site soils were found to have an expansion index of 95 and are classified as being "high" in expansion potential. Therefore special recommendations will be necessary to reduce the probability of structural damage. Fill soils were placed, watered, and compacted in 6 inch lifts. During earthwork construction, areas where fill was placed were scarified, watered, and compacted to a minimum of ninety percent (90 %). To determine the degree of compaction, field density tests were performed in accordance with ASTM D -1556 or D -2922 at the approximate horizontal locations designated on the attached Plate No. One entitled, "Test Location Sketch ". A tabulation of test results and their NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 3 vertical locations are presented on the attached Plate No. Two entitled "Tabulation of Test Results ". During grading operations, all fill soils found to have a relative compaction of less the ninety percent (90 %) were reworked until proper compaction was achieved. RECOMMENDATIONS AND CONCLUSIONS Continuous inspection was not requested to verify fill soils are placed in accordance with current standard practices regarding grading operations and earthwork construction. Therefore, as economically feasible as possible, part-time inspection was provided. Hence, the following recommendations are based on the assumption that all areas tested are representative of the entire project. 1.) Compacted fill and natural ground within the defined building areas have adequate strength to safely support the proposed loads. 2.) Slopes may be considered stable with relation to deep seated failure provided they are properly maintained. Slopes should be planted with light groundcover (no gorilla ice plant) indigenous to the area. Drainage should be diverted away from the slopes to prevent water flowing on the face of slope. This will reduce the probability of failure as a result of erosion. 3.) In our opinion, soil liquefaction at the site is unlikely to occur due to the following on -site soils conditions: A). Groundwater was not encountered at the time of grading. B). Loose compressible topsoils were removed to firm native ground and recompacted to a minimum of ninety percent (90 %) of maximum dry density. Q. The dense nature of the formation underlying the site. D). On -site soils possess relatively high cohesion characteristics. 4.) Temporary slopes to be retained and/or completed at a later date should be considered unstable and may prove to be a detrimental condition. Furthermore, we should be contacted to supervise backfill operations. Backfill materials should consist of non - expansive soils (having a swell of less than 2 %) placed at a width behind the wall equivalent to two - thirds of the retained height. Crushed rock (1 NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 4 inch minus), approved by this office, may be an alternate method. All walls should be provided with drains. Drains should consist of 4 inch perforated pipe surrounded with crushed rock placed at a minimum of 1 cubic foot per lineal foot and have a minimum fall of one percent (1%). A structural engineer should be contacted for a retaining devise recommendations. 5.) Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade, will have an estimated allowable bearing value of 1500 pounds per square foot. 6.) Footings located on or adjacent to slopes should be founded at a depth such that the horizontal distance from the bottom outside face of footing to the face of the slope is a minimum of 8 feet. 7.) Plumbing trenches should be backfilled with a non - expansive soil having a swell of less than two percent (2 %) and a minimum sand equivalent of 30. Backfill soils should be inspected and compacted to a minimum of ninety percent (90 %). 8.) Unless requested, recommendations for future improvements (additions, pools, recreation slabs, additional grading, etc.) Were not included in this report. Prior to construction, we should be contacted to update conditions and provide additional recommendations. 9.) Completion of grading operations was left at rough grade. Therefore, we recommend a landscape architect be contacted to provide finish grade and drainage recommendations. Drainage recommendations should include a two percent (2 %) minimum fall away from all foundation zones. 10.) Expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Therefore, foundation recommendation 6.132 of our Preliminary Soils Report, dated March 7, 2000, should be utilized. Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5 %). NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 5 Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. UNCERTAINTY AND LIMITATIONS In the event foundation excavation and steel placement inspection is required and/or requested, an additional cost of $170.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter ". If foundations are constructed in more than one phase, $120.00 for each additional inspection will be invoiced. It is the responsibility of the owner and/or his representative to carry our recommendations set forth in this report. San Diego County is located in a high risk area with regard to earthquake. Earthquake resistant projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on -site safety of our personnel only. We cannot assume liability of personnel other than our own, It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL -OSHA and/or local agencies. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, ESS10 North County COMPACTION ENGINEERING, INC. No. 713 z iv m 9/30/01 m Ronald K. Adams Dale R. Reg President Registered Civ gip(�� Geotechnical Engi 13 RKA:paj cc: (3) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING PROPOSED SINGLE FAMILY DWELLING CAUDOR STREET ENCINITAS, CALIF NIA i � � • �:/ o,� , %�;�� 11 " I •d� \ / i. APPROX. SCAL T7 1 is 201 I � o 4 , - X g % \8 in — 'T S I x \ I y/A 1 2 E, LIMITS OF GRADING I TEST LOCATION SKETCH PROJECT No . CE -6047 PLATE No ONE NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS Test # Date Horizontal Vertical Field Moisture Dry Density Soil Percent of Location Location % Dry Wt. LB Cu. Ft. Type Compaction 1 10/30/00 See 200 12.7 112.7 II 92.3 2 Plate 202 12.6 111.1 II 91.0 3 One 204 11.9 117.4 II 96.2 4 205 13.1 114.8 11 94.1 5 10/31/00 202 16.8 110.9 II 90.9 6 203 14.6 112.4 11 92.1 7 200 16.9 110.5 II 90.5 8 202 15.6 111.4 11 91.3 9 197 17.1 111.0 II 90.9 10 199 15.0 112.2 11 91.9 11 11/01/00 201 13.6 112.8 11 92.4 12 202 14.3 113.7 11 93.1 13 204 15.1 111.4 11 91.3 14 11/13/00 206 RFG 13.2 118.6 11 97.2 15 203 RFG 12.6 120.2 11 98.5 16 200 RFG 11.7 120.4 II 98.6 REMARKS: RFG = Rough Finish Grade PROJECT NO. CE -6047 PLATE NO. TWO t NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (% DRY WM Yellow Brown, Silty -Sand I 116.2 08.0 Brown Grey Sandy -Clay II 122.0 12.7 EXPANSION POTENTIAL SAMPLE No I II CONDITION Remold 90% Remold 90% INITIAL MOISTURE ( %) 7.8 12.8 AIR DRY MOISTURE ( %) 2.9 10.0 FINAL MOISTURE ( %) 19.2 24.2 DRY DENSITY (PCF) 104.5 109.8 LOAD (PSF) 150 150 SWELL ( %) .000 9.5 EXPANSION INDEX 0 95 PROJECT NO. CE -6047 PLATE NO. THREE - ENGINEERING &SURVEYING 1525 S. Escondido Blvd. Suite A, Escondido, CA 92025 (760)741 _0533 FAX (760) 741 -5794 July 14, 2000 SUPPLEMENTAL NOTES TO: DRAINAGE STUDY 1753 CAUDOR STREET ENCINITAS Original Date May 18, 2000 In response to I". Plan Check comments: • Page 2 (Hydrology) Area 5 is the off -site flow entering the subject property at the Southeast comer.(Refer to blue basin exhibit in report.) The total 100 year flow is 5.20 c.f.s. and the driveway capacity is estimated at 8.16 c.f.s. However, if the driveway is not maintained in a clean condition any overflow will spill out of the driveway to the South and never reach the subject property. In any event, the maximum 100 year flow is 5.20 c.f.s. I thought you would like to know what the driveway capacity was and which direction any overflow might take. • Page 3 (Hydraulics) Currently (Pre - Development) all of area 5 and the rear 120 feet (9600 S.F.) of the site drain across the westerly property line. As proposed (Post - Development), all of area 5 and only area 1 will drain across the westerly property line. Before Q= 5.20 +[9600 /43,560x0.45x4.38] =5.63 c.f.s. After Q =5.20 +0.13 =5.33 c.f.s. The calculated reduction is 0.30 c.f.s. • Page 4 (Hydraulics) Currently the City of Encinitas is maintaining the public street frontage. A flow of 0.76 c.f.s. entering the public right of way at 4.5 feet per second is a normal condition enjoyed by many residential lots in the community. My purpose in calculating this data was to demonstrate the typical nature of our proposed design. Maintenance within the public right of way is outside the normal responsibility of residents unless their action is malicious and exceeds the necessary enjoyment of their land. The drainage pattern proposed is typical of most residential lots with public street frontage and is intended to allow the use of residentially zoned land. c ��pFESSI� PIILSO �L LU �.Xr. u;:CiJ 1 David A Nilson, P.E. �P RCE 22408 -Valid to 9/30/01 ST4�� GA&� t ' DRAINAGE STUDY 1 APN # 216 - 100 -22 & 23 t 1753 CAUDOR STREET POR S 1 /z SW ' /a SW V4 SEC 34, T12S, R4W t ENCINITAS, CA JOB NO. 4821 1 PREPARED FOR: JEFF ANDERSON 757 HYMETUS AVE. " ENCINITAS, CA 92024 ` uu May 18, 2000 \d N tt JJ �L r ;G G� DAVID NILSO � 09130/01 R.C.E. 22408 Cpvt- �. Expires 9/30/01 OFCP'ok RUNOFF COEFFICIENTS (RATIONAL METHO0) DEVELOPED AREAS (URBAN) ' Coefficient. C Soil Group "" Land Use A B C D ' Residential: ' Single Family .40 .45 .50 .55 Multi -Units .45 .50 .60 .70 \ Mobile Homes .45 .50 .55 .65 �a w 1 � Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Commercial (2' 80% Impervious .70 .75 .80 .85 Industrial (2) 90% Impervious .80 .85 .90 .95 NOTES: Soil Group maps are available at the offices of the Department of Public Works. 12) 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 group. Actual imperviousness = 50% t Tabulated imperviousness = 80% ' Revised C = 50 x 0.85 = 0.53 80 APPENDIX IX Updated 4/93 XION3ddV cg /i pOsinDe lntensiry `IIIIIrC�� Iluur� _ i I rC-► . -- ' rD TV N Cs) t. to Q J L71 t C) r r r N �! 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PRELIMINARY SOILS INVESTIGATION FOR PROPOSED SINGLE FAMILY DWELLING 1753 CAUDOR STREET ENCINITAS, CALIRORNIA i PREPARED FOR JEFF ANDERSON 757 HYMETTUS AVE. ENCINITAS, CA 92024 MARCH 7, 2000 PROJECT NO. CE -6047 INORTH COUNTY COMPACTION ENGINEERING, INC. March 7, 2000 Project No. CE -6047 Jeff Anderson 757 Hymettus Ave. Encinitas, CA 92024 SUBJECT: Preliminary Soils Investigation Proposed Single Family Dwelling 1753 Caudor Street Encinitas, California Dear Mr. Anderson: In response to your request, we have performed a Preliminary Soils Investigation for the subject project. The purpose of our investigation was to evaluate the suitability of the site for the proposed development and make recommendations with regard to site grading and foundation design. Briefly, our investigation revealed the presence of "moderate to high" expansive top soils that will require selective grading techniques and/or a special foundation system. However, it is our opinion the site will be suitable for the proposed development, provided recommendations set forth in the attached report are adhered to. If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, North County o Quo � SS /o�q AF COMPACTION ENGINEERING, INC. 12 No. 713 M XP. 9/30/01 M v � Ronald K. Adams Dale R. Regli s �0�. c President Registered Civi Geotechnical Engi RKA:paj cc: (3) submitted (2) filed P. O. BOX 302002 * ESCONDIDO, CA 92030 * (760)480 -1116 FAX (760)741 -6568 NORTH COUNTY COMPACTION ENGINEERING, INC. l TABLE OF CONTENTS Page 1.) Purpose and Scope 1 2.) Location and Description of Site 1 3.) Field Investigation 1 4.) Soil Conditions 2 5.) Laboratory Soil Testing 2 6.) Recommendations and Conclusions 3 A.) Grading 3 B.) Foundations 4 C.) Slopes 6 D.) Retaining Walls 6 E.) Estimated Paving Section 7 F.) Review of Grading Plan 8 7.) Seismic Design Considerations 8 8.) Uncertainty and Limitations 9 APPENDIX Appendix A: Exploration Legend & Unified Soil Classification Chart Plate No. One Test Pit Location Plan Plate No. Two thru Five Exploration Logs Plate No. Six Tabulation of Test Results Appendix B: Recommended Grading Specifications NORTH COUNTY COMPACTION EI`IGII`IEERII`IG, INC. Project No. CE -6047 Page 1 i 1. PURPOSE AND SCOPE The purpose of the investigation was to determine if the site is suitable for the proposed single family dwelling. The scope of the investigation was to: A. Determine the physical properties and engineering characteristics of the surface and subsurface soils. B. Provide design information with regard to grading, site preparation, and foundation design of the proposed structure(s). 2. LOCATION AND DESCRIPTION OF SITE The site is located at 1753 Caudor Street in the City of Encinitas, California. The 80 foot X 275 foot rectangular shaped lot is bordered by single family dwellings to the east, west, and south, and Caudor Street to the north. The north half of the property is occupied with a previously graded cut/fill level building pad that was constructed to a finish grade elevation of 198 msl. The pad was found to consist of shallow cuts and compacted fill soils to a maximum depth of 3 feet. Block masonry retaining walls were constructed along the driveway approach and the easterly property line. The south half of the property steps up to an elevation varying between 198 and 207 msl and remains natural. Site topography consist of gentle terrain sloping downhill to the west and northwest. Vegetation consist of recently mowed native grasses and approximately one dozen small to medium size trees. 3. FIELD INVESTIGATION The field investigation was performed on February 17, 2000 and included an inspection of the site and the excavation of four exploratory trenches, with a backhoe to depths of nine feet. Location of test pits are shown on the attached Plate No. One, entitled "Test Pit Location Plan ". As excavation proceeded, representative bulk samples were collected. In place natural densities and moisture contents were determined at different depths in the excavations and are included on Plate No.'s Two through Five. Subsequent to obtaining soil samples, our exploratory excavations were backfilled. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 2 4. SOIL CONDITIONS Loose surficial top soils (clayey -sands and sandy- clays) consisting of fill and/or plowed ground were found to be 1 foot, 2 feet, and 2 % feet in depth in Test Pit No.'s Two, Three, and Four, respectively. Underlying native soils were dense slightly cemented silty- sandstones of costal terrace deposit. Compacted fill soils (clayey - sands) were encountered in Test Pit No. One (existing pad) to depths of 3 feet. Fill soils were succeeded by dense native soils comprised of silty- sandstones. Expansive top soils (clayey -sands and sandy- clays) were encountered in Test Pit No.'s One, Two, Three and Four, to depths of 3 feet, 1 foot, 2 feet and 1 '/Z feet, respectively. Top soils were found to be "moderate" to "high" in expansion potential having an expansion index of 95. Underlying formational soils (silty- sandstones) were found to have an expansion index of less than 5 and are classified as being "very low" in expansion potential index. Groundwater was not encountered at the time of our investigation, nor did caving of exploratory trenches occur. In addition, due to the dense nature of the underlying sandstone formation at the site, it is our opinion, soil liquefaction is unlikely to occur in the event grading is performed in accordance with the recommendations set forth in this report. 5. LABORATORY SOIL TESTING All laboratory test were performed on typical soils in accordance with accepted test methods of the American Society for Testing and Materials (ASTM). Tests conducted include: A). Optimum Moisture & Maximum Density (ASTM D -1557) B). Direct Shear (Remold) (ASTM D -3080) Q. Sieve Analysis (ASTM D-421) D). Field Density & Moisture (ASTM D -1556) E). Expansion Potential (FHA Standard) Test results are tabulated on the attached Plate No.'s Two through Six, entitled "Exploration Log" and "Tabulation of Test Results ". NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 3 i i 6. RECOMMENDATIONS AND CONCLUSIONS General I It is our understanding, the proposed dwelling will consist of split -level wood frame construction supported upon both raised floor and slab on grade foundation systems. In addition, the extreme north portion of the structure will be founded on the existing building pad spanning across the existing cut slope to the south half of the property. The location of the dwelling is located on attached Plate No. One, entitled Test Pit Location Plan. I In our opinion, the site is suitable for the proposed single family dwelling. Recommendations presented in this report should be incorporated into the planning, design, and construction phases of the subject project. 6A. Grading General Our initial recommendation is to grade the site selectively to assure expansive top soils are removed from the proposed building area. This may require lowering finish grade elevations from 1 foot to 2 '/z feet in depth and/or importing non - expansive soils to compensate for material displacement. The area to be selectively graded should extend under and a minimum of 5 feet beyond the proposed building footprint and/or surface improvements where applicable. All grading should be performed in accordance with the City of Encinitas Grading Ordinance and the Recommendations /Specifications presented in this report. Subsequent to site demolition, loose surficial soils (plowed ground/old fill), as indicated on the attached Plate No's Three through Five, should be undercut or removed to firm native ground and recompacted in accordance with the attached Appendix `B' entitled "Recommended Grading Specifications ". Firm native ground may be determined as undisturbed soil having an insitu density of greater than ninety percent (90 %) of maximum dry density. We should be contacted to document firm native ground is exposed and properly prepared prior to filling. Prior to constructing fill slopes, shear keys should be excavated a minimum of 2 feet into firm native ground, inclined back into slope, and have a minimum width of 15 feet. We should be contacted to document keyways were properly constructed prior to placing fill. Natural terrain steeper than an inclination of 5:1 (horizontal to vertical units), should be benched (stair- stepped) to provide a stable bedding for subsequent fill. Sizing of benches should be determined by the Soils Engineer or his representative during grading. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 4 ` r All fill soils generated from earthwork construction should be placed in conformance with the attached Appendix `B' entitled, "Recommended Grading Specifications ". If soils are imported they should be non - expansive (less than 2% swell having strength parameters equal to or � and granular by nature, contacted to inspect an/or tot imported soils prior than the then on site to the should wil be suitable for the proposed construction. y Particles of rock, asphalt and concrete debris, having a diameter of greater than 12 inches, will not be suitable fill material and should be separated from fines during grading and hauled off - site. If encountered, leach lines and/or pipes should be removed. Concrete pipes may be crushed in place. Trench lines should be recompacted in accordance with Appendix `B'. It is highly probable the proposed structure will be traversed by a transition from cut to fill. Therefore, to reduce structural damage occurring from foundations bearing on two different soil types, the following measure should be employed: It is recommended the cut side of the transitional areas be removed to a depth of 1 foot below the bottom of the deepest proposed footing and brought back to grade with properly compacted fill. This will allow the proposed structure to bear entirely on a compacted fill mat, thus reducing the probability of differential settlement. The removal area should extend under and a minimum of 5 feet beyond the proposed dwelling. 6B. Foundations General In the event that grading is performed selectively to assure expansive top soils are removed from the proposed building area, conventional foundations may be utilized, provided the aforementioned Grading Recommendations are adhered to. For One -Story Construction: Continuous footings having a minimum width of 12 inches and founded a minimum depth of 12 inches below lowest adjacent grade will have an allowable soil bearing pressure of 2000 pounds per square foot. NORTH COUNTY COMPACTION ' ENGINEERING, INC. Project No. CE -6047 I Page 5 For Two -Story Construction: Continuous footings should have a minimum width of 15 inches and be founded a minimum depth of 18 inches below'lowest adjacent grade. Isolated square footings having a diameter of 18 inches and founded a minimum depth of 18 inches below lowest adjacent grade will have an allowable soil bearing pressure of 2000 pounds per square foot. All continuous footings are to be reinforced with one #4 bar top and bottom. Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Slabs should be a minimum of 4 inches thick reinforced with #3 bars on 18 inch centers, both ways at mid -point of slab thickness. Slab underlayment should consist of 4 inches of washed concrete sand with a visqueen moisture barrier installed at mid -point of sand (2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D -2419 to insure a minimum sand equivalent of 30. Foundation set -backs from top of slopes should be a minimum of 8 feet. If this cannot be achieved, footings near or on adjacent slopes should be founded at a depth such that the horizontal distance from the bottom outside edge of footing to the face of the slope is a minimum of 8 feet. 6132) Foundations (Alternative) General If selective grading proves to be unfeasible, expansive soils encountered during our investigation will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Continuous footings having a minimum width of 12 inches and founded a minimum of 24 inches below lowest adjacent grade will have an allowable soil bearing pressure of 1500 pounds per square foot. All continuous footings are to be founded a minimum of 24 inches below lowest adjacent grade and reinforced with two #4 bars, top and bottom (total of 4). Steel should be positioned 3 inches above bottom of footing, and 3 inches below top of footing. All isolated square footings should have a minimum width of 24 inches and founded a minimum of 24 inches below lowest adjacent grade. I • NORTH COUNTY COMPACTION I ENGINEERING, INC. Project No. CE -6047 Page 6 Interior slabs should be 5 inches thick and reinforced with #3 bars on 18 inch centers, both ways. Steel should be positioned at mid - height of slab thickness. Garage slabs should be free floating. Slab underlayment should consist of visqueen installed within a 4 inch sand barrier (2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D -2419 to insure a minimum sand equivalent of 30. Foundation set -backs from top of slopes should be a minimum of 8 feet. If this cannot be achieved, footings near or on adjacent slopes should be founded at a depth such that the horizontal distance from the bottom outside edge of footing to the face of the slope is a minimum of 8 feet. Clayey soils should not be allowed to dry prior to placing concrete. They should be watered to insure they are kept in a very moist condition or at a moisture content exceeding optimum moisture content by a minimum of five percent (5 %). 6C. Slopes Cut and compacted fill slopes constructed to maximum heights of 10 feet with maximum slope ratios of 2:1 (horizontal to vertical units) will be stable with relation to deep seated failure, provided they are properly maintained. During grading, positive drainage away from top of slopes should be provided. Subsequent to completion of grading, slopes should be planted as soon as possible with light groundcover indigenous to the area. 6D. Retaining Walls The following retaining wall design criteria is based on the assumption that retaining walls will be backfilled with on -site non - expansive formational soils and/or imported non - expansive sands. On -site expansive top soils should not be utilized to backfill retaining walls. For static conditions, the prevailing soils will have an allowable equivalent passive fluid pressure of 278 psf, increasing 278 psf per foot in depth. Allowable pressures assume walls are backfilled with a non - expansive sand a distance behind the wall equivalent to two- thirds the retained height. Allowable active pressures may be assumed to be equivalent to the pressure of a fluid weighing 39 pcf for unrestrained walls. These values assume a vertical, smooth wall, and a level, drained backfill. Should these conditions not be met, we should be contacted for new values. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 7 f Allowable active pressures for restrained walls may be assumed to be equivalent to the pressure of a fluid weighing 39 pcf, plus an additional uniform lateral pressure of 8H. H= height of retained soils above top of wall footing in vertical feet. Allowable active pressures for retaining walls with 2:1 inclinations of sloping surcharge may be f assumed to be equivalent to a pressure of fluid weighing 56 pcf. The coefficient of friction of concrete to soil may be assumed to be .34 for resistance to horizontal movement. 6E. Estimated Paving Section Structural section for asphaltic paving for the proposed driveways and parking area are based on estimated R- Values of 5 and 45 for expansive subgrade soils and non - expansive subgrade soils, respectively. Actual sections will need to be determined upon completion of grading and inspection of subgrade soils. Assumed Traffic Index = 4.5 Expansive Subgrade Soils Estimated R -Value = 5 3 inches of asphaltic paving on 8 inches of select base coarse on (Class II) 6 inches of recompacted native subgrade. Assumed Traffic Index = 4.5 Non - expansive Subgrade Soils Estimated R -Value = 45 2 inches of asphaltic paving on 4 inches of select base coarse on (Class II) 6 inches of recompacted native subgrade. All materials and construction for asphaltic paving and base should conform to the Standard Specifications of the State of California Business and Transportation Agency, Department of Transportation, Sections 39 and 26, respectively. Class II base material should have a minimum R -Value of 78 and a sand equivalent of 30. All materials should be compacted to a minimum of ninety-five percent (95 %). • NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE -6047 Page 8 Rigid Concrete Paving: (Expansive Subgrade) I 6 inches of concrete reinforced with #3 bars on 18 inch center, both was on 6 inches of Class II base material on y ' 6 inches of recompacted native subgrade soil. Rigid Concrete Paving: I (Non- Expansive Subgrade) 4 inches of concrete reinforced with #3 bars on 18 inch centers, both ways, on 5 inches of Class II base material on 6 inches of recompacted native subgrade soil. NOTE: All concrete should have a minimum compressive strength of 3250 psi. All subgrade and base materials should be compacted to a minimum of ninety -five percent (95 %). 6F. Review of Grading Plan Approved site and grading plans were not available at the time of our investigation. Therefore, upon their completion, we should review them to assure compliance with the recommendations presented in this report. Preliminary Plans used during our investigation were prepared by M. Steyn of Carlsbad, California. 7. SEISMIC DESIGN CONSIDERATIONS (Near Source Factor) A.) Soil Profile = SD (Table 16 -J of the 1997 Uniform Building Code) B.) Type `B' Fault (Rose Canyon) C.) Distance = 11 km (California Department of Conservation, Division of Mines and Geology [maps] in conjunction with Tables 16 -S and 16 -T of the 1997 Uniform Building Code) NORTH COUNTY COMPACTION ENCINEERIIYC, INC. Project No. CE -6047 Page 9 8. UNCERTAINTY AND LIMITATIONS Surface and subsurface soils are assumed to be uniform. Therefore, should soils encountered during construction differ from those presented in this report, we should be contacted to provide their engineering properties. It is the responsibility of the owner and contractor to carry out recommendations set forth in this report. During our investigation of the subject site, evidence of faulting was not encountered. Subsequent to review of available geologic literature, we feel any faulting in the vicinity of the site may be classified as inactive. However, it should be noted that San Diego County is located in a high seismic area with regard to earthquake. Earthquake proof projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on -site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by CAL -OSHA and/or local agencies. Should you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, 0r ESS /U North County COMPACTION ENGINEERING, INC. J No. 7130 rn Ronald K. Adams Dale . President Registered t1F ©Q' 393 Geotechnical 000713 RKA:paj cc: (3) submitted (2) filed V. NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESMPTION GROUP SYMBOL TYPICAL NAME I. COARSE GRAINED: More than half of material is larger than No. 200 sieve size. GRAS CLEAN GRAVELS GW Well graded gravels, gravel -sand More than half of coarse fraction is larger than No. 4 sieve size, but mixtures, little or no fines. smaller than 3 ". GP Poorly graded gravels, gravel sand mixtures, little or no fines. GRAVELS WITH FINES GM Silty gravels, poorly (Appreciable amount of fines) P y graded gravel - sand- silt mixtures. GC Clayey gravels, poorly graded SANDS CLEAN SANDS gravel -sand, clay mixtures. SW Well graded sand, gravely sands, More than half of coarse fraction little or no fines. is smaller than No. 4 sieve size. SP Poorly graded sands, gravely sands, SANDS WITH FINES little or no fines. (appreciable amount of fines) SM Silty sands, poorly graded sand and silt mixtures. SC Clayey sands, poorly graded sand II. FINE GRAINED: More than half and clay mixtures. of material is smaller than No.200 sieve size. SILTS AND CLAYS ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey - silt -sand mixtures with slight plasticity. Liquid Limit CL Inorganic clays of low to medium less than 50 plasticity, gravely clays, lean clays. OL Organic silts and organic silty clays SILTS AND CLAYS of low plasticity. ME Inorganic silts, micaceous or diatomaceous find sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high plasticity, greater than 50 fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. US - Undisturbed, driven ring sample or tube sample CK - Undisturbed chunk sample BG - Bulk sample V - Water level at time of excavation or as indicated APPENDIX `A' NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING & INSPECTION SERVICES TEST PIT LOCATION PLAN PROPOSED ANDERSON RESIDENCE 1753 CAUDOR STREET ENCINITAS, CALIFORNIA I cote of 20 I Test No. 1� r b A G'� I Q 'T I \ I- � / v SEE PLATE ONE - A SEE PLATE ONE -A PROJECT NO CE -6047 PLATE NO ONE I Muslim NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING E INSPECTION SERVICES TEST PIT LOCATION PLAN PROPOSED SEE PLATE ONE SEE PLATE ONE ANDERSON RESIDENCE 1753 CAUDOR STREET I 1 ENCINITAS, CALIFORN Al i `e ' Test i y / / l - 20' pp (Proposed House) / i / T H 0 � P Test Pit ( ' / lo. j I I 0` I I C d m A I IP I i Of o N a r � N f O C � � .N !J / � I I.. �,t '1 ril r I I � a I I 01 Teat Pi t . y I�.iNow4 I c - i N 0 / ro ,� N p o � I , J PROJECT NO CE -6047 PLATE NO ONE -A NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: CAUDOR TREET ENC DATE LOGGED: 02/17/00 ELEVATION: 198 M L TEST PIT NO. ONE F th 7Sample Dry Moisture Passing Sample Soil Description & Remarks t) Density Content #200 Depth Classi- (Pcfl M Sieve fiication SC DARK BROWN, MOIST, DENSE, i- CLAYEY -SAND (EXPANSIVE) 2- CK 110.9 19.5 31.3 21 (COMPACTED FILL) BG (EXISTING BUILDING PAD) 3- CK 118.3 8.8 31 - - - - -- ---------------------------------------------------- SM YELLOW BROWN, HUMID, DENSE, 4- SILTY - SANDSTONE (NATIVE FORMATION) 5- 6- 7- 8 - ----- - - - - -- ----- - - - - -- ------ - - - - -- ---- ----------------------------------------------------- BOTTOM OF TEST PIT PROJECT NO. _ CE -6047 PLATE NO. TWO �. NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: _ CAUDOR STEEEZ DATE LOGGED: 02/17/00 ELEVATION: 198 MSL TEST PIT NO. TWO Depth Sample Dry Moisture Passing Sample Soil Description & Remarks (Feet) Type Density Content #200 Depth Classi- (pcf) ( %) Sieve fication SC DARK BROWN, MOIST, LOOSE, CLAYEY -SAND. FILL (REMOVE AND 1- RECOMPACT) (EXPANSIVE) ----------------------------------------------------- SM / SP YELLOW BROWN, DRY, DENSE SILTY- SANDSTONE 2- BG 108.6 4.1 8.8 2' (NATIVE FORMATION) 3- 4- 5- ---- - - - - -- ----- - - - - -- ------ - - - - -- --- ----------------------------------------------------- BOTTOM OF TEST PIT PROJECT NO. E -6047 PLATE NO. THREE 1 . NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: C WDOR STREET, ENC DATE LOGGED: 02/17/00 ELEVATION: _ 204 MSL TEST PIT NO. THREE I aMoisture Passing Sample Soil Description & Remarks [ZDepth t) Content #200 Depth Classi- ( %) Sieve fication SC DARK BROWN, MOIST, LOOSE 1- BG 41.1 CLAYEY -SAND l' (PLOWED GROUND) (REMOVE AND RECOMPACT) 2- (EXPANSIVE) ----------- ----------------------------------------------------- SM YELLOW BROWN, HUMID, DENSE 3- SILTY - SANDSTONE (NATIVE FORMATION) 4- CK 113.0 8.0 4t 5- 6 - ---- - - - - -- ----- - - - - -- ------ - - - - -- - ----- - - - - -- ----------------------------------------------------- BOTTOM OF TEST PIT PROJECT NO. CE -6047 PLATE NO. FOUR .�� NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: STREET ENC DATE LOGGED: 02/17/00 i ELEVATION: 205 MSL TEST PIT NO. FOUR I FDepth Sample Dry Moisture Passing Sample Soil Description & Remarks Type Density Content #200 Depth Classi- (pc� ( %) Sieve fication CL BROWN GREY, MOIST, SOFT, I- SANDY -CLAY BG (PLOWED GROUND) 56.4 1 . 5 ' (REMOVE AND RECOMPACT) 2- (EXPANSIVE) ISM :YELLOW BROWN, HUMID, DENSE, 3 TY- SANDSTONE 4- TIVE FORMATION) 5- 6- 7- 8- 9 - ------------------------- - - - - - -- ----------------------------------------------------- BOTTOM OF TEST PIT PROJECT NO. 7E -6047 PLATE NO. FIVE NORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOIST RE/MAXIM M DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE LB, CU. FT) ( % DRY WTI I Yellow Brown, Silty -Sand P2 @ 2' 116.2 08.0 Brown Grey Sandy -Clay P4 @ 1.5' 122.0 12.7 EXPANSION POTENTIAL SAMPLE No P2 na 2' P4 na 1 5' CONDITION Remold 90% Remold 90% INITIAL MOISTURE ( %) 7.8 12.8 AIR DRY MOISTURE ( %) 2.9 10.0 FINAL MOISTURE ( %) 19.2 24.2 DRY DENSITY (PCF) 104.5 109.8 LOAD (PSF) 150 150 SWELL ( %) .000 9.5 EXPANSION INDEX 0 95 DIRECT SHEAR SAMPLE No P2 P 1.5' CONDITION Remold 90% Remold 90% ANGLE INTERNAL FRICTION 27 20 COHESION INTERCEPT (PCF) 180 350 PROJECT NO. CE -6047 PLATE NO. SIX ` NORTH COUNTY COMPACTION ENGINEERING, INC. RECOMMENDED GRADING SPECIFICATIONS (General Provisions) 1. INTENT The intent of these specifications is to provide procedures in accordance with current standard practices regarding clearing, compacting natural ground, preparing areas to receive fill, and placing and compacting of fill soil to the lines , grades, and slopes delineated on the project plans. Recommendations set forth in the attached "Preliminary Soils Investigation" report or special provisions are a part of the "Recommended Grading Specifications" and shall supercede the provisions contained hereinafter in case of conflict. 2. INSPECTION & TESTING A qualified Soils Engineer shall be employed to inspect and p test the earthwork in accordance with these specification and the accepted plans. It will be necessary that the Soils Engineer or his representative be allowed to provide adequate inspection so that he may certify that the work was or was not accomplished as specified or indicated. It shall be the responsibility of the contractor to assist the Soils Engineer and to keep him appraised of work schedules, changes, new information and dates, and new unforeseen soils conditions so that he may make these certifications. If substandard conditions (questionable soils, adverse weather, poor moisture control, inadequate compaction, etc.) Are encountered, the Soils Engineer will be empowered to either stop construction until conditions are remedied or recommend rejection of the work. Soil tests used to determine the . following American Society for Testing and Materials ( AS et methods: ccordance with the *Maximum Density & Optimum Moisture Content (ASTM D- 1557 -78) ' * Density of Soil In -Place (ASTM D -1556 or ASTM D -2922 & 3017) ' 3. MATERIALS Those soils used as fill will have a minimum of forty percent (40 %) passing a #4 sieve. They will be free of vegetable matter or other deleterious substances and contain no rock over 12 inches in size. Should unsuitable material be encountered, the Soils Engineer will be contacted to provide recommendations. I APPENDIX `B' NORTH COUNTY • COMPACTION ENGINEERING, INC. 4. PLACING AND SPREADING OF FILL The selected fill material shall be placed in layers which when compacted will not exceed 6 inches in thickness. 1 Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to insure uniformity of material in each layer. When moisture content of the fill material is below that recommended by the Soils Engineer, water shall then be added until the moisture content is as specified to assure thorough bonding I during the compacting process. When the moisture content of the fill materials is above that recommended by the Soils Engineer, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is as specified. 5. COMPACTION After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than ninety percent (90 %) relative compaction. Compaction shall be by sheepsfoot rollers multiple -wheel pneumatic tired rollers or other types of rollers. Rolling shall be accomplished while the fill material is at the specified moisture content. Rolling each layer shall be continuous over it's entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. The fill operation shall be continued in 6 inch compacted layers, or as specified above, until the fill has been brought to the finished slopes and grades shown on the project plans. 6. WALL BACKFILL Backfill soils should consist of non- expansive sand, Compaction should be achieved with light hand -held pneumatic tampers to avoid over compaction and hence cause structural damage. Wall backfill should be compacted to a minimum of ninety percent (90 %) of maximum density. 7. TRENCH BACKFILL All trench backfill located within structural areas should be compacted to a minimum of ninety percent (90 %) of maximum density. APPENDIX `B' I F - 1E raRT x(011 1 nv (a t a cas n Single Family Residential Construction 1753 Caudor Street Encinitas, California Owner `' M Mr. Paul Santamaria u U D 0 10854 Lamentin Court OCT 15 X991 San Diego, California 92124 sew 'G S ( 619) 725-1813 EN I Y �F �N lvrs Scenic Coast File No. y (2776) Le California Civil Engineers RCE 7193 SCENIC COAST BUILDING SCIENCES Soil Sampling 974 Bremen Way Testing Alpine, California 91901 Compaction Control (619) 445 -4700 Foundation /Slab Inspections SCENIC COAST BUILDING SCItNCES SOIL ENGINEERING J?4 Bremen Way STRUCTURAL ENGINEERING Alpine, California 91901 Compaction Control (61 9) 445-4700 Foundation /Slab Inspections California Civil Engineer, RCE 7193 Mr. Paul Santamaria 10854 Lamentin, Court San Diego, California 92124 Subject: Report of Soil Investigation 1753 Caudor Street Encinitas, California Dear Mr. Santamaria: Pursuant to your request, we have completed a soil investigation at the subject address. The findings and recommendations of our investigation are presented in the attached report. From a soil engineering standpoint, we find the site suitable for the intended improvements, provided the project is designed and developed in strict accord with the recommendations of the attached report. If you should have any questions after reviewing the report, please do not hesitate to call. We appreciate this opportunity to provide our professional services. Sincerely: Scenic Coast Building Sciences Q PpFESS /p HUB& q( W. M. Hubbard, RCE 7193 �' z � m NO. 7193 M WMH /ocl r f i¢ - 7 �q C! V IL Q��P cc: (3) Submitted OF CAL�F Tue, May 13, 1997 -2776- Page 1 TABLE OF CONTENTS CONTENTS - DESCRIPTION PAGE Introduction ------------------------------------------------------------------------- 1 SiteDescription ------------------------------------------------------------------ - - - - -- 1 Project Description -------------------------------------- -- ----------------------- - - - - -- 1 Scope of Investigation ---------------------------------------------------------- - - - - -- 1 -2 SiteSoils ------------------------------------------------------------------------ - - - - -- 2 Engineering Properties ---------------------------------------------------------- --- - - - -- 2 SoilHazards -------------------------------------------------------------- ------- - - - - -- 3 Site Suitability ------------------------------------------------------------------- - - - - -- 3 Recommendations 3 -4 Earthquake Requirements --------------------------------------------------------- - - - - -- 3 Site Preparation and Grading. Special Provisions ------------------------------------ - -- - -- 3 Foundation and Slab Design ------------------------------------------------------ - - - - -- 3 -4 The Foundation System ------------------------------- --------------------- ---- - - - - -- 3 Design of Foundations ---------------------------------------------------------- - - - - -- 4 On Grade Concrete Structure Slabs ---------------------------- ------------- ---- -- - - -- 4 FinishGrading ------------------------------------------------------ ------------- - - - - -- 4 NOTE The following Figures 1 -12, Appendix "A" and Appendix "B" Are attached hereto and by reference made a part hereof. CONTENTS - DESCRIPTION PAGE Plat of site conditions and test locations. ------------------------------ - - - - -- Figure No. 1 Log of Underground Exploration Typical Profile ------------------------ - - - - -- Figure No. 2 In -Place Density Tests ---------------------------------------------- - - - - -- Figure No. 3 Shear Summary ---------------------------------------------------- - - - - -- Figure No. 4 Proving Ring in place Bearing Value ----------------------------------- - - - - -- Figure No. 5 Grain Size Analysis and Atterburg Limits ------------------------------ - - - - -- Figure No. 6 Expansion Test Results ---------------------------------------------- - - - - -- Figure No. 7 Laboratory Compaction Tests MoisturelDensity ------------------------ - - - - -- Figure No. 8 Technical Analyses r Active and Passive Pressures ---------------------------------------- - - - - -- Figure No. 9 Soil Bearing Pressures ---------------------------------------------- - - - - -- Figure No. 9 General Information AASHO Soil Classification Chart -------------------------------- ----- - - - - -- Figure No. 10 Unified Soil Classification Chart ------------------------------------- -- - - -- Figure No. 11 Approximate Interrelationships of Soil Classifications ----------------- - - - - -- Figure No. 12 Appendix "A" Investigation and Test Procedures -------------------------------------- - - - - -- Pages 1 -5 Appendix "B" Recommended Grading Specification - General Provisions ------------------ - - - - -- Pages 1 -8 Tue, May 13, 1997 -2776- Contents REPORT OF SOIL INVESTIGATION Single Family Residential Construction 1753 Caudor Street Encinitas, California Introduction: Presented herein are the results of our soil investigation completed t and subject address. The purpose of the investigation was site entify potential soil hazards, determi r a the bearing soils, id ad grading, suitability, and develop recommendations for systems, and finish design of seismic response, design of grading on the project. Site Description: i is a residential parcel located on the south side n consists Of The site of the City of Encinitas. Th in the Leucadia Community and a gentle northwesterly slope with exposed cut faces al development north have west boundaries where a ccess road s the n grope ty gat the tim of our occurred. A field technician p lat investigation is presented as Figure No. 1. Project Description: is to be prepared and graded for construction of nde single la dscapi 9 family residence with app The site appurtenant off- street, parking a Develo ment of the parcel will require minorndc lan ng tl areas levelling for the building an p site, driveway, parking a Scope of Investigation: This investigation consisted of surface inspection, of field subsurface and explorations, field and laboratory testing, an analysis laboratory data. Thu, May 15, 1 997 -2776- Page 1 Scope of Investigation Continued: The maximum depth of influence of the proposed development was judged to be eight feet. Subsurface exploration therefore, consisted of two hand- dug three foot deep pits with probes to refusal, six proving ring penetrometer probes for in- situ bearing capacity, in -place shear and density tests. (See Figures 1 - 5) Investigation and test procedures are outlined in Appendix "A" consisting of 5 pages attached hereto. Tests results and analyses are presented in attached Figures 1 -9. (See Table of Contents) Site Soils: The soils encountered on the site consist of moderately well drained fine sandy loams that have a clayey fine sand subsoil. These soils formed in material weathered in place from soft ferruginous sandstone. A reticulate mottled, strongly cemented iron hardpan normally occurs at a depth of about 3 feet. (See "Typical Profile " - Figure No. 2) Engineering Properties: Tests and analyses of the prevailing foundation soils indicate the following engineering properties: Origin Soil Engineering Property Fig. 6 Liquid Limit 30 Fig. 6 Plasticity Index 20% Fig. 4 Angle of Internal Friction 26 deg. Fig. 4 Apparent Cohesion 600 psf Fig. 8 Maximum Dry Density 130.0 pcf Fig. 8 Optimum Moisture 9.0% Fig. 7 Expansion Index 52 @ 144 psf Fig.2 Unified Classification (CL)' Fig. 6 AASHO Classification A-6 Fig.9 Active Soil Pressure 50.8 pcf Fig. 9 Passive Soil Pressure 333 pcf Judged Active Pressure - Restrained Condition 56.0 pcf Judged Coefficient of Friction -Soil /Concrete 0.50 X Dead Load Tue, May 13, 1997 -2776- Page 2 Findings Continued: Soil Hazards: No evidence of potential landslide, subsidence, faulting, liquefaction or other soil hazard was detected on the site. Site Suitability: The site is stable and, with strict adherence to the recommendations which conclude this report, will be suitable for its intended use. RECOMMENDATIONS The earthquake requirements set forth in Chapter 16, Division III of the 1994 UBC will be safe for use in the design of structures on the project. Site Preparation and grading: Prepare and grade the site in accordance with Appendix "B" (Recommended Grading Specification - General Provisions), consisting of 8 pages, and the following special provisions: After the site is cleared of all trash and debris, the surface soils under structural fills and/or for a distance of five feet outside the perimeter of new buildings and parking areas should be excavated to a depth of 18 inches, brought to near optimum moisture and recompacted to within 90 percent of maximum dry density. Surfaces exposed after excavations should be scarified and moisture conditioned prior to recompaction operations. Foundation and Slab Design: The foundation systems should extend a minimum 18 inches below the lowest adjacent grade for single story structures and 24 inches for two story. Each should be reinforced with a minimum of one No. 5 bar near the bottom and one near the top. Tue, May 13, 1997 -2776- Page 3 Foundation and Slab Continued. Foundation design should incorporate a maximum soil bearing pressure of 3000 psf as determined by proving ring penetrometer tests performed on undisturbed site bearing 'soils (See Figure No. 5) and by analysis in (Figure No. 9). On grade concrete structure slabs should be a minimum of 4 inches thick, cast over 4 inches of clean sand with a moisture barrier and reinforced with 6 "X6" -6ga /6ga WWM or No. 4 bars at 20 inches on center in each direction. Finish grade the site, after structures and other improvements are installed, such that surface waters are directed away from building foundations a distance of five feet. Thence, via surface swales and /or underground drains, toward and into approved drainage ways. Tue, May 13, 1997 -2776- Page 4 Figure No. Field Technician Report C,7 1 7-/ oar S V A16 R tlEg7 c�?L 0 1X5 E ' / S !' , G x c y.� A(O 'Pel' j I� c 1 v Scenic Coast Laboratory DATE: 074 Bremen, `,Nays. AI ne, CA. 91901 (6 1 9) 4 4 5 - 4 7 0 Q Figure No. Figure No. a N CD N +� Ea M C Soil Description a v a o c Z (Unified Soil Classification) w x o t, c N `. u � o � Q .:• �yOGC� Y/ To �r ��l I � ��J Yv� �/ T / i✓ P cS�'!r �I o 2. /?'ow r/ a � � . � 0� /5G4G 4 �cr iGu G,q7, 6 f?E saL a /47> 10 12 14 16 Scenic Coast Laboratory DATE. 974 Bremen Way, A!pine, CA. 0100 (6 1 9) 445-4700 Figure N0. a Figure No. 3 !/O NI E re ,Q LO ti t l 4 L o c19 T .G Scenic Coast Laboratory DATE 974 Bremen Way, Alpine, CA. 91901 (619) 445.4700 Figure No.� Figure No. IF 1 . 1 1 C ., , i ✓c�,Qi✓JA L , S T. , ESS, . K. S. F � of nn l A/TE'.r IM. 4 CO q r,5 / 0 N S AMPGE LacATio,v v E.s C�� aT /D.c/ F,�2icr�oN 1",�rE,eCEPT 0 / g" � � psi D, ��'S l 3 `D / v Scenic Coast Laboratory GATE: 974 Brer^en Way. A':Ine, CA 91901 (6 1 9) 44 5.4700 Figure No. PROVING.RING PR -025 $r R I AL NO. 24482 CAPACITY 250.00 POUNDS CALIBRATION DATE 01 SEP 1994 X (POUNDS) _ 3309102745 * Y (DIVISIONS) + .7893023754 Ps' Ps c 1 C q 7'ia v�SCfZi PTio�I �i.qG �EA�iN Av W ��16 S f f 3/ 7 io4 IS, at G rr ele /N /FCC. 0 1 2 3 4 5 6 7 8 9 200 * 67 68 68 68 69 69 69 70 70 70 210 * 71 71 71 72 72 72 73 73 73 74 220 * 74 74 75 75 75 76 76 76 77 77 230 * 77 78 78 78 79 79 79 80 80 80 240 * 81 81 81 82 82 82 83 83 83 84 250 * 84 84 85 85 (35 86 86 86 87 87 260 * 87 88 88 88 89 89 89 90 90 90 270 * 91 91 91 92 92 72 93 93 93 94 280 * 94 94 95 95 95 96 96 96 97 97 290 * 97 98 98 98 99 99 99 100 100 100 300 * 1 1 101 1 102 102 102 103 ,103 j 103 .104 310 * 104 104 105 105 105 106 106 107 107 320 * 1 7 108 8 108 109 109 109 1 ILL 110 330 * 110 111 111 111 112 112 1 2 1.13 93 113 340 * 114 114 114 115 115 115 116 116 116 •117 350 * 117 117 118 118 118 119 119 119 120 360 * 120 121 121 121 122 12.2 122 123 123 123 370 * 124 124 124 125 125 125 126 126 126 127 380 * 127 127 128 128 128 129 129 129 130 130 390 * 130 131 131 131 132 132 132 133 133 133 400 * 134 134 134 135 135 135 136 136 136 137 Scenic Coast Laboratory DATE 974 Bremen Way, A! ,-one CA 9190 ( 6 1 9 ) JA F . 4 7 f) O dip Jrp N10 �- Figure No. GRAIN SIZE ANALYSIS AND ATTERBURG LIMITS SAMPLE 6" 4" 3" 2" 1 %2 ,. N F ' W_ 4 C7 N 3 < �e � o Q < #4 p0 w N U N &8 e� o Z #16 q t 30 0 Q 4,50 G O 100 200 �p I-- .05 mm W 0 0 .005 mm 0 } .001 mm LIQUID LIMIT 30 PLASTIC LIMIT l �AS A-1 p PLASTICITY INDEX 6 7 0 A Scenic Coast Laboratory DATc 974 e c?n Way. A!w,ne. CA 0 (6 1 9) 445-4700 No Figure No. EXPANSION TEST RESULTS SAMPLE T 7 - n is ur e Undisturbed n 1s ur e RflwoevEo CONDiT10H Air Dried /fir Dried DVw OieleO PASS INC.; vERT. DISPTyNCFMENTI d "ONS"' NN'T NORMAI. STRESS EXPA -NS f0 : % "JEX Scenic Coast Laboratory °A /�.�1g7 974 Bremen Way Alpine, CA. 91901 (6 1 9) 445-470o Figure No. Figure No. TECHNICAL ANALYSIS N ame : Sample Identification: Date: 41q 7 Sbeet Number; IUO DATA FOR CURVES Sample No. 1 2 3 SOJG I ��G i 130 J A o JG W,-r 1 1 4 M\ Plgreg DK y Dev.5 /T 1 20 Pw0 V/Nd ew G r S CL � J° rin�U.v/ �o / rv 110 19 DIRECT SHEAR TUT DATA 1 2 3 ° Apparent Conetion, poi Gzx> 100 Apparent Friction Angle. AN 2.70 2.60 SPECIFIC GRAVITY 2.50 p0 MAXIWL44 DRY 1 2 3 DEIySITY. 9c ZERO AIR VOIDS CURVES OPTIMUM MOISTURE CONTENT, S MOISTURE CONTEXT 00 0 10 20 30 40 LABORATORY Caf T I ON TEST LABORATORY 0014ACT10111 TEST MED1100: ASTM D -1557- S. C. E. SOILS NCE 7193 DATE: Mgg� S'�3 /C'2 974 Bremen Way, Alpine, CA, 91901 4 4 5 - 4 7 0 0 Figure No . Figure No. TECHNICAL ANALYSIS ,( t- �sS / 4�ess ex y �. p /4 A 4P ? P� ps / s Scenic Coast Sciences DA'E RCE 7'.93 4�/3/2 -7 974 Bremen way, Al,)ine, CA. 91901 4 4 5 • 4 7 0 0 Figure No.� 1 �1 o ti " c' a >1 ON u CV you a �yao z Aw 4 O� OU " C I 1 O id O , �p ca � A v u o v U o ° .0 c ., s 0 v C V Q n 4" 3 0" O O «+ cn v o 3 .: U u it c O U O '° ° a 3 0 � " v N O L V . 1 v C CIO CO �.�y . (A 1 4 Cl CIS 0 a tv cV a cl O ; b0 c. a w C IL9 y 0o ° a _v S > v a $ �4 N V 6. W M v 1 , vv >� o��'a '" � � M 1 NO Q (n V -D w cd c O " W <7 .+ O u °' G _ a " Q 7 v ;� is pp . v N v N v v O Cv V U o U °J Lm � c� a y c UnG�. Vag Scenic Coast Building RCE 7193 L, ATE RCE 297;5 ��Q7 974 Brem?n Way, Aln,na, CA q l ap l 7 n Pi gLirp UNIFIED SOIL CLASSIFICATION CHART -� SOIL DESCRIPTION , COARSE - GRAINED More than half of material Is larger than a No. 200 sieve 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 GM Silty gravels, poorly graded gravel- sand -silt (appreciable amount) 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 SM Silty sands, poorly graded ,sand and silty (appreciable amount) mixtures. SC Clayey sands, poorly graded sand and clay mixtures. FINE- GRAINED More than half of material Is smaller than a No. 200 sieve SILTS AND CLAYS ML Inorganic silts and very fine sands. rock flour, sandy silt and clayey -silt sand mixtures with a slight plasticity. Liquid Limit Less Than 50 CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, clean clays. OL Organic silts and organic silty clays of low plasticity. MH Inorganic silts, micaceous or diatomaceous tine sandy or silty soils, elastic silts. Liquid Limit Greater Than 50 CH Inorganic clays of high plasticity, fat clays. OH Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and other highly organic soils. Scenic Coast Building RCE 7153 GATE RCE 29704 974 Bremen Way. Alone, C.A. 9 ig01 4 4 5 . a 7 n n Figi irP No. &/ 2 3 4 5 6 7 8 9 10 15 20 25 30 40 50 60 70 80 90 100 Unified Soil Classification (3) Corps of Engineers, I Deportment of the Army, and Bvreav of R1clomollon I f AASHO Soil Classification ( j Bu►eou of Public Roods I 1 I A-1 _ - - _ 7 - - - _ 1 ! 1 Federal Aviation Agency 1 1 Sell Classification (4 ) : E I Resistance Value —R (3) I 20 30 140 501 55! 601 70. I e0 ' 65 1 , Modulus of Subgrade Reaction —k, psi per in. ( 100 : 1501 1 1200 250 300 400 500 600.700 800 Bearing Value, psi (7) (30•In, diameter plate, 0.1 •in, deflection) 10 20 30 1 40 50 60 70 California Beta►(ng Ratio —CBR I I 3 4 5 6 7 8 9 1 15 2 0 25 30 40 50 60 70 80 90 100 111 for Iho bout idea, lee O. 1. Forte., "Fovndal,om lac Fl.s,b4 Pavement$," Mighway Research Ioord lro(W1WAQ, o/ IM reenry•,econd Annvol Meeting, 1947, Vol. 77, Pope, 100.136. 12) Charactor,shcs o1 Soil Groups ►•rtoin,nQ to Rood% and A „ field,.” Append,A 1, the Unified Sod Clall.licolien Srdem, U.S. Army Corps of Enginoon, Technical Memolandvm 1.737, 1953, (31 "Closlificahon of Migh.ay S.bQ Maleriell," M.gh.oy Research board /.ocvod,nps of the r.enry.fiflh Annvol M•e„ng, 1943. Vol. 73, pages J76.392. 1/) ALpo,1 Po. q, U.S. Depa /men@ of Commerce, federal A. Agency, May 1911, page@ 11.16, flli• ma vl valves Q-von .n FAA Oet.Qn Mon Val for Airport Ioremont,, , 51 1 N. Mv..m, "A No. Aop•ooch lo, ►o.ement Design," rnQ Ne.,.lecord, Vol, 141, No. 7. 5vly S. 1 941, peg e% " 4.139. R s lac for vI-d m Cahlorma Slob•bnt•,or M.,nod of O.sugn. i61 See T. A. M.ddleb,00ks and G. E. ll.n,am, Slab-19,n fws Ior.Oet,gn 91 Rvn.or ►o.•menh," M,gn.ar Research board Iroceedin 9 of the r.•nry.wcond Annvol Med,ng, 1947, Yol. 72, page 132. k n .odor .sod in Weste onolnis For do,,gA of cons eta poe•m.At. (7) See referen4e (6). ►ape 114, Approximate interrelationships of soil classifications and bearing values. Scenic Coast Building , C1- 7tr7= DATE RCE 29704 5 /3/t 974 Bremen Way, Alolne, CA. 91901 4 4 5 • 4 7 n n Figure No. APPENDIX " A " INVESTIGATION AND TEST PROCEDURES 1. Surface Inspection and Subsurface Explorations: 1.1 Surface Inspections are conducted by our senior field technician under the direction of a California Registered Civil Engineer (engineer). The purpose of the inspection is to: (1) identify and classify the soil formations on and /or affecting the site; (2) identify existing or potential soil hazards; (3) identify disturbances in the natural formation such as man -made fills, subsurface installations and so on; (4) select the locations where exploratory excavations are to be made; and (5) determine the minimum depths to which the excavations should extend and recommend the equipment to be used. Note: Judgements incorporating special site conditions and /or the type and design loads of proposed structure foundations are made by the engineer. 1.2 "Subsurface Explorations" consist of trench excavations, hand dug open pits and /or borings extended beyond the depths of influence by the grading or foundation system. Undisturbed or bag samples are transported to the laboratory for tests and analysis. In -place shear strength, density, moisture and bearing tests are made in undisturbed strata as directed by the engineer. All open excavations are backfilled immediately to eliminate potential hazards. T 2. Field and Laboratory Testing: Field and laboratory tests are performed in accordance with generally accepted (A.S.T.M.) or (AASHTO) test methods or other procedures set out by the engineer. Brief descriptions of, the tuts performed are presented below: 2.1 In -Place Field Moisture and Density: Field moisture and density of the soil mass is determined by applying the current applicable provisions of ASTM test method D -1556 (Sand Cone). In particular, the sampling procedure consists of: a. Leveling a portion of the surface to be tested. Scenic Coast Building Sciences 1 APPENDIX " A " INVESTIGATION AND TEST PROCEDURES Field Moisture and Density Continued. b. Seating a special base plate approximately 12 inches square with a 6.5 inch diameter hole and seating ring. c. Removing 5 to 8 pounds of soil through the hole without disturbing the remaining soil mass. d. Determining the volume of the hole by filling it with calibrated sand of known density through a special cone seated on the plate. The weight of sand in the hole is determined by the weight loss from a measured amount filling the hole. e. Weighing the soil removed from the hole and thus determining the in -place density of the soil strata. f. Moisture is found by drying a sample of the removed soil in an oven or by calcium carbide chemical analysis. (Speedy Moisture Tester) 2.1.1 Alternate in- place field density tests: This method employs an Eley CN -940 Volumeter with a 1.12" i.d. (28.4 mm) X 2.75" (69.8 mm) cylinder, piston stem marked 0 -30 cc and vernier scale _ which reads to 0.05 cc. A density sample is taken by pressing the cylinder laterally or vertically into undisturbed strata with the stem all the way back. The volume is then set at 30.00 cm the extruded portion trimmed and the device plus sample accurately weighed. The results are converted to Pounds /Cu. Ft. 2.2 Proving Ring Penetrometer Te.sts: y A CN -970 Proving Ring Penetrometer with a 30 degree cone point designed with an equivalent base area of 1 Square Inch is used to determine the bearing pressures the soil mass will support. The proving ring is calibrated and accompanied by a chart converting the dial readings to pounds /square foot up to 250 psf. Actual bearing capacities of undisturbed strata and /or in -place compacted fill can be determined by direct measurement in the field. Safety factors related to the uniformity of the soil mass and experience are applied to the actual capacities by the engineer to find safe bearing pressures to be incorporated into the design of foundations on the project. Scenic Coast Building Sciences 2 APPENDIX " A " INVESTIGATION AND TEST PROCEDURES 2.3 In -place Shear Tests: The CL -600A Trovane Shear Device is used in the field to obtain shear strengths of undisturbed natural strata or compacted fill. The vane driver has a dial scale which is modified to read shear in tons /square foot while a uniform normal stress is applied. 2.4 Atterberg Limits: The " Atterberg Limits" are measured by the water content that corresponds to the boundaries between several arbitrary states of consistency progressing from liquid to solid. These limits tests are performed on that portion of the material passing a No. 4 sieve. a.The liquid limit is the water content in percent dry weight at which the soil first shows a small but definite shearing strength with a reduction in water content. In reverse direction, it is . the water content at _ which the soil mass just starts to become liquid. b. The plastic limit is the water content at which the soil mass ceases to be plastic and becomes brittle or crumbly when rolled into threads one - eighth inch in diameter. The plastic limit is always lower than the liquid limit. c. The plasticity index is the numerical difference between the liquid limit and the plastic limit and represents the range of moisture over which the soil is plastic. The plasticity index, in combination with the liquid limit, indicates the sensitivity of soils to changes in moisture content. Relationships of the plasticity index to strength and expansive properties of soils are well established. Scenic Coast Building Sciences 3 APPENDIX " A " INVESTIGATION AND TEST PROCEDURES 2.5 Mechanical Analysis: The mechanical (Sieve) analysis consists of the process of passing a representative sample through a system of sieves each with progressively smaller openings from 6 inches at the top to #200 at the bottom. Hydrometry is often used to determine grain sizes within that portion passing the #200 sieve. By weighing the total sample and subsequently the amount retained on each sieve the portion, or percentage, of the sample passing each is determined. Data from a mechanical is used to develop a "gradation curve" (percent finer curve) which shows the partical size distribution. Relationships between the gradation of soils and their engineering properties are used to evaluate stability, resistance to erosion or scour, compactibility, shearing resistance and bearing capacity. 2.6 Direct Shear Laboratory Tests: Direct shear laboratory tests are performed to determine the failure envelope based on yeald shear strength. The shear box was designed to accommodate a sample having diameters of 2.375 inches or 2.5 inches and a height of 1.0 inch. Samples are tested at different vertical loads and saturated moisture contents. The Shear stress is applied at a constant rate of strain of approximately 0.05 inches per minute. When direct shear tests are determined necessary by the engineer representative samples are transported to a more complete laboratory for testing. results of shear tests are used to determine, active, passive and soil bearing pressures through the use of the Rankine and Terzaghi equations. 2.7 Expansion Index Test: An expansion index test is performed on remolded representative samples of soils likely to influence the projects foundation system. A sample passing the #4 sieve is brought to optimum moisture content, then dried at a constant temperature of 230 deg. F. for at least 12 hours or until the moisture remains constant. The specimen is then compacted in a 4 -inch diameter mold in two equal layers by means of a tamper, then trimmed to a final height of one inch, and brought to a saturation of approximately 50 %. Scenic Coast Building Sciences 4 APPENDIX " A " INVESTIGATION AND TEST PROCEDURES 2.7 Expansion Index Continued: The specimen is placed in a consolidometer with porous stones at the top and bottom, a total normal load of 12,63 pounds (144.7 psf) is applied and the sample is allowed to consolidate for a period of 10 minutes. The sample is allowed to become saturated and the change in vertical movement is recorded until the rate of expansion becomes nominal. The Expansion Index is reported as the total vertical displacement times the fraction of the sample passing the #4 sieve times 1000. The expansion index is used to classify the soil in accordance with Section 2904 (b) of the Uniform Building Code. Special design consideration is required for structure foundations located on, or within three feet, of soils with an expansion index greater that 20. 2.8 Density /Moisture Relationship: The maximum dry density and optimum moisture content (the proctor) of soils represented on the site are determined in the laboratory in accordance with ASTM Standard Test D- 1557 -91, Method A. Field moisture and densities are compared with the appropriate density /moisture test to judge the density and suitability of soils intended to-support structures. Note: Results of all tests, findings and analyses are presented in the text of the report attached hereto. r Scenic Coast Building Sciences 5 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS 1. GENERAL: The site shall be prepared and graded in accordance with this specification; the approved grading plans; applicable Sections of Chapters 29 and 70 of the Uniform Building Code; Codes, ordinances and policies of the Governing Agency; and, recommendations of the attached "Report of Soil Investigation ". 1.1 Intent:lt is the intent of this specification to establish the level of control and set out the minimum standards for clearing and grubbing, preparing natural soils, processing fill soils, placing and compacting fills and grading the project. This specification is a part of the "Report of Soil Investigation" (herein after referred to as Report) and shall be used in conjunction with it. Notwithstanding the recommendations of the "Report", deviation from this specification will not be permitted except when modified in writing by Scenic Coast Building Sciences. 2. DEFINITIONS: For the purposes of this specification the definitions listed hereafter shall be construed as specified in this specification. Bedrock is in -place solid rock. Bench is a relatively level step excavated into earth material on which fill is to be placed. Borrow is earth material acquired from an off -site location for use in grading on a site. Civil Engineer shall mean a professional engineer registered in the state of California to practice in the field of civil works. The term Civil Engineer (herein after referred to as Civir Engineer) is the person responsible for preparation of the approved grading plans. Civil Engineering shall mean the application of the knowledge of the forces of nature, principals of mechanics and the properties of materials to the evaluation, design and construction of civil works for the beneficial uses of mankind. Compaction is the densification of soils by mechanical means. Earth Material is any rock, natural soil or fill and /or any combination thereof. Scenic Coast Building Sciences Page 1 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS DEFINITIONS CONTINUED: Earthwork includes all site preparation, grading and compaction operations. Erosion is the wearing away of the ground surface as a result of the movement of wind, water and /or ice. Excavation is the mechanical removal of earth material. Fill is the deposit of earth material placed by artificial means. Grade shall mean the vertical location of the ground surface. Existing Grade is the grade prior to grading. Rough Grade is the stage at which the grade approximately conforms to the approved plan. Finish Grade is the final grade of the site which conforms to the approved plan. Grading is any excavating or filling or combination thereof. Key is a designed compacted fill placed in a trench excavated in earth material beneath the toe of a proposed fill slope. Report is the "Report of Geotechnical Investigation" of which this specification is a part. Site is any lot or parcel of land or contiguous combination thereof, under the same ownership, where grading is performed or permitted. Slope is an inclined ground surface the inclination of which is expressed as a ratio of horizontal distance to vertical distance. Soil is naturally occurring superficial deposits overlying bedrock. Site Engineer shall mean a civil engineer experienced and knowledgeable in the practice of soils engineering. For purposes of this specification the term Site Engineer shall mean Scenic Coast Building Sciences. Site Technician shall mean a soil technician judged to be qualified by the Site Engineer to perform tests and observations and log the results. Soils Engineering shall mean the application of the principals of soil mechanics in the investigation, evaluation and design of civil works involving the use of earth materials and the inspection and testing of the construction thereof. Terrace is a relatively level step constructed in the face of a graded slope surface for drainage and maintenance purposes. Unsuitable soil is soil which in the opinion of the site engineer is not competent to support other soil, fill, or structures or to satisfactorily perform the other functions for which the soil is intended Scenic Coast Building Sciences Page 2 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION- GENERAL PROVISIONS 3. SUBSURFACE CONDITIONS: Borings, trenches and test pit investigations have been made at available locations defined by the Site Engineer. Records and /or results of these investigations are set out in the "Report". The information obtained from these excavations applies only to conditions encountered at their locations and to the depth to which they were made. It shall be the responsibility for the contractor to examine the site personally and to conduct such additional investigations as he may deem necessary for planning and execution of work. The contractor shall inform the Site Engineer immediately if any conditions not described in the "Report" are encountered. 4. HAZARDS: Whenever the Site Engineer determines that any existing excavation or embankment or fill on private property has become a hazard to life and limb,or endangers property, or adversely affects the safety, use or stability of the land the governing agency, owner, civil engineer, and contractor shall be notified. 5. QUALITY CONTROL: 5.1 Site Engineer's Responsibility: The site engineer's area of responsibility shall include, but need not be limited to, responsible charge of the inspections and approvals concerning the preparation of ground to receive fills, testing for required compaction, stability of all finish slopes and the design of buttress fills, where required, and incorporating data acquired during the earthwork operations and /or supplied by the "Report ". The site engineer will analyze the results of tests and observations made by the site technician, exercise engineering, judgement and make all decisions related to suitability and acceptability of earthwork operations. The site engineer will prepare a written "Report of Site Preparation, Grading and Compaction of Fills ". This report will include locations and elevations of field density tests, summaries of field and laboratory tests and other substantiating data and comments on any changes made during grading and their effect on the recommendations made in the "Report". He shall provide approval as to the adequacy of the site for its intended use. Scenic Coast Building Sciences Page 3 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS QUALITY CONTROL CONTINUED. 5.2 Contractor's Responsibility: It shall be the responsibility of the contractor to to assist the site engineer and keep him apprised of work schedules and any conditions which do not appear to have been defined in the "Report ". Compliance with governing codes, grading the land to the lines and grades shown on the approved plans and compacting the soils to specified densities are the sole responsibility of the contractor. 5.3 Test Methods: Optimum moisture and maximum dry density shall be determined in accordance with ASTM test method D1557 -91 which uses 25 blows of a 10 pound rammer falling 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot cylindrical mold. In -place field density shall be determined in accordance with ASTM test method D1556 (sand cone & 6 1/2" field density plate). Proving Ring Penetrometer tests shall be conducted by the site - technician and used to judge the uniformity, compaction and stability of the soil mass. 5.4 Location and Elevation of Field Density Tests: Field density tests shall be taken for approximately each layer of fill, but not to exceed two feet in vertical height between tests. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the site engineer. The location of tests in plan shall so spaced as to give the best possible coverage and shall be taken no farther apart than ,100 feet. Tests shall be taken on corner and terrace lots for each two feet of elevation gain. The site engineer may take additional tests as necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests y shall be taken in the compacted material below the disturbed surface. Additional layers of fill shall not be spread until the site engineer has determined that the specified density has been reached to the current elevation. Scenic Coast Building Sciences Page 4 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS QUALITY CONTROL CONTINUED: 5.5 Inspection /Surveillance: Sufficient inspection and surveillance by the site technician shall be maintained during the earthwork operations to assure compliance with this specification. 6. SITE PREPARATION: 6.1 Clearing and Grubbing: Within the areas to be graded, all trees, brush, stumps, logs and roots shall be removed and legally disposed of. 6.2 Stripping: Stripping, if required in the "Report" or grading plans, shall be conducted on all excavation and fill areas. Topsoils shall be removed to a minimum depth of one foot and shall be stockpiled for use in finish grading. Any artificial fill or rubbish, organic or other deleterious material encountered in the stripping operation shall be removed to its full depth and legally disposed of. 6.3 Preparation of ground: The ground surface shall be prepared to receive fill by removing vegetation, noncomplying fill, topsoil and other unsuitable materials to the depths directed by the site engineer, scarifying to provide a bond with the new fill and, where slopes are steeper than five to one, by benching into sound bedrock or other competent material as determined by the site engineer. A key shall be constructed at the toe of the fill. Where fill is to be placed over a cut, the bench under the toe of fill shall be at least 10 feet wide. but the cut must be made prior to placing fill and approved by the site engineer as a suitable foundation for fill. 6.4 Fill Material: Detrimental amounts of organic material shall not be permitted in fills. Except as permitted by the site engineer, no rock or similar irreducible material with a maximum dimension greater that 12 inches shall be buried or placed in fills. Scenic Coast Building Sciences Page 5 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS SITE PREPARATION CONTINUED: 6.5 Buried Structures: Any abandoned buried structures and utilities encountered during grading operations shall be totally removed. The resulting depressions shall be backfilled with suitable material placed and compacted in accordance with this specification. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines, leach lines, storm drains and water lines. Abandoned water wells shall be backfilled and capped as directed by the site engineer. 7. PLACING AND COMPACTING FILLS 7.1 Source: To the extent practicable, all suitable on -site cut materials shall be used to construct the fills. If cut quantities are insufficient to bring the site to plan grade levels borrow materials must be approved by the site engineer before transporting them to the site. 7.2 Sequence of Operations: Filling shall begin in the lowest section of the area. Fill shall be spread in layers as hereinafter specified. The surface of each layer shall be approximately horizontal but will be provided with sufficient longitudinal and transverse slope to provide for runoff of surface water from every point. Filling shall be conducted so that no obstruction to drainage is created at any time. Dewatering facilities, if any, shall be continuously maintained in effective operating condition. , 7.3 Layer Construction: Fill shall be spread in approximately horizontal layers measuring 10 inches in thickness prior to compaction. Each layer of . fill shall be inspected prior to compaction. All visible roots, vegetation, or debris shall be removed. Stones larger that 12 inches shall be removed or broken. The water content of each layer shall be determined to be suitable for compaction or shall be brought to a suitable condition by measures hereinafter described. Material incorporated in the fill which is not in satisfactory condition shall be subject to rejection and removal at the contractor's expense. Scenic Coast Building Sciences Page 6 e r i • APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS PLACING AND COMPACTING FILLS CONTINUED: 7.4 Fill Slopes: Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. In addition, fill slopes at ratios of two to one or flatter, should be track rolled. Steeper fill slopes shall be over -built and cut -back to finish contours. Slope compaction shall result in all fill material six or more inches inward from the finish face of the slope having a relative compaction of at least 90 % of maximum dry density. Compaction on the slopes shall continue until the site engineer is satisfied that they will be stable. 7.5 Compaction: All fills placed on the site and all backfill of removed topsoils, trenches and retaining walls shall be compacted to within 90% of maximum dry density. If the percentage compaction at any point is found to be unacceptable, additional compaction with or without modification of the field moisture content as directed, shall be performed and a second moisture - density determination made. This procedure shall be repeated until satisfactory compaction is obtained. Under pavement areas the upper 6 inches of subgrade soil and all base shall be compacted to above 95 percent of maximum dry density. 7.5.1 Equipment: The contractor shall describe the type or types of compaction equipment which he proposes to furnish for use under the contract. If in the opinion of the site engineer, any proposed type is considered unsuitable or inadequate, the contractor shall be required to select and furnish an alternate approved type or demonstrate by field trial conducted at his own expense that the originally proposed type will perform in a satisfactory manner. 7.5.2 Moisture Content: Compaction shall be performed only when the fill material is in an approved condition of moisture content. In the absence of a specific waiver of these provisions, the approved condition shall be in the range of 2% less to 1% more than the optimum moisture content established by laboratory analysis. Scenic Coast Building Sciences Page 7 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS Moisture Content Continued: The contractor shall furnish equipment for modifying the moisture content of the fill material and at times when the moisture content is not within the specified range, shall operate such equipment. so as to achieve the necessary correction with minimum loss • of time. The addition of water shall be accomplished by methods which will distribute the added water evenly and in a controlled manner over the fill. Reduction of the water content shall be accomplished by methods which are effective for promoting aeration of the fill material. 8. TRANSITION LOTS: Where transitions between cut and fill occur within a proposed building pad, the cut portion shall be over - excavated a minimum of one foot below the bottom of proposed foundations and recompacted as heretofore specified. 9. PROTECTION OF FILL DURING CONSTRUCTION: Despite the provisions of other sections of this specification, layer placement and thickness shall be so controlled that no ponding of water can occur on any working surface. This shall be accomplished however, without at any time exceeding the specified maximum layer thickness. Grading operations shall be performed so as to insure unobstructed run- off at all times from every point on the working surface. 10. SEASONAL LIMITS: No fill material shall be placed, spread or rolled if weather conditions increase the moisture content above permissible. limits. When the work is interrupted by rain, fill operations shall not be resumed until field tests ~x " by the site engineer indicate that the moisture content and density of fill are as previously specified. Scenic Coast Building Sciences Page 8 HYDROLOGY AND HYDRAULICS STUDY SANTAMARIA RESIDENCE PROJECT 1753 CAUDOR STREET ENCINITAS, CALIFORNIA 5290 - G NO V 07 1997 PREPARED FOR: EN I CT YOF ENC WITAS�S PAUL SANTAMARIA CITY 10854 LAMENTIN COURT SAN DIEGO, CALIFORNIA te r,: PREPARED BY: ,: Q�oeROFESsoN�� T &R ENGINEERING ��` S. o 6665 CONVOY COURT. SAN DIEGO, CA 92111 X:3� W �� C/VIt O F CAOf OCTOBER 1, 1997 PROJECT NO. C - 1028 - Q ENGINEERING STRUCTURAL • SITE IMPROVEMENTS • SURVEYING PROJECT: ( "A E.s &'cF JOB NO. C -In_B CALCULATED BY: DATE: /0 /i /9 SHEET NO. / OF CHECKED BY: DATE: SCALE \C/VoFF A ./r E A A -/ A = O. /5 A 4-4 0) ('o - rte) /DO :2', A(c A l5k/AL GETK /G - ems! �AsTEl�LY 7 /x! /, - k1A LL 04 A G, Pa _.? /rJ. 7� _ (Q M / N� Z /chy = 4� 40 /N•�yrZ , p. /OG�� /oc9 3. A/ A -3 vETIG�E.�V /eET•AI CI /him WALL ANC) /��3IVE,eIT��tL dLL�G. A = O. O Ac . 0 , - 7 /A.! . T = /O M/,.ru , T /n_ o = 4. 4 0 = C/ = 0.55 (4. 40) (o • 09� = O • CFS /oo 6665 CONVOY CT. • SAN DIEGO, CA 92111 • (619) 268 -1557 a < s y '. � yn �s •� s s J ai r r I r k F g y t R �. K3' <et tY'4 Syr .S�,R.' f y c'. ^✓ „ .. 5 ; a r r 4 .fi S s. aX t� ZIM 5 G 1 yFG " 9. y ° 7 Y: # t TR 0� 3y ,Y a y,fb 5 !f � � � �>F3 !Y s�frAo:% �'°�� lA ' 9.•: ! k�s'r� �s�r�l' � X Y .Ig bs3 �� r3�r ll�� •cr�:: f � ! r "�`s. �,p1y fits Sd�� '��,� t}- t , � ,/,�„ t � s•.. s E Y yc�s,E s Yet ,Z.t4'e� ? .pfc s f 'y� } `` s #s r:. „•7�vz s gq � tl � ✓ .�s� xi�Yi �S"s�'.w w f �r �, � • • wca+�di��fy,a .ww •, � 1, 'y;t+'9ti > x. 0 o c 44 o 0 0 4-► v.. �. s- —as r- - 0 o (1) ae N Ln u TJ b >>in .a •r 4J > u 401 r- X s: a s v b � � U W _ 9 C 0 x v► o ! m car- CA 4J 4 •� N Z � 1110 () + u a) C- C1 c CT , s_ c C u ZA C_ ro o It ro �` to Q .� a) V- •r a) Ln r; 1. S_ •r <P C DG C O C ct ro -6-j : U V I N •r >l1 ••- •C7 I <J a) GL ro O. IMP G 4J a) ro r O ."" 4J 4J J O a) a) u .0 E v v C •p �, .. a +) a) +J r - a G •r 1 •C7 N IMP ro C C. O O m U N •r C •.- ro C C •.- >, O ro m Vf 4 S. o O CA r- 0 V- {' 7 C a_ a) •0 o to Ir. s C to O o to .c a) o ;J a) 4-+ 4J ++ v C a) r 1 4J 4J r• a) •r- _C to to 4J ro u t` to C S- •r YS O r cn Q1 N \ ro u 0 0 S- C V u = q c =3 C u 136 N E c u ••- 4•- c • ro a) a) • •r c tll 3 v S..0 u u S- . O C • a a p, + ) 0. ro H a) C.` O C.+► a) a .IC • -3 .O 7 0. +i 4j 11 L.7 S •r L S 4J N Cr C 11 0. Q •r C b C. i q Ca. { - ► a) v1 C E a) to -C 0. =3 S- L. a) C •r O U. S-. CL L •" O N O .0 to i ro C L •i . •r O LA- 4 � O u E CL r- C •r S- •IJ S t r .- a) iJ Li. Q O �✓ 4► a) to ro v to to .IC S - .IC u .-- C to •v -0, Z L # C JJ •r••. d• M %0 a) to a r- O O + `) 4J C L a7 ro m N N a) .0 4J r •r u W O E VI O •I 7 4J C] 4J 4J 3. 4 - 3 Ln +► CU It O II •r O a) C to •n ro O n ro O •.- a) ro r-- •n It +J S_ d .cro a) a = .IC o o,- 4 S_ r- .c .c u a) to u � u U - N t - ."- O Q 4J iJ + 0-0 C] G N +S •r N LL . 4 N r F- •r i••� .-. r. r~ n q n r. n n n C3 r- N M ct In Q C) r- N M d v z; 6 -Hour Precipitation (inches) o In o In o Ln o Ln o In 0 r r• 'r--- r - ---r -- -- - t0 1 y Ln M •f V' Ih N N r- r F. to �,... ` • •'- / ' __ __ _ - � �_^ In CA N - � ► 0, ' 4 +. 1 =-� ._.C- , M LLS 4j OF ►-r i t71. N .r•/ • } ; i l l l �- - / "'. i ' r - j / , , I ( N Z et v S+ L~d' hill II I I I -4r 4j n n if -- -�� r Ln S- r� ...• 1 � � t - 1 I i I I ! T � 1 ` � , 1 • •: '1�1 II I I I I' 1 I 1 1 •. OL .� et (.anon Sayoui) S44 suajuj APPENDIX XI IV -A -15 �.� CD Lill cn CD 0 45 �} C� e-- • 1' _ z N N Pew O �^ \ 'v \�/ .+ ,: p� O LLJ N M O u W W ci -• � � I W N ° z • _ • O z W :t -C C ; < i z h o u ). z I uW0 O t , ... J ►� p O 40 CK cl Q N M W <o • ►"� < O O O N C fM 1 W a < O Co t,J O + V1 O u 7-• 1— u J < CL. O • O N O W _.! M w • N ' I a u W 0. Y II -A -7 aF 12 r �� x, 1 1 / ► y I I A "� I - r l i� � �' / . •-a V I y n' 1 =-� �.' _ or Ull CN • � U" U j ,,... r Ic J r : / of l .� i � C -•� o I 1 f y . � .tom '' o,. 0 .. // fO __ �► / � � �� u , , � � ,J �c�l - - �.el� �,,., i ° • � • I �� u-1 Vii' ��--� --� : • w i' � a � '*� ^ �-. L I �� ° .•^ of - _ � - •� i � \ �' �' �- o.G.. u ` 11 -I , C LLJ l © l P• 1 0o Z h Z � C J • � Z W p < 6 N I r < O I V W O F-- a p _ c W Z :a1 < a .-. G V) S 00 a <" oWO vi ou �• - Imo- v • 7 t z Z� O rM c� d O O W J ~ W ucaU. <o I-• N J < u W N II —A•I LSA�/TA MA1 ,1A ��cC P/C0J�GT RUNOFF COEFFICIENTS (RATIONAL METHOD) LjUND USE Coefficient, C Soil Group (1) A B C D Undeveloped .30 35 .40 �S Residential: Rural .30 .35 .40 .45 Single Family .40 .4S .50 .55 Multi -Units .45 .50 .60 . 70 Mobile Homes (2) .45 .SO .S5 65 Commercial (2) .70 .75 .80 .35 80% Impervious Industrial (2) .80 .85 90 90% Impervious NOTES: (1) Obtain soil group from maps on file with the Department of Sanitation and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 800 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 group. Actual imperviousness = 50% Tabulated imperviousness = 30 Revised C = 0 X 0.85 = 0.53 APPENDIX IX ` A1 AMAIVA /eESI4D51\ /°/�o�E/eTY �5O[JTHE/�LY �Sr�i4LE kSNEET 6 of /= (/QE1(h3E0 /D��3/�97� ,y yo/�A[J� /c CAL �GILAT /o�/S ?' & F{ ENGIP;EERING TRAP CHANNEL ITEM DESCRIPTION INPUT U O =AV 0.4098 1 BOT WIDTH. Bw 0.01 FT 2 WATER DEP.d 0.41 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPE.S 0.0100 dl 1.0000 5 MANNING'S ROUGH.n 0.0400 al 91.074 6 tactual 0.40 CFS d2 1.5000 7 a2 197.9910 d' 0.9240 CALCULATE d =d2 -d' 0.5760 1 e =zd 0.82 FT 2 z =e /d 2.00 3 Y =d /BW 41.00 4 AREA= (z +l /�;)d'2 0.3=4 FT^2 a WET PER= (1 /x+2(z"2 +1) * *.5)d 1.84 FT 6 HYD.RAD.r =a /1j 0.18 FT 7 R".6666667 0.32 8 S - .5 0.10 9 VEL.V= 1.4868 .67 *S - .5 /n 1.20 FPS 10 Area =t /N' 0.33 FT^2 DETE/eM /ti!E NO/tMAZ- DE/°TN O �/- cSh�A/�E = a/ZT/� vkl4LE k! /TH 2,'/ % Fad 7 pLATE37 C1- 1AN.vEL L OF o•o /o Q = O..¢o cF s S = o. o/o � = v 4 / V = /, 20 Fps /a0 /oo T<FE/zEr'CM/�E [1sE A A 0 E of / o � ` �3A�rTAMA /Z /A 1�E; � rvE,��cE /pr�o�lECT C- /ate £3 Q �zkj � - - 7 aF /2 T & R ENGINEERING TRAP CHANNEL ITEM DESCRIPTION INPUT UNIT 9 =AV 0.4077 1 BOT WIDTH.BW 0.01 FT 2 WATER DEP.d 0.21 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPES 0.3400 dl 1.0000 5 MANNING'S ROUGH.n 0.0400 al 91.0747 6 Gactual 0.40 CFS d2 1.5000 7 a2 197.9910 d' 0.9240 CALCULATE d =d2 -d' 0.5760 1 e =zd 0.42 FT 2 z =e /d 2.00 3 x =d /BW 21.00 4 AREA= (z +1 /x)d - 2 0.09 FT^2 5 WET PER= (1 /x +2(z 2 +1) * *.5)d 0.95 FT 6 HYD.RAD.r =a / 0.10 FT 7 R .6666667 0.21 8 S".5 0.58 9 VEL.V= 1.486R".67 *S".5 /n 4.51 FPS 10 Area =O /V 0.09 FT - 2 IDE7 NOlCMAL lDEYTH D/� V- CI -�N/�E �/��TN 3K/ALE K / /TN C,'/ Fad THE LSfEE -C 7 Cf/��l�\/EL VO / ,t OF 67,34 Q _ a , 40 cis G = o, .�� _ o• Li V = Q, 51 FPs roe A V- r,14ASE E'ART'<) �K /qLE IviT�! A of I,o' TY EAGTL" /T, LY Cl/ EA3TC/eLY I®no/°� /�7'Y Li/Jc AAJ,b /TGT,r �l�/ /Vv k/4LL T & R ENGINEERING TRAP CHANNEL ITEM DESCRIPTION INPUT UNIT 9 =AV 0.1069 1 BOT WIDTH.BW 0.01 FT 2 WATER DEP.d 0.17 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPES 0.0400 dl 1.0000 5 MANNING'S ROUGH.n 0.0300 al 91.0747 6 Gactual 0.10 CFS d2 1.5000 7 u2 197.9910 d' 0.9254 CALCULATE d =d2 -d' 0.5746 1 e =zd 0.34 FT 2 z =e /d 2.00 3 x =d /BW 17.00 4 AREA= lz +1 /xld - 2 0.06 FT 5 WET PER= (1/x +2(z"2 +1)* *.5 )d 0.77 FT 6 HYD.RAD.r =a /p 0.08 FT 7 R .6666667 0.18 8 S^.5 0.20 9 VEL.V= 1.486R".67 *S".5 /n 1.80 FPS 10 Area =9 /V 0.06 FT - 2 / cs/aEc l-5LapES THE —GAi Cam° T c AAZ/ IC L .:: :r _ Q, /o 04 CO c O, /7 I /OU 7 L.1 GE A V- �NA I'E E-Q Z C >k -1ALC 911 ,4 ,DEPTH OF o. 7 � l�l^�oPCRTy �AuTEr�LY C3k/AL� ,GEz VNE�T 9 of Ir' T & R ENGINEERING TRAP CHANNEL ITEM DESCRIPTION INPUT UNIT O =AV 0.1183 1 BOT WIDTH.BW 0.01 FT 2 WATER DEP.d 0.13 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPE.S 0.2000 dl 1.0000 5 MANNING'S ROUGH.n 0.0300 al 91.0747 6 9actual 0.10 CFS d2 1.5000 7 a2 197.9910 d' 0.9254 CALCULATE d =d2 -d' 0.5746 1 e =zd 0.26 FT 2 z =e /d 2.00 3 x =d /BW 13.00 4 AREA= (z +l /x)d^2 0.04 FT^2 5 WET PER= (1 /x +2(z"2 +1) * *.5)d 0.59 FT 6 HYD.RAD.r =a /n 0.06 FT 7 R .6666667 0.15 8 S".5 0.45 9 VEL.V= 1.486R".67 *S".5 /n 3.37 FPS 10 Area =O /V 0.03 FT"2 �E 7 /llE OF U - ��f �.�1 /� r�l �SU1AL E L✓ /TN / (°, /DES THE- L r,TECC-'E.3T !ov -"o ' = o, /,3 , V = 3, 37 :f / Q3k14Le5 gv/ / A o, 7 ' ICQh/TAMA/t/A /'CESi�C�IC� /�/taJEGT C- /o i8 �STarzM r/'z C/�evl�ea 101,31/97) T & R ENGINEERING ITEM DESCRIPTION INPUT ULIT 1 PIPE DIA..D 0.67 FT O =AV 0.2415 2 WATER DEP.d 0.11 FT 3 SLOPE S 0.096 7 dl 2.0000 4 MANNING'S ROUGH,n 0.0120 al 67.0000 5 Oactual 0.22 GFS d2 1.5000 6 a2 46.0570 d' 1.0943 CALCULATE d =d2 -d' 0.4057 1 RADIUS.r =D /2 0.34 FT 2 e =d -r -0.23 FT 3 a= arccos e/r 132.19 DEG 4 B =2 *a 264.39 DEG 5 C =360 -B 95.61 DEG 6 ARE A= PI *D /4(C /360) +esina *r 0.04 FT^2 7 WET PER.,P= PI *D(C /360) 0.56 FT 8 HYD RAD.R =A /P 0.07 9 R .6666667 0.17 10 S°.5 0.31 11 V"EL.V= 1.4868 .67 *S ".5 /n 6.39 12 Area =Q /N 0.03 13 D= A *4 /PI) * *.5 0.21 14 yo�TE/�M�/JE No��4L 1�GI°T� of Th`� 8 "PvG o.o�G7 vioc Fl`ts �SA/.ITAM�/C /q ; ^'iE3 /UE�Ce J vTo/[M 4D/NA 7 4.1- G• 4 5 . Flo•'' A te. /d d u Tf' E T T & R ENGINEERING ITEM DESCRIPTION INPUT UNIT 1 PIPE DIA..D 0.6 7 FT O =AV" 0.3358 2 WATER DEP.d 0.14 FT 3 SLOPES 0.0700 dl 2.0000 4 MANNING'S ROUGH.ri 0.0120 a 1 67.0000 5 Oactual 0.32 CFS d2 1.5000 6 a2 46.0570 d 1.0919 CALCULATE d =d2 -d' 0.4081 1 RADIUS.r =D /2 0.34 FT 2 e =d -r -0.20 FT 3 a= arccos e/r 125.60 DEG 4 B =2 *a 251.20 DEG 5 C =360 -B 108.80 DEG 6 AREA= PI *D /4(C /360) +esina *r 0.05 FT"2 7 WET PER..P= PI *D(C /360) 0.64 FT 8 HYD RAD.R =A /P 0.08 9 R^.6666667 0.19 10 S".5 0.26 11 VEL.V= 1.486R^.67 *S - .5 /n 6.28 12 Area =Q /V 0.05 13 D= A *4/PI) * *.5 0.25 14 bETE/`CM //./G 1- 1 0^MAL bCPTN c: � T"Hr 8" I- A/,I o VCLaci-rY AT TNT Oc.�TLC7' fd0 r /00 n>.4ci,v�, �-C(\ 0 -4o A7- U Q ENGINEERING t STRUCTURAL • SITE IMPROVEMENTS • SURVEYING PROJECT (541,17 JOB NO. C- CALCULATED BY: DATE: /0/ SHEET NO. /L OF /2 CHECKED BY: DATE: SCALE 44 4 (::�ALCU2-47 fS . GATGN G4 //•! Flo . / N �} �', �� vtl� A,v /65S" X /0" O. Of F.S. /dU 0. 22 y 0,22 "I3 _ 0 0.7 C. AT 75 �o OFF /G /�hIGY 5 (4. s) !T = / 0. f 0106 ' c ,B , AT /007. -e-F- -1 8 GA tl &/0, N A�x;c-IAME AN !�3 X / r, 01meN /NG /d 0 2/� � o N = o = br /! C.5. A JO /o EFFIG /G!l / GY 3= - O, a,9 C,�, X47' 75; EFF /C /Eh/�Y ?� J = 0. c» c. � AT /00 % OFF /c /C - NcY 3 ��) 6665 CONVOY CT. • SAN DIEGO, CA 92111 • (619) 268 -1557 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS 1. GENERAL: The site shall be prepared and graded in accordance with this specification; the approved grading plans; applicable Sections of Chapters 29 and 70 of the Uniform Building Code; Codes, ordinances and policies of the Governing Agency; and, recommendations of the attached "Report of Soil Investigation ". 1.1 Intent:lt is the intent of this specification to establish the level of control and set out the minimum standards for clearing and grubbing, preparing natural soils, processing fill soils, placing and compacting fills and grading the project. This specification is a part of the "Report of Soil Investigation" (herein after referred to as Report) and shall be used in conjunction with it. Notwithstanding the recommendations of the "Report ", deviation from this specification will not be permitted except when modified in writing by Scenic Coast Building Sciences. 2. DEFINITIONS: For the purposes of this specification the definitions listed hereafter shall be construed as specified in this specification. Bedrock is in -place solid rock. Bench is a relatively level step excavated into earth material on which fill is to be placed. Borrow is earth material acquired from an off -site location for use in grading on a site. Civil Engineer shall mean a professional engineer registered in the state of California to practice in the field of civil works. The term Civil Engineer (herein after referred to as Civir Engineer) is the person responsible for preparation of the approved grading plans. Civil Engineering shall mean the application of the knowledge of the forces of nature, principals of mechanics and the properties of materials to the evaluation, design and construction of civil works for the beneficial uses of mankind. Compaction is the densification of soils by mechanical means. Earth Material is any rock, natural soil or fill and /or any combination thereof. Scenic Coast Building Sciences Page 1 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS DEFINITIONS CONTINUED: Earthwork includes all site preparation, grading and compaction operations. Erosion is the wearing away of the ground surface as a result of the movement of wind, water and /or ice. Excavation is the mechanical removal of earth material. Fill is the deposit of earth material placed by artificial means. Grade shall mean the vertical location of the ground surface. Existing Grade is the grade prior to grading. Rough Grade is the stage at which the grade approximately conforms to the approved plan. Finish Grade is the final grade of the site which conforms to the approved plan. Grading is any excavating or filling or combination thereof. Key is a designed compacted fill placed in a trench excavated in earth material beneath the toe of a proposed fill slope. Report is the "Report of Geotechnical Investigation" of which this specification is a part. Site is any lot or parcel of land or contiguous combination thereof, under the same ownership, where grading is performed or permitted. Slope is an inclined ground surface the inclination of which is expressed as a ratio of horizontal distance to vertical distance. _ Soil is naturally occurring superficial deposits overlying bedrock. Site Engineer shall mean a civil engineer experienced and knowledgeable in the practice of soils engineering. For purposes of this specification the term Site Engineer shall mean Scenic Coast Building Sciences. Site Technician shall mean a soil technician judged to be qualified by the Site Engineer to perform tests and observations and log the results. Soils Engineering shall mean the application of the principals of soil mechanics in the investigation, evaluation and design of civil works involving the use of earth materials and the inspection and testing of the construction thereof. Terrace is a relatively level step constructed in the face of a graded slope surface for drainage and maintenance purposes. Unsuitable soil is soil which in the opinion of the site engineer is not competent to support other soil, fill, or structures or to satisfactorily perform the other functions for which the soil is intended Scenic Coast Building Sciences Page 2 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS 3. SUBSURFACE CONDITIONS: Borings, trenches and test pit investigations have been made at available locations defined by the Site Engineer. Records and /or results of these investigations are set out in the "Report ". The information obtained from these excavations applies only to conditions encountered at their locations and to the depth to which they were made. It shall be the responsibility for the contractor to examine the site personally and to conduct such additional investigations as he may deem necessary for planning and execution of work. The contractor shall inform the Site Engineer immediately if any conditions not described in the "Report" are encountered. 4. HAZARDS: Whenever the Site Engineer determines that any existing excavation or embankment or fill on private property has become a hazard to life and limb,or endangers property, or adversely affects the safety, use or stability of the land the governing agency, owner, civil engineer, and contractor shall be notified. 5. QUALITY CONTROL: 5.1 Site Engineer's Responsibility: The site engineer's area of responsibility shall include, but need not be limited to, responsible charge of the inspections and approvals concerning the preparation of ground to receive fills, testing for required compaction, stability of all finish slopes and the design of buttress fills, where required, and incorporating data acquired during the earthwork operations and /or supplied by the "Report ". The site engineer will analyze the results of tests and observations made by the site technician, exercise engineering, judgement and make all decisions related to suitability and acceptability of earthwork operations. The site engineer will prepare a written "Report of Site Preparation, Grading and Compaction of Fills ". This report will include locations and elevations of field density tests, summaries of field and laboratory tests and other substantiating data and comments on any changes made during grading and their effect on the recommendations made in the "Report". He shall provide approval as to the adequacy of the site for its intended use. Scenic Coast Building Sciences Page 3 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS QUALITY CONTROL CONTINUED: 5.2 Contractor's Responsibility: It shall be the responsibility of the contractor to to assist the site engineer and keep him apprised of work schedules and any conditions which do not appear to have been defined in the "Report ". Compliance with governing. codes, grading the land to the lines and grades shown on the approved plans and compacting the soils to specified densities are the sole responsibility of the contractor. 5.3 Test Methods: Optimum moisture and maximum dry density shall be determined in accordance with ASTM test method D1557 -91 which uses 25 blows of a 10 pound rammer falling 18 inches on each of 5 layers in a 4 inch diameter 1/30 cubic foot cylindrical mold. In- place field density shall be determined in accordance with ASTM test method D1556 (sand cone & 6 1/2" field density plate). Proving Ring Penetrometer tests shall be conducted by the site technician and used to judge the uniformity, compaction and stability of the soil mass. 5.4 Location and Elevation of Field Density Tests: Field density tests shall be taken for approximately each layer of fill, but not to exceed two feet in vertical height between tests. Field density tests may be taken at intervals of 6 inches in elevation gain if required by the site engineer. The location of tests in plan shall so spaced as to give the best possible coverage and shall be taken no farther apart than 100 feet. Tests shall be taken on corner and terrace lots for each two feet of elevation gain. The site engineer may take additional tests as necessary to check on the uniformity of compaction. Where sheepsfoot rollers are used, the tests shall be taken in the compacted material below the disturbed surface. Additional layers of fill shall not be spread until the site engineer has determined that the specified density has been reached to the current elevation. Scenic Coast Building Sciences Page 4 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS QUALITY CONTROL CONTINUED: 5.5 Inspection /Surveillance: Sufficient inspection and surveillance by the site technician shall be maintained during the earthwork operations to assure compliance with this specification. 6. SITE PREPARATION: 6.1 Clearing and Grubbing: Within the areas to be graded, all trees, brush, stumps, logs and roots shall be removed and legally disposed of. 6.2 Stripping: Stripping, if required in the "Report" or grading plans, shall be conducted on all excavation and fill areas. Topsoils shall be removed to a minimum depth of one foot and shall be stockpiled for use in finish grading. Any artificial fill or rubbish, organic or other deleterious material encountered in the stripping operation shall be removed to its full depth and legally disposed of. 6.3 Preparation of ground: The ground surface shall be prepared to receive fill by removing vegetation, noncomplying fill, topsoil and other unsuitable materials to the depths directed by the site engineer, scarifying to provide a bond with the new fill and, where slopes are steeper than five to one, by benching into sound bedrock or other competent material as determined by the site engineer. A key shall be constructed at the toe of the fill. Where fill is to be placed over a cut, the bench under the toe of fill shall be at least 10 feet wide. but the cut must be made prior to placing fill and approved by the site engineer as a suitable foundation for fill. 6.4 Fill Material: Detrimental amounts of organic material shall not be permitted in fills. Except as permitted by the site engineer, no rock or similar irreducible material with a maximum dimension greater that 12 inches shall be buried or placed in fills. Scenic Coast Building Sciences Page 5 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS SITE PREPARATION CONTINUED: 6.5 Buried Structures: Any abandoned buried structures and utilities encountered during grading operations shall be totally removed. The resulting depressions shall be backfilled with suitable material placed and compacted in accordance with this specification. This includes, but is not limited to, septic tanks, fuel tanks, sewer lines, leach lines, storm drains and water lines. Abandoned water wells shall be backfilled and capped as directed by the site engineer. 7. PLACING AND COMPACTING FILLS 7.1 Source: To the extent practicable, all suitable on -site cut materials shall be used to construct the fills. If cut quantities are insufficient to bring the site to plan grade levels borrow materials must be approved by the site engineer before transporting them to the site. 7.2 Sequence of Operations: Filling shall begin in the lowest section of the area. Fill shall be spread in layers as hereinafter specified. The surface of each layer shall be approximately horizontal but will be provided with sufficient longitudinal and transverse slope to provide for runoff of surface water from every point. Filling shall be conducted so that no obstruction to drainage is created at any time. Dewatering facilities, if any, shall be continuously maintained in effective operating condition. , 7.3 Layer Construction: Fill shall be spread in approximately horizontal layers measuring 10 inches in thickness prior to compaction. Each layer of fill shall be inspected prior to compaction. All visible roots, vegetation, or debris shall be removed. Stones larger that 12 inches shall be removed or broken. The water content of each layer shall be determined to be suitable for compaction or shall be brought to a suitable condition by measures hereinafter described. Material incorporated in the fill which is not in satisfactory condition shall be subject to rejection and removal at the contractor's expense. Scenic Coast Building Sciences Page 6 f . APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS PLACING AND COMPACTING FILLS CONTINUED: 7.4 Fill Slopes: Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. In addition, fill slopes at ratios of two to one or flatter, should be track rolled. Steeper fill slopes shall be over -built and cut -back to finish contours. Slope compaction shall result in all fill material six or more inches inward from the finish face of the slope having a relative compaction of at least 90 % of maximum dry density. Compaction on the slopes shall continue until the site engineer is satisfied that they will be stable. 7.5 Compaction: All fills placed on the site and all backfill of removed topsoils, trenches and retaining walls shall be compacted to within 90% of maximum dry density. If the percentage compaction at any point is found to be unacceptable, additional compaction with or without modification of the field moisture content as directed, shall be performed and a second moisture - density determination made. This procedure shall be repeated until satisfactory compaction is obtained. Under pavement areas the upper 6 inches of subgrade soil and all base shall be compacted to above 95 percent of maximum dry density. 7.5.1 Equipment: The contractor shall describe the type or types of compaction equipment which he proposes to furnish for use under the contract. If in the opinion of the site engineer, any proposed type is considered unsuitable or inadequate, the contractor shall be required to select and furnish an alternate approved type or demonstrate by field trial conducted at his own expense that the originally proposed type will perform in a satisfactory manner. , 7.5.2 Moisture Content: Compaction shall be performed only when the fill material is in an approved condition of moisture content. In the absence of a specific waiver of these provisions, the approved condition shall be in the range of 2% less to 1% more than the optimum moisture content established by laboratory analysis. Scenic Coast Building Sciences Page 7 APPENDIX "B" RECOMMENDED GRADING SPECIFICATION - GENERAL PROVISIONS Moisture Content Continued. The contractor shall furnish equipment for modifying the moisture content of the fill material and at times when the moisture content is not within the specified range, shall operate such equipment. so as to achieve the necessary correction with minimum loss - of time. The addition of water shall be accomplished by methods which will distribute the added water evenly and in a controlled manner over the fill. Reduction of the water content shall be accomplished by methods which are effective for promoting aeration of the fill material. 8. TRANSITION LOTS: Where transitions between cut and fill occur within a proposed building pad, the cut portion shall be over- excavated a minimum of one foot below the bottom of proposed foundations and recompacted as heretofore specified. 9. PROTECTION OF FILL DURING CONSTRUCTION: Despite the provisions of other sections of this specification, layer placement and thickness shall be so controlled that no ponding of water can occur on any working surface. This shall be accomplished however, without at any time exceeding the specified maximum layer thickness. Grading operations shall be performed so as to insure unobstructed run- off at all times from every point on the working surface. 10. SEASONAL LIMITS: No fill material shall be placed, spread or rolled if weather conditions increase the moisture content above permissible. limits. When the work is interrupted by rain, fill operations shall not be resumed until field tests by the site engineer indicate that the moisture content and density of fill are as previously specified. Scenic Coast Building Sciences Page 8 HYDROLOGY AND HYDRAULICS STUDY SANTAMARIA RESIDENCE PROJECT 1753 CAUDOR STREET ENCINITAS, CALIFORNIA 5290 - G Q L ll ,��• t- y i ' Nov 07 1997 PREPARED FOR: ENGINE F EN TASES PAUL ANTAMARIA CITY LAMENTIN COURT SAN DIEGO, CALIFORNIA PREPARED BY: j : Q � o QROFESS /p�� T &R ENGINEERING 6665 CONVOY S. Dom o OY COURT ' y� SAN DIEGO, CA 3 PC29 j ig rF °F CALIFO�� a. OCTOBER 1, 1997 PROJECT NO. C - 1028 - "�` Q ENGINEERING STRUCTURAL • SITE IMPROVEMENTS • SURVEYING PROJECT: JOB NO. C -In =6 CALCULATED BY: DATE: 101119 SHEET NO. / OF /f CHECKED BY: DATE: SCALE , �CJ. c IOPtC C.G?FF'� /c /F_n/T F'O/� � ^., /�(� ,�,n /LY ,�,Ev /L 7C.il/T /4L = O•.5 A/CCA A- / N f?nc� °/C� - Y Csdr1TN�/zLY v!t/ALL� A = O. /5 Ac / O M//JS, ran 4.40 /N. /yZ /DO /C C A A - : Aj 1lC 7 /A! /,,lc; krA LL A 4 A G, �°� _ .? i 7� _ !p M /,v im E = G/A = O. 15;5 C 4.40)0, p�) = p, / OGFS /00 — 3. A r\ C A A -3 N 1'no /"G/ZTY ITETAIII /hIC� WALL ANC; a% aG. A = ° o Ac • 2.'7 /A. . T 4.40)�o D9) = o• �"CFs /00 �ol0�05 CONVOY CT. • SAN DIEGO, CA 92111 • (619) 268 -1557 "Wow fi n `` x y f k s ,G K` Y y "r „y V w �Y w, .5�?e AN,f 4 y��, .� ��6r{f�$r y }j /g ✓��f „• � '8�-: 2�s�/ ✓ { �s¢ �`'� { r 4 Y�'�k�� S f � b r rCj #��r,� �. y: p r �A MN ��;yf �� / zrt ,,� �gx �1 'A'f {9 �Afis �L.of£� a> fir' •. "t" t$.. 4�� , a a; £ t /fsJry £6 y x .,, �r y Sn',,�4 -�s s ,'+:`$°.ak ' ,•�� k y l� y kv M. 4j m 0 0 4- c 0 * ' o m a>z to U 'O 'L7 H 1)'1 .O •r L 4) Y b ro t0 U V) S - K =O 7 NO tj a) U p 4 X t0 (1) 4J U IL C- us r - C t7t z - N % - C C U bQ I` W 4) 4- O •r O LO r: 'L .O II -Cr C a •� 41 G 4- 4- O .0 (3) 4J U= E^ 4) 4•) 4) C •r 1 • C) >1 (1) 4) t-- O O TO 4) C 1.. O O C C1. •-b N m 0 I ll W - > -, C •.- t0 C C •r y, O U C 0. 4! - 0 O .-- td U. •� •r' .0 C to 4) �) O t0 = 4) C) •t-) 4) 4-J 4J 4J 4) C 'fir- E. 4J +) t--• 4) •r = to to ++ to E c u •t- -r 4- • e` R (1) a •r •r -r 0 C � CL (a of 4) C. O C.++ 4) (1) .0 4J .0 O CL 0. 4J 4-) L L7 1.. •r•• L S.. +) N Cr C 11 CL Q •r C n 7 c. r 0. O.+) Q) N C to O Q Q O i. L 4) C •r O f f- .r G1. L •r O to O - 0 .0 N • Z .. ro C •r •, . O U E CL t- C •t- 1.. 4J S- = r t - 4) 4J ti * Q 0 4- 4) td ro v to to = %- = U t— C do p 'L7 • �` L •+p •r U C (1) I (1) Ic C L 4) ro t71 to N 4) .0 4J r• • .-- •r' U to O E = to O •r O •a) C] 4J 4-) i +- H 4-j O II O 11 0 4) C to •.-, ro 0 o ro o •r (1) to r- •n u � 41 s.. mr = ro a 'v .0 = o .-- 4- s_. r• _ = U 4) ILO a U {� u 1.._ N ►- o 4 -► 4J ++ 0. Ca 0. N •1-) to a. Q •1..) Cx Ck: t_ D t- N M cl• to Cr. C) t• - N M 6 -Hour Precipitation (inches) O to C) to O to o to O U) C) LW.7 • -r-, -- t--t -- r -- _� _ _ �D tntil ctv M M tV N r- ILO LC) 0 d=1 iJ ' I _ 1 � r� �� —ems. _ •i +_! . ._._. G. N •11 __:�I!r illt I - , —/ : .•• ,!, 1�1 I N 2 L et N F+ �' ••r c,ii ! 1 : I• trill 'll I I _L: to If -� _ CM fill I a I I I t l I vu o (.Inotj tayoui) S11sualul APPENDIX XI IV -A -15 .(SA 7 /A' teC� /�C,��cL �°�oJ�c•r cm Ns m•,9 � "''f c� •. ' L . 7 %• i . � C�j (Ci 1 / ,/ � •Anr r... �� — _ M Ca . - ,_. /� // !' ♦ �� I f o� v __�� N - '. ` — g° _ � / -�-_ If LU CM LA r• F... ' + C"t Les i . •Z z J ah U, dr= a V ` trill CO PP p 1 5{ M i • N o CCD �-- . _ N — rw.) • "I , _, 'A v ��- , i CNN I U ^ ` N M V V ... c I p < Lep O W W r W F z p/ V a 7. O V1 u M u I •� z O mO G. -► 1- ( ° O w of On co C9 z Ca N C. 4 0 M U. _j ' a <U a• :e w W < O O t+J 0 � a-- O o 31 O CL N W O w J canal i z° • N • I .J U I N 0. Y 11-A-7 • �`3N�� 'T' 4 �F I2 LO .n A f t •U /7 , U 0 to- CL MCC �.. Ln -r m } .. ti o ( _ _ I .�� J ... C •.� us co cd c c � O C oL M L7 �' z 1» u • I p < < • H I < < z z �> o I U�o G t¢i� a c o a <" a O L!� O tin to V C p owo "- vi o u F- itf O M 'L Z M. O� CL. O O W J y W u CO LL. Z > N N V W N II I LSA/,/TA MA/C /A ��/ [�G� /C� P/C�J�G7 C- 10 2P c��IF�r 5 0 F' /Z RUNOFF COEFFICIENTS (RATIONAL METHOD) LAND USE Coefficient, C Soil Group (1) A B C D Undeveloped 30 35 ,40 �5 Residential: Rural .30 .35 .40 .4, Single Family .40 .45 .50 .55 Multi -Units .45 .SO .60 70 Mobile Homes (2) .45 .50 .55 .GS Commercial (2) .70 .7S .80 .35 80% Impervious Industrial (2) .80 .85 .90 .95 90% Impervious NOTES: (1) Obtain soil group from maps on file with the Department of Sanitat;on and Flood Control. (2) Where actual conditions deviate significantly from the tabulated imperviousness values of 800 or 900, 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: Cons_°.der commercial property on D soil group. Actual imperviousness = SO% Tabulated imperviousness = 80% Revised C = 0 X 0.85 = 0.53 APPENDIX IX 5AM7 17e -,31 75Mcff /" y yo/CAtJL /C CAL �:[1LAT /��/S & R E\GINEERI`aG TRAP CHANNEL ITEM DESCRIPTION INPUT UNIT O =AV 0.4098 1 BOT WIDTH.BW 0.01 FT 2 WATER DEP . d 0.41 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPES 0.0100 dl 1.0000 5 MANNING'S R.OUGH.n 0.0400 al 91.0747 6 Gactual 0.40 CFS d2 1.5000 a2 197.9910 d' 0.9240 CALCULATE d =d2 -d' 0.5160 1 e =zd 0.82 FT 2 z =e /d 2.00 3 x =d /BW 41.00 4 AREA= (z +lh )d - 2 0.34 FT"2 5 WET PER= (1 /x+2(z^2+1) * *.5)d 1.8=4 FT 6 HYD.RAD.r =a /TD 0.18 FT 7 R 0.32 8 S - .5 0.10 9 V"EL.V= 1.486R ".67 *S".5 /n 1.20 FPS 10 Area =Q /V 0.33 FT L7ETE/eMltilE No/CMAl- Dtf/oTN OF v- cSf�ApE A/ZTf,� <5Kl4LE k1 /T�l 2,'/ � /de �LO�°E�° Fp/� 7 / - LATEST C,�/ANNE L v! ape OF o• o/o G� = o. 4o cFs s = o, o/n �� : 0. V = /, 2 lao /00 T,�E�E�'anE � 11sE A V- mss/ -�ApE �A/�T -F �k /Q LE w�TN A f'/�O/°El`ZT� � LSkl�1LE SHEET '7 T & R ENGINEERING TRAP CHANNEL ITEM DESCRIPTION INPUT UNIT 1 BOT WIDTH.BW 0.01 FT t =AV 0.4077 2 WATER DEP.d 0.21 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPES 0.3400 dl 1.0000 5 MANNING'S ROUGH.n 0.0400 al 91.0747 6 tactual 0.40 CFS d2 1.5000 7 a2 197.9910 d 0.9240 CALCULATE d =d2 -d' 0.5760 1 e =zd 0.42 FT 2 z =e /d 2.00 3 x =d /BW 21.00 4 AREA= (z +1 /x)d"2 0.09 FT^2 5 WET PER= (1 /x+2(z"2 +1) * *.5)d 0.95 FT 6 HYD.RAD.r =a /D 0.10 FT 7 R ".6666667 0.21 8 S".5 0.58 9 VEL.V= 1.486R".67 *S".5 /n 4.51 FPS 10 Area =t /V 0.09 FT - 2 !�E TE/CM /NE NOrCMA L bC�T!a oF' V - u!- �A/-�E �� F'TN vIGI�ILE K// TH Q _ o• �o cis v = o, a� ,n o• Li V = 4, 51 GPs TN E E won i, L A V- 7 1 K /•q L E ftt /Tel A /' �3A/./TAMAIt /A 1QESlC�G -AGE /t'/"�bJ�GT C _ /o `� TY EA 7 LY kJA L E 4nC'rkJ CSC/E T EA3TE/QC.Y J°n0/�E /Q L /UG �Svd ICc /cl� IUALL T & R ENGINEERING TRAP CHANNEL ITEM DESCRIPTION INPUT UNIT O =AV 0.1069 1 BOT WIDTH.BW 0.01 FT 2 WATER DEP.d 0.17 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPE.S 0.0400 dl 1.0000 5 MANNING'S ROUGH.n 0.0300 al 91.0747 6 Bactual 0.10 CFS d2 1.5000 7 u2 197.9910 d' 0.9254 CALCULATE d =d2 -d' 0.5746 1 e =zd 0.34 FT 2 z =e /d 2.00 3 x =d /BW 17.00 4 AREA= (z +l /x)d"2 0.06 FT^2 5 WET PER= (1 /x +2(z"2 +1) * *.5)d 0.77 FT 6 HYD.RAD.r =a /n 0.08 FT 7 R .6666667 0.18 8 S ".5 0.20 9 VEL.V= 1.486R".67 *S".5 /n 1.80 FPS 10 Area = ()/V 0.06 FT - 2 IAnn or - \/. SNAPE f:A/C Uti/�tLE kJ�TF/ = D• io Gds � = O,o4 Ca c o, /7 � V c /, 8 Fl°� /ov LJr- A V—sHAPE CAR v k/A LG kJ( A ,DEPTH OF o. 7 � L3A/.ITAM�� /A I�Eu /�Lh'CG' �' /QdJEGT C' - /p�'v J�tCO/�CRT;� �AuTE/�L'y L3klALE bE'Tk/E.CN vNE�T 9 of In EASTERLY I"/evl"CteTy L /�/E A/./o /rE /N /NG k/,QLL T & R ENGINEERING TRAP CHANNEL ITEM DESCRIPTION INPUT UNIT O =AV 0.1183 1 BOT WIDTH.BW 0.01 FT 2 WATER DEP.d 0.13 FT 3 CHANNEL SIDES SLOPES 2.00 TRIAL d's 4 CHANNEL SLOPES 0.2000 dl 1.0000 5 MANNING'S ROUGH.n 0.0300 al 91.0747 6 Gactual 0.10 CFS d2 1.5000 7 a2 197.9910 d 0.9254 CALCULATE d =d2 -d' 0.5746 1 e =zd 0.26 FT 2 z =e /d 2.00 3 x =d /BW 13.00 4 AREA= (z +l /x)d"2 0.04 FT"2 5 WET PER= (1/x +2(z +1) * *.5)d 0.59 FT 6 HYD.RAD.r =a /n 0.06 FT 7 R".6666667 0.15 8 S".5 0.45 9 VEL.V= 1.486R *S".5 /n 3.37 FPS 10 Area =O /V 0.03 FT"2 E TE/ A-1 //-/E Z/aES v ' oPES Cott THE �TE�/`'E� ,— Cf�.�l,�/�cl L uLvvE of !do p 43 V = 3, 37 F,-Z TfIE/CE�ORE, Uv� ,r1, A C7 f' T/ / O�= 0,7 �-nA ,17AMAAIA Aff,3/�DC/. /CC / - /1NcXIECG7 C -/0 06 �fAZ: T /O AI-.lo C,e5. No, 2 1 T & R ENGINEERING ITEM DESCRIPTION I'vPUT UNIT 1 PIPE DIA..D 0.67 FT 0=-AV 0.2415 2 WATER DEP.d 0.11 FT 3 SLOPE.S 0.0967 dl 2.0000 4 MANNING'S ROUGH,n 0.0120 al 67.0000 5 Gacttial 0.22 CFS d2 1.5000 6 a2 46.0570 d' 1.0943 CALCULATE d =d2 -d' 0.4057 1 RADIUS.r =D /2 0.34 FT 2 e =d -r -0.23 FT 3 a= arccos e/r 132.19 DEG 4 B =2 *a 264.39 DEG 5 C= 360 -B 95.61 DEG 6 ARE A= PI *D /4(C /360)+esina *r 0.04 FT 2 7 WET PER..P= PI *D(C /360) 0.56 FT 8 HYD RAD.R =A /P 0.07 9 R .6666667 0.17 10 S 0.31 11 VEL.V= 1.486R .67 *S ".5 /n 6.39 12 Area =Q /N 0.03 13 D= A *4 /PI) * *.5 0.21 14 ��TE/CM//.1� Na�� -f4L L�cl°T�l o� T 8'�P ✓G 7 C ME , S ' f vc /mss oK . �SA/.lTAMA/C /q ; �iE3 /vEl�(Ce j-'/�oJEGT' C_lO�B uTo/[/✓J LDP /A /Al e t=-11°tf r-> r-7 .4� OLlTi_ET T & R ENGINEERING ITEM DESCRIPTION INPUT UNIT 1 PIPE DIA..D 0.67 FT O =AV 0.3358 2 WATER DEP.d 0.14 FT 3 SLOPES 0.0700 dl 2.0000 4 MANNING'S ROUGH.ri 0.0120 al 67.0000 5 Gactual 0.32 CFS d2 1.5000 6 a2 46.0570 d 1.0919 CALCULATE d =d2 -d' 0.4081 1 RADIUS.r =D /2 0.34 FT 2 e =d -r -0.20 FT 3 a= arccos e/r 125.60 DEG 4 B =2 *a 251.20 DEG 5 C =360 -L' 108.80 DEG 6 AREA= PI *D /4(C /360) +esina *r 0.05 FT"2 7 WET PER..P= PI *D(C /360) 0.64 FT 8 HYD RAD.R =A /P 0.08 9 R".6666667 0.19 10 S 0.26 11 VEL.V= 1.486R .67 *S".5 /n 6.28 12 Area =Q/\7 0.05 13 D= A *4 /PI) * *.5 0.25 14 1- L ,C7CP7'Al of TNT E3 I- AI,2.0 AT Cx> - o . // 4- o. /! o. /o o. 07 jdo /oo o/< 4hl //, / I° Ell 0 -40 A % U TL rL JT ENGINEERING STRUCTURAL • SITE IMPROVEMENTS • SURVEYING PROJECT: l-'3A,y7'A"41`, JOB NO. C- CALCULATED BY: DATE: /o / SHEET NO. OF /2 CHECKED BY: DATE: SCALE ,�{YU/tAc1_lC CALCULAT /O,�13 �/�� /sCO 10�.3/� A , GATcN kif 5 A , ! 3 /A ^/o . / w f} " cr' AA/ /0 " X /ee n�e,yiNc . - O. 22 PI/ �/L r�� /•sl4) = C /oa ,�f = o. 2� _ o . b J G , a • � �- 5v ,�o ,EFF/ G � Grcl 3(3) y ;: o•2Z -13 = o• 07 C. �. AT '7-97. .3 (4. s) �f = o. 2c - o, o c C. B . A 7 /oa /• 3(a) - T��I�EFoR� L'�� / / X 1�i • �f'��1� Marc., y BA��c•/ e G ATGH l-/ &lo— C' UA -IE AN !f " X /ad - H - O •,3: = rj, /l C, / . A T 243 A; T 7 5 1 — l — �C /,E / Y 3(4.5) G• r-. A /00 7" EFF" /c / C - NcY 6665 CONVOY CT. • SAN DIEGO, CA 92111 • (619) 268 -1557