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2003-1388 G ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects District Support Services Field Operations Sand ReplenishmentlStormwater Compliance Subdivision Engineering Traffic Engineering May 23, 2005 Attn: Southwest Community Bank 1 146 West Valley Parkway Suite 102 Escondido, California 92025 RE: Wright, Tom and Debby APN 264-222-07 3821 Megan Lane Grading Pen-nit 1388-G —Planning Dept. Bonds Final release of security Pen-nit 1388-G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. Bonds were required by the Planning Department. The City Planner has authorized the release of the bonds. Therefore, release of the security deposit is merited. The following Certificate of Deposit Accounts have been cancelled by the Financial Services Manager and are hereby released for payment to the depositor. Account# 048001028 in the amount of$3,750.00 and Account# 048001036 in the amount of $1,250.00 are hereby released in entirety. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sincerely, Debra Geishart Jay Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Wright, Tom and Debby Debra Geishart File NGINEERING SERVICES DEPARTMENT City o _ y Capital Improvement Projects EricinZtas District Support Services Field Operations Sand Replenisliment/Stormwater Compliance Subdivision Engineering Traffic Engineering April 1, 2004 Attn: Southwest Community Bank 1146 West Valley Parkway Suite 102 Escondido, California 92025 RE: Wright, Tom and Debby APN 264-222-07 3821 Megan Lane Grading Permit 1388-G Release of security Permit 1388-G authorized earthwork,private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has approved rough grading. Therefore, release of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account# 048000780 in the amount of$22,732.50 is hereby released in entirety. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sinc ely, Q Masih Maher y Lembach Finance Manager Senior Civil Engineer Financial Services Subdivision Engineering CC: Jay Lembach, Finance Manager Wright, Tom and Debby Debra Geishart File rec cled paper TEL 760-633-2600 1 FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 9202A-3633 TDD 760-633-2700 Y C ENGINEERING SERVICES DEPARTMENT 'I tT o ojects tLCZYLG Capital Improvement Pre District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 18, 2005 Attn: Southwest Community Bank 1146 West Valley Parkway Suite 102 Escondido, California 92025 RE: Wright, Tom and Debby APN 264-222-07 3821 Megan Lane Grading Permit 1388-G Final release of security Permit 1388-G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. The Field Inspector has finaled the grading. Therefore, release of the remaining security deposit is merited.led by The following Certificate of Deposit eleased for payment to theldepo itore Financial Services Manager and is hereby Account# 048000806 in the amount of$7,577.50 is hereby released in entirety. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Since ely, 6thart J L bach finance Manager Engineering Technician Financial Services Subdivision Engineering CC: Jay Lembach, Finance Manager Wright, Tom and Debby Debra Geishart File I i)l> t,0 0; -W l recycled paper 1 FA X60 6;, _60U ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects 'ZZtGiS District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 23, 2005 Attn: Southwest Community Bank 1146 West Valley Parkway Suite 102 Escondido, California 92025 RE: Wright, Tom and Debby APN 264-222-07 3821 Megan Lane Grading Permit 1388-G—Planning Dept. Bonds Final release of security Permit 1388-G authorized earthwork,private drainage improvements, and erosion control, all as necessary to build described project. Bonds were required by the Planning Department. The City Planner has authorized the release of the bonds. Therefore, release of the security deposit is merited. 'The following Certificate of Deposit Accounts have been cancelled by the Financial Services Manager and are hereby depositor. Account amount of# 048001028 in the amount of$3,750.00 and Account# 04800 $1,250.00 are hereby released in entirety. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633-2779 or in writing, attention the Engineering Department. Sincerely, (r Debra Geishart J Le bach Engineering T Finance Manager Technician Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Wright, Tom and Debby Debra Geishart File l recycled paper • Civil Engineering • Land Planning • Surrvey y March 23 , 2004 City of Encinitas Building/Planning Department 505 South Vulcan Avenue Encinitas, CA 92024 RE: PAD CERTIFICATION - THE WRIGHT RESIDENCE 3821 MEGAN LANE, OLIVENHAIN - DRAWING NO. 1388-G Logan Engineering hereby certifies that on March 20, 2004 , the subject project was surveyed by, or under the direction of, the undersigned in order to determine the rough '-as-graded' ' pad elevations . The results of our survey are as follows : • 383 . 0 UPPER PAD ELEVATION PER PLAN: 383 .0 FEET SURVEYED • 374 .0 LOWER PAD ELEVATION PER PLAN: 374 .0 FEET SURVEYED • 373 .0 LOWER PAD ELEVATION PER PLAN 373 . 0 FEET SURVEYED • 372 .0 LOWER PAD ELEVATION PER PLAN: 372 .0 FEET SURVEYED Deviations in pad elevations do not exceed 0 . 2 feet, plus or minus . It is our opinion that the pads for this lot are in substantial conformance to the original plans and pursuant to the City' unicipal Ordinance . S ' cer y, GAN NGI4NEER QPpF E S S10,�� J��pS E.�O�F✓�` co LU C 39726 LU Douglas R.C.E. 39726 cc Exp. 12-31-05 Principal srgT CIv1\� �OFc , Office: 1635 S. Rancho Santa Fe Road, #204 • San Marcos, CA 92069 Mailing: 132 N. El Camino Real, PMB-N • Encinitas, CA 92024 Phone 760-510-3152 • Fax 760-510-3153 Email: dlogan@connectnet.com NORTH COMM COMPACTION ENGINEERING, INC. - PRELIMINARY SOILS INVESTIGATION FOR PROPOSED SINGLE FAMILY DWELLING AND DETACHED GARAGE MEGAN LANE ENCINITAS, CALIFORNIA - - PREPARED FOR - TOM& DEBBIE WRIGHT 7966 LOS PINOS CIRCLE CARLSBAD, CA 92009 - - JUNE 3, 2003 PROJECT NO. CE-6919 NORTH COUNTY _ COMPACTION ENGINEERING, INC. June 3, Project No.No. CE-6919 ^ Tom&Debbie Wright 7966 Los Pinos Circle Carlsbad,CA 92009 SUBJECT: Preliminary Soils Investigation Proposed Single Family Dwelling and Detached Garage Megan Lane Encinitas, California Dear Mr. &Mrs. Wright: 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"highly"expansive top soils within the location of the main house area. These soils were approximately 2 feet in depth and will require selective grading techniques to assure they are placed at non-detrimental location with regard to structures and/or surface improvements during earthwork construction. In addition,the underlying native bedrock formation at the site is comprised of fractured bedrock with sand/clay matrix. The bedrock formation decreases in fines, with depth. Therefore, shallow cuts and fills are proposed to reduce the possibility of rock demolition. However, it is our opinion the site will be suitable for its intended use provided the 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 Quo R Ric �F- COMPACTION ENGINEERING,INC. GE 713 m `L 9/30/05 Dale R. Regh �'��OTECHN�� Ronald K. Adams President Registered Civil Geotechnical Enginee RKA:paj cc: (4) submitted P. 0. BOX 302002 " ESGONDIDO, CA 92030 " (760)480-1116 FAX(760)741-6568 HORTH COMM COMPACTION ENGINEERING, INC. TABLE OF CONTENTS Page 1.) Purpose and Scope 1 2.) Location and Description of Site 1 3.) Field Investigation I 4.) Soil Conditions 2 5.) Laboratory Soil Testing 2 6.) Recommendations and Conclusions 3 A.) Grading 3 B.) Foundations 5 C.) Slopes 6 D.) Retaining Walls 6 E.) Estimated Paving Sections 7 F.) Seismic Design Considerations 7 G.) Review of Grading Plan 8 7.) Uncertainty and Limitations 8 APPENDIX Appendix A: Exploration Legend&Unified Soil Classification Chart Plate No. One Test Pit Location Plan Plate No. Two thru Four Exploration Logs Plate No. Five Tabulation of Test Results Appendix B: Recommended Grading Specifications NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 1 1. PURPOSE AND SCOPE The purpose of the investigation was to determine if the site is suitable for the proposed single family dwelling and detached garage. 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 3821 Megan Lane in the City of Encinitas,California. _ The 1.20 acre trapezoidal shaped lot is bordered yhe Trail 20 fo t public sewer easement traverses dwellings to the north and east and Mega n Lane to t traverses from east to west through the north portion of the property. Site topography consists of predominantly flat lot pitched downhill to the south and southeast. The total difference in elevation(s) at the site is approximately 21 feet and varies between 360 and 381 feet(MSL). Site vegetation has recently been cleared from property. 3. FIELD INVESTIGATION The field investigation was performed on May 21,2003 and included an inspection of the site and the excavation of three exploratory trenches,with a backhoe to depths of 5 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 Four. r NORTH COURW COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 2 _ 4. SOIL CONDITIONS Loose surficial soils ( ty- sil sands and silty-clays)consisting of old fill/plowed ground were found to be 3 feet, 2 feet and 2 feet in depth in Test Pit No.'s One,Two and Three, respectively. Underlying native soils to depths explored were dense ctured bedrock with sand/clay fines.Very hard bedrock refused deeper matrix succeeded by very hard bedrock with little or no backhoe exploration at 5 feet in depth in Test Pit No. Three. The upper 2 foot mantle of top soils(silty-clays)in Test Pit No.'s Two and Three were found to have an expansion index of 150 and are classified as being"very high" in expansion potential. These highly expansive clay soils should be considered"undesirable"and should not be utilized for support of structures and/or surface improvements. The underlying fractured bedrock formation at the site was found to have an expansion index of 35 and are classified as being "low" in expansion potential. 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 bedrock 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 Five entitled"Exploration Log"and"Tabulation of Test Results". MORTH COMM COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 3 6. RECOMMENDATIONS AND CONCLUSIONS General It is our understanding,the proposed dwelling and detached garage will consist of wood frame construction supported upon slab on grade foundations. The detached garage will be developed on the south portion of the site and the dwelling will be constructed on the north region of the property. In our opinion,the site is suitable for the proposed single family dwelling and detached garage. Recommendations presented in this report should be incorporated into the planning,design and construction phases of the subject project. 6A. Grading General It is our understanding, cut/fill earthwork construction will be performed to create level building pad(s)to accommodate the proposed dwelling and detached garage. Planned slopes will be minor(less than 8 feet)at inclinations of 2:1 horizontal to vertical units or flatter. There are two major concerns with regard to grading. The first concern will be the disposal of the a soils t be mantle of highly expansive soils located on the north region of the property. Y utilized as fill. However,they are to be placed a minimum of 5 feet outside of the footprint(s)of structures and/or surface improvements. The second concern is the near surface rock that may require demolition during grading. The bedrock formation at the site increases in density and decreases in fill fines with depth. Therefore, imported soils may be required to compensate for rock displacement and/or provide adequate fill fines. All structural fill materials placed at the site must maintain a minimum of forty percent(40%) fill fines passing a U.S. #4 sieve. In addition,particles of rock in excess of 12 inches in diameter are defined as oversized material and will need to be removed from structural fill. In our opinion,thought should be given to the grading concept to minimize on-site excavations to reduce the possibility of rock demolition. 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, all highly expansive top soils should be removed from beneath the footprints of structures and/or surface improvements and placed in a non-detrimental location(i.e. yard areas, sewer easement, etc.). The removal of highly expansive soils should NORTH COURW COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 4 extend under and a minimum of 5 feet beyond all structures and surface improvements. Subsequent to removing highly expansive soils, all compressible top soils remaining should be undercut or removed to firm native ground and recompacted in accordance with the attached Appendix `B' entitled"Recommended Grading Specification". 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. (Note:Highly expansive soils may be placed in keyway fills up to 48 inches from finish grade.) 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. All fill soils generated from earthwork construction should be placed in conformance with the attached Appendix `B' entitled, "Recommended Grading Specifications". If required, soils to be imported should be"low" in expansive potential(expansive index less than 50)and have strength parameters to adequately support the planned structures. We should be contacted to inspect an/or test imported soils prior to hauling then on-site to assure they will be suitable for the proposed construction. 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 V. It is highly probable the proposed structure(s)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. NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 5 — 6B. Foundations General In the event that on-site highly expansive soils are placed outside of structure(s)and/or surface improvement(s) locations, we anticipate that foundation bearing soils will be"low" in expansion potential(expansive index less than 50) u on completion f grading. Therefore,the following preliminary foundation recommendations y For One-and Two-Story Construction: Continuous footing having a minimum width of 12 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. 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#5 bar top and bottom. Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing. Interior concrete should be a minimum of 4 inches thick and 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. Sulfate testing of foundation bearing soils should be performed upon completion of grading to determine the type of foundation concrete to be utilized to reduce the possibility of chemical attack on foundation concrete. Prior to pouring of concrete,North County COMPACTION C nce toI hose those INC. should be contacted to inspect foundation recommendations — NORTH COMM COMPACTION ENGllNEMING, INC. Project No. CE-6919 Page 6 6C. Slopes Cut and compacted fill slopes constructed to maximum heights of 12 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. Our analysis was performed utilizing"Taylor's Charts" for cut and compacted fill slopes and a safety factor of 1.5. 6D. Retaining Walls On-site clay soils should not be utilized for backfill of retaining walls. Therefore,the following retaining wall criteria is based on the assumption that compacted imported,non-expansive sands utilized for backfill will have a minimum angle of internal friction of 30 degrees and a cohesion intercept of 100 pounds per square foot. Retaining walls should maintain at least a 1:1 (horizontal to vertical)wedge of imported backfill measured from the base of the wall footing to the ground surface. All retaining walls should be provided with drains behind and at the base of the wall to assure a well drained condition. Miradrain 6000 and/or its equivalent is recommended. Drains should be constructed in accordance with the manufactures specifications. Prior to hauling retaining wall backfill soils on site,we should be contacted to inspect and/or test them to assure they meet the above specifications. All retaining wall backfill should be compacted to a minimum of ninety percent(90%)of maximum dry density. For static conditions, an allowable equivalent passive fluid pressure of 354 psf,increasing 354 psf per foot in depth may be assumed. Allowable active pressures may be assumed values assume equivalent wall, and a level,39 pcf for unrestrained walls. These backfill. Should these conditions not be met, we should be contacted for new values. 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 assumed to be equivalent to a pressure of fluid weighing 56 pcf. NORTH COMM COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 7 The coefficient of friction of concrete to soil may be assumed to be .30 for resistance to horizontal movement. (Assumed that retaining wall footings will be founded in on-site soils possessing"low"expansion potential.) 6E. Estimated Paving Section Structural section for asphaltic paving for the proposed driveways and parking area are based on an estimated R-Value of 10. The following section is provided for bid purposes only. Actual sections should be determined subsequent to completion of grading operations. Assumed Traffic Index=4.5 (Light Vehicular Traffic) 3 inches of asphaltic paving on 8 inches of select base coarse on 12 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 11 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%). Rigid Concrete Paving: 6 inches of concrete reinforced with#3 bars on 18 inch center,both ways,on 6 inches of Class II base material on 12 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. Seismic Design Considerations (Soil Parameters) A.) Soil Profile= SD(Table 16-J of the 1997 Uniform Building Code) B.) Type `B' Fault(Rose Canyon) C.) Distance= 12 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 ENGINEERING, INC. Project No. CE-6919 Page 8 6G. 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. 7. 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, � V �F North County "' GE 71 3 m� COMPACTION ENGINEERING,INC. Exp. 9130/05 Ronald K. Adams Dale R. Regli of C — President Registered Civil En 3 Geotechnical Engineer 000713 -- RKA:paj cc: (4) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. EXPLORATION LEGEND UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES I. COARSE GRAINED: More than half of material is llu .e,_r than No. 200 sieve size. GW Well graded gravels,gravel-sand GRAVELS CLEAN GRAVELS mixtures,little or no fines. More than half of coarse fraction is larger than No. 4 sieve size,but GP Poorly graded gravels,gravel sand smaller than 3". mixtures,little or no fines. GRAVELS WITH FINES GM Silty gravels,poorly graded gravel- (Appreciable amount of fines) sand-silt mixtures. GC Clayey gravels,poorly graded gravel-sand,clay mixtures. SANDS CLEAN SANDS SW Well graded sand,gravely sands, More than half of coarse fraction little or no fines. SP Poorly graded sands,gravely sands, is smaller than No. 4 sieve size. little or no fines. SANDS WITH FINES SM Silty sands,poorly graded sand and _ (appreciable amount of fines) silt mixtures. SC Clayey sands,poorly graded sand and clay mixtures. II. FINE GRAINED:More than half of material is smaller ell r_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 of low plasticity. SILTS AND CLAYS 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 TEST PIT LOCATION PLAN Proposed Single Family Dwelling and Detached Garage Mean Lane -d Encinitas, California .� Approx. Scale C 1 1 tC \ EX/5T. 20 PUBG � 56WER ESMf (Z•Y'W D•J � ® Test \ Test Pit o Pit A #3 Q ; o s 5UB 0 B/VDY `~ E504 RPM/4459 �P05E0 RIWC =- ESMT 911 EX/5T Q•C.PQ Test Pit #1 B.C. �S-46 .• W t/ y w -- --�— - WATER G/NE PLATE NO. ONE PROJECT NO. CE-6919 NORTH COUNTY COMPACTION ENGINEERING, INC. - �YpT .nu ATION LOG PROJECT NAME: Megan Lane Encinitas DATE LOGGED: -9512-ILQL ELEVATION: Existinja Grate— - TEST PIT NO. (ENE_ Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) Type Density Content #200 Depth Classi- (pcf) (%) Sieve fication SM Brown,Dry,Loose, Silty-Sand l- (Fill/Plowed Ground) (Undercut or Recompact) 2- -- ----------- -------------------------------- ---------------- 3- GC Brown Red,Humid,Medium,Dense Gravelly Clayey-Sand (Firm Native) 4- (Fractured Bedrock Form) Bottom of Test Pit 5- PROJECT NO. CE-6919 PLATE NO. TWO NORTH COUNTY _ COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: Megan Lane Encinitas DATE LOGGED: 21 0 ELEVATION: Existin& Qrade TEST PIT NO. TWO Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) Type Density Content #200 Depth Classi- (pcf) (%) Sieve fication CH Brown Red,Humid, Soft, Silty-Clay 1_ BG 79.2 1' (Fill/Plowed Ground) (Highly expansive,to be placed outside of building areas) ----------- ---------------------------------------------------- 2- GC Tan Beige Grey,Humid,Dense Gravelly Clayey-Sand 3- CK 118.5 10.1 38.2 3' (Fractured Bedrock with Sand/Clay Matrix) BG 4- (Firm Native) ---------- ----------- -----—----------------------------------------- -------------------------------------------- Bottom of Test Pit Near Refusal PROJECT NO. CE-6919 PLATE NO. THREE NORTH COUrmr COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME: Megan Lane Encinitas DATE LOGGED: X5121103 ELEVATION: Existing Grade TEST PIT NO. THREE Depth Sample Dry Moisture Passing Sample Soil Description&Remarks (Feet) 'type Density Content #200 Depth Classi- (pcf) (%) Sieve fication CH Brown Red,Humid, Soft, Silty-Clay 1- (Fill/Plowed Ground) (Highly expansive,to be placed outside of building areas) ----------- ----------------------------------------------------- 2- GC Yellow Red,Humid,Dense Gravelly -- Clayey-Sand 3- (Fractured Bedrock with Sand/Clay Matrix) 4- (Firm Native) ---------- ----------- ------------ - ---------------------- GP Backhoe Refusal/Hard Bedrock Little or No Fines PROJECT NO. CE-6919 PLATE NO. FOUR 14ORTH COMM COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FTl (%DRY YM Brown Red Silty-Clay P2 @ 1' 119.8 14.3 _ Brown Red Gravelly 10.3 Clayey-Sand P2 @ 3' 126.5 EXPANSION POTENTIAL SAW LE NO P2 (7a CONDITION Remold 90% Remold 90% INITIAL MOISTURE(%) 15.0 10.2 AIR DRY MOISTURE(%) 7.5 3.7 FINAL MOISTURE(%) 33.7 16.9 _ DRY DENSITY (PCF) 107.8 113.7 LOAD(PSF) 150 150 SWELL(%) 15.0 3.5 EXPANSION INDEX 150 35 DIRECT SHEAR SAMPLE P2 3' CONDITION Remold 90% ANGLE INTERNAL FRICTION 29 COHESION INTERCEPT(PCF) 100 PROJECT NO. CE-6919 PLATE NO. FIVE NORTH COUKW COMPACTION El`NGINEERING, 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 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 degree of compaction will be performed in accordance with the following American Society for Testing and Materials (ASTM)test methods: *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. — APPENDIX `B' 14ORTH 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 12 inches in thickness. 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 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' NORTH COUNTY COMPACTION ENGINEERING, INC j March 24, 2004 LIAR 2 G 2004 Project No. CE-6919 Tom&Debbie Wright 7966 Los Pinos Circle Carlsbad, CA 92009 Subject: Report of Certification of Compacted Fill Ground Proposed Single Family Dwelling and Detached Garage/Workshop Megan Lane Parcel 4 of PM 14459 Encinitas, California APN #264-222-07 Dear Mr. & Mrs. Wright: 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 February 17, 2004 through March 22, 2004. 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 and stormwater plans were prepared by Logan Engineering of Encinitas, California. Grading operations were performed by Charles Pinckle of San Marcos, California. Reference is made to our previously submitted report entitled, "Preliminary Soils Investigation", dated June 3, 2003. 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-6919 Page 2 Grading operations were performed in order to create two level building pads to accommodate the proposed single family dwelling and detached garage. 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 TESTING 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-clays, clayey-sands, gravelly-clayey-sands. Fill soils were imported and 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 42 and are classified as being"low" in expansion potential. (Note: Highly expansive topsoils were placed in a non-detrimental location with regard to structures.) The key was approximately 15 feet wide and varied between 4 feet and 8 feet in depth, and inclined into the slope. During earthwork construction, native areas to receive fill were scarified, watered, and compacted to a minimum of ninety percent(90%) of maximum density. Subsequent fill soils were placed, watered, and compacted in 6 inch lifts. Benches were constructed in natural NORTH COUNTY COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 3 ground at intermediate levels to properly support the fill. 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, Location Sketch". A tabulation of test results and their vertical locations are presented on the attached Plate No. Two entitled"Tabulation of Test Results". 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�Pori t ui tion. Therefore,da accordance with as standard practices regarding grading operations and earth 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 top soils 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 NORTH COUKTY COMPACTION ENGINEERING, INC. Project No. CE-6919 Page 4 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 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 18 inches below lowest adjacent grade, will have an estimated allowable bearing value of 2000 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.) Low expansive soils conditions observed during grading operations will require special recommendations to reduce structural damage occurring from excessive subgrade and foundation movement. Therefore,all foundations should be constructed in accordance with the recommendations presented in our Preliminary Soils Investigation dated June 3,2003. 11.) 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-6919 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$180.00 will be invoiced to perform the field inspection and prepare a "Final Conformance Letter". If foundations are constructed in more than one phase, $130.00 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 Therefore damage as a reearthquake.lt of arthquake is probable projects are economically unfeasible. 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, J; LSS10, North County �' �,� R iv COMPACTION ENGINEERING,INC. GE 713 lu XP. 9/30/05 z, Dale R. Regli ��CVA Ronald K. Adams President Registered Civil Geotechnical Engineer 3 RKA:paj cc: (4) submitted NORTH COUNTY COMPACTION ENGINEERING, INC. SOIL TESTING -- - S ry PU81-1 C SEWER Q�F. 2w/ EASEMENT 5 Proposed Single Family _ . Dwelling & Detached Garage/Workshop Megan Lane 6 Encinitas, California - V- -- 2:1 Get / h? No Scale 362 5 28 29 RE3�0 L 3 PAO F 3 12 384NCF 83 0. �/-9� .0 26 bD GA Rq GEC ►�� J k t4 0 �W P 2 \ JB� ' 1 O ��•' � 80 3 12 2 '211 4 14 O O° 3:1 d 380 4 CONTOUR 3?8 BLENDING -16 PAD=37� J 374.0' TG }1A "375.0• 373.2 IE 5 8 (lT 0' A.C. A f JT 7 /^//F+� p � ,CRA VEL D/W PAp�.3pd • 0' TC ._ _ --..-... 0 73 3 u F.F. 372.2' 1E 2.DX 8 6 ' 14 �. .T. 40' PRIVATE PAD=372.0' 369.0' TVA D EASEMENT n I ( r F.F.=37 0' 368.0' By P.M. 14-459 I I. " �[� N - u W.,Rr -j I, 3720•TG 372.0 TG 9 ALL A.D.THIS SIDE OF PAD 15' 371.2 IE 368.0' TV o O 365.0' B1 2' MIN. 371.01E 1 " o 367.0' TN Z 1 >1 3 o o , 363.0 BI r CONTOUR 72 J BLENDIN 36 FILL + e Z L SLOPE J67.0 71Y fT1 84'08'14' NOTE: Compaction R t 20.00' 5865 ' ` - 2 L = 29.3T - 363- n 31.78' _..N-920—_ 362. tests are delineated PROP05E� 54 W62. 13 F.H WATER in red z FMZ METER 5 60.00' EAISI o A N 1),,i<�Ty � TRAIL TEST LOCATION SKETCH PROJECT NO. CE-6919 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 02/18/04 See 362.0 12.7 117.3 II 92.7 2 Plate 364.0 13.8 116.8 II 92.3 3 One 362.0 12.1 117.9 II 93.2 4 364.0 12.8 115.4 II 91.2 5 03/04/04 366.0 12.1 122.7 V 94.0 6 11 °° 368.0 11.1 119.5 V 91.6 7 °• 366.0 11.3 120.6 V 92.4 8 368.0 12.8 118.8 V 91.0 9 ° 370.0 12.5 117.6 V 90.1 10 371.0 11.9 118.9 V 91.1 11 370.0 10.9 120.5 V 92.3 12 03/08/04 375.0 11.9 116.9 II 92.4 13 376.0 14.5 114.4 1 95.5 14 375.0 16.8 111.9 1 93.4 15 376.0 17.2 110.5 I 92.2 16 03/09/04 378.0 12.7 115.2 III 92.3 17 380.0 13.8 112.8 III 90.4 18 378.0 14.5 116.8 III 93.6 19 380.0 14.1 114.1 IV 92.0 20 03/11/04 371.0 12.8 123.4 V 94.6 21 372.0 11.4 122.8 V 94.1 22 371.0 13.3 120.5 V 92.3 23 372.0 12.8 121.5 V 93.1 24 381.5 13.8 118.5 V 90.8 25 `< 381.5 14.1 116.5 VI 92.0 26 381.5 13.5 119.1 VI 94.1 27 03/22/04 383.0 RFG 14.5 118.0 VI 93.3 28 •° 383.0 RFG 13.8 116.9 VI 92.4 29 `• 383.0 RFG 14.5 119.6 VI 94.5 30 374.0 RFG 10.3 121.9 V 93.4 31 372.0 RFG 11.4 123.9 V 94.9 32 372.0 RFG 12.2 122.9 V 94.2 REMARKS; RFG=Rough Finish Grade PROJECT NO. CE-6919 PLATE NO. TWO 14ORTH COUNTY COMPACTION ENGINEERING, INC. TABULATION OF TEST RESULTS OPTIMUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX. DRY DENSITY OPT. MOISTURE (LB. CU. FT) (%DRY WT) Brown Red Silty-Clay I 119.8 14.3 Brown Red Gravelly Clayey-Sand II 126.5 10.3 Tan Silty-Sand III 124.8 11.3 Red Brown Gravelly Clayey-Sand (Import) IV 124.1 12.9 Brown Orange Gravelly Clayey-Sand V 130.5 09.8 Tan Olive Clayey-Sand(Import) VI 126.5 11.4 NOTE: Soil ID#I placed outside of structures during grading EXPANSION POTENTIAL SAMPLE NO. I II IV V VI CONDITION Remold 90% Remold 90% Remold 90% Remold 90% Remold 90% INITIAL MOISTURE(%) 15.0 10.2 12.8 9.6 11.8 AIR DRY MOISTURE(%) 7.5 3.7 7.7 5.5 6.2 FINAL MOISTURE(%) 33.7 16.9 21.3 18.2 16.5 DRY DENSITY(PCF) 107.8 113.7 111.7 117.5 113.9 LOAD(PSF) 150 150 150 150 150 SWELL(%) 15.0 3.5 4.1 4.2 2.9 EXPANSION INDEX 150 35 41 42 29 PROJECT NO. CE-6919 PLATE NO. THREE • • Civil Engineering • Land Planning • Structural • Surveying April 20 , 2005 1 OF HYDROLOGY STUDY FOR THE WRIGHT RESIDENCE DESCRIPTION: CUSTOM SINGLE FAMILY RESIDENCE 3821 MEGAN LANE A. P.N. 264-222-07 DRAWING NO. 1388-G OWNER/PERMITTEE: oQPOFESS1Q,yq` TOM & DEBBIE WRIGHT 3821 MEGAN LANE w C 39726 9Z ENCINITAS, CA 92024 Exp. 12-31-05 760-535-3186 CIVIt- �A! D GLAS E . OGAN DATE R. C.E . 39726 \I EXPIRES 12-31-05 1 APR 2 1 2005 ; Office: 1635 S. Rancho Santa Fe Road, #204 • San Marcos, 0 2078 Mailing: 132 N. El Camino Real, PMB-N • Encinitas, CA 92 24 Phone 760-510-3152 • Fax 760-510-3153 Email: dlogan@dlogan.connectnet.com c�&t7e(2-4A -f tl-y L-0 fit Q I o o P JA t • r{ v r I ' - �- �p m1 -1. IV% (Cuu\jal� 0�-�1 O V7 N r O M C1 CN N Cl)N O O O O C C C O O O O O O O O >0 O 4 N `O a a� > on w° w l Cl ON 00 00 r U M M 7 d: l- [� 00 00 CD OD O O O O O O O O O O O O O O O N N w Q 0 �. oo U F cn N F. N N M M V7 Vl 14o [- l- 00 DD 00 00 al O C O O O O O O O O O O O O O O •U U n 4) irl 0 � -S_ �a � o 00 N Vl �o �o �o O M Cl) l� y ,> W Q N N M M d d V1 Vi lo [- l- o0 00 00 0o to C C C C C O C O O O O O O O O b U Y t U O pW S v 5 O N N CM OV' IC 000 000 w � ON CN �•+ V-. J� O E'" U 0 a P1 m vi "I ai U — 'b G �. C w U O o o O N O O O O 0 ¢ Q Q Q O W cd d d A d 4 Q b G A A A A A A A A ° 0 w p ON V, O O U o O O O O� a id N id id id id ed 0 U Go bb � bbbbbb ° ° �[� � r1 d O 00 a °' 4° c .0 `' " U o o 6'n A A A U —° a�i •• �'� a a 'a a Z�. C7 O a C7 0. z 0 al 79 o �° > O z x x x up. N O b ' ' ' j, Lam' y g 3 � 0 z O 0 0 .2 U U U U U •. A z San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 12 of 26 Note that the Initial Time of Concentration should be reflective of the general land-use at the upstream end of a drainage basin. A single lot with an area of two or less acres does not have a significant effect where the drainage basin area is 20 to 600 acres. Table 3-2 provides limits of the length (Maximum Length (LM)) of sheet flow to be used in hydrology studies. Initial T; values based on average C values for the Land Use Element are also included. These values can be used in planning and design applications as described below. Exceptions may be approved by the "Regulating Agency" when submitted with a detailed study. Table 3-2 MAXIMUM OVERLAND FLOW LENGTH (LM) & INITIAL TIME OF CONCENTRATION Ti Element* DU/ .5% 1% 2% 3% 5% 10% Acre LM Ti LM Ti LM Ti LM Ti LM Ti LM Ti Z. Natural 50 13.2 70 12.5 85 10.9 100 10.3 100 8.7 100 6.9 LDR 1 50 12.2 70 11.5 1 85 110.0 100 9.5 100 8.0 100 6.4 LDR 2 50 11.3 70 10.5 85 9.2 100 8.8 100 7.4 100 5.8 LDR 2.9 50 10.7 70 10.0 85 8.8 95 8.1 100 7.0 100 5.6 MDR 4.3 50 10.2 70 9.6 80 8.1 95 7.8 100 6.7 100 5.3 MDR 7.3 50 9.2 65 8.4 80 7.4 95 7.0 100 6.0 100 4.8 MDR 10.9 50 8.7 65 7.9 80 6.9 90 6.4 100 5.7 100 4.5 MDR 14.5 50 8.2 65 7.4 80 6.5 90 6.0 100 5.4 100 4.3 HDR 24 50 6.7 65 6.1 75 5.1 1 90 4.9 95 4.3 100 3.5 HDR 43 50 53 65 4.7 75 4.0 85 3.8 95 3.4 100 2.7 N. Com 50 5.3 60 4.5 75 4.0 85 3.8 95 3.4 100 2.7 G. Com 50 4.7 60 4.1 75 3.6 85 3.4 90 2.9 100 2.4 O.P./Com 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 Limited I. 50 4.2 60 3.7 70 3.1 80 2.9 90 2.6 100 2.2 General 1. 50 3.7 60 1 3.2 1 70 1 2.7 1 80 1 2.6 1 90 1 2.3 1 100 1 1.9 *See Table 3-1 for more detailed description 3-12 EQUATION AE 11.8Ls 4=385 Feet Tc LSE 5040 Tc = Time of concentration(hogs) L = Watercourse Distance(mites) 4000 AE = Change in elevation along effective slope line(See Figure 3-5)(feet) 3000 Tc Hours Minutes 4 240 2000 180 1000 900 2 120 800 Too 100 60� s0 544\ BO ♦ -70 Alit# ♦\�`� 1 60 300 \ � ♦ 40 204 \ ♦ L ~\ Miles Feet 30 ♦ 14D ♦ 4000 20 l/ ♦ 48 3400 16 0,3 ♦ 14 St! ♦ 2000 ♦ 12 46 1000 1640 ♦ ---10 340 1440 9 1200 8 2+0 1040 7 900 B00 6 700 6 600 1'D 4 400 3 300 200 AE L Tc SOURCE:California Division of Highways(1941)and Kirpic h(1944) F I G t7 R E Nomograph for Determination of Time of Concentration(Tc) or Travel Time (Tt)for Natural Watersheds - loom 4w FAMN "MOM wk aw �Jftu mwmmbw� rMIIIIII WOW go Wom 101"aw ANWMNW AM�WA NOW AMM�SUWON 011,VASONSI momm UNMNWo rAwAwmwa W�FAmjwm omi mw� mwArAw�WAW"'AWWJlllPJllllW"WWA IM1111111"Ill" llIIIll�gWA"rAmrAWMLMfA INS all 111111111121810 MOM mom VArWArWAWAIrMIrAW� now maw. now m=I&WAWAurAKWdmAvw.m was m WAMM Uff a No MWAWMW AWN" *W,w" NAW AN Now,mw.,~,d momm'd Now"MWMWAM xisikm* MmmaWlo,AWMYAWVAIWAswAminWA~AMMMMWWA WW 1 am N JOIN lMllmwjrAv4W.AWJW.M'AMWAM AMMON a MJllll'W4AYAW'AWAW"mWAMVIJMWAwZM 1 11*1::22:0916:0 WIN UWAMMAIIIIII)VAM MINOR MW�WAWAWANYAWA 1,21,11422" mimmaw'Am-WAMMINIF w MINIM 111111111110 mmF,dFrmrArjwjmw� WOMIKIIIIIIIIII 111111111 MAW,jWArAWAr,MrAmw AIIIIIIIIII mm IrAMINWAINNOW 0 INUMMIS wAWAW�MIWA �dm 800,16" pm� VIA no IrAP WA 90 YAW MOM soon worioragrArAw X&AWWWA WIN V,'JWrAIMIrA mm -mm OEM WAMMM M� am WAWA rw� we 0 ,?;,Afjw, o ^� M.l.l1•� 45 � b a U ° e I � ["fie r��I G M aUn I 1 J:. IL d � � E ,r'• � ,�4�Sk4, f r , S ft { °I � F1 '. h.i ' r I 'd } ...P a I r/ r j 4 } i I ii ... i ..•� .... ,.I 1 I. �f I 514. •Tb, 1 1 1 r ;t emu-• { e r i n a P I I ; . 2S •Ctrl _fi 4q Mme:" u vA NiL it m � U I r i • s I . } •; t e"t I 4 , I � m i 1 j •. d T{ � iL r x 1 t t t � I jj ' __ ;.. ,. ,414. ,.,,. ':i... �.r_ .- '• .lOc��p• O } I : OJOL ti ii, • : . O , w 1r. I ° ✓ � � I� t 1 1 i qp pgpEkb- b j..I 9E,Lll s t ' I APPENDIX 175 OF CULVERTS Page CHART star Corrugated Metal Pipe Projecting 188. � ISO 10,000 Ill 12) (3) liar Corrugated Metal Pipe Projecting ...189 tsG 8.000 EXAMPLE G 1++ +..t wr ta.}t«11 ulcer Corrugated Metal Pipe Headwall 190 ts♦ 6.000 t. s. ... ......... ... 4,000 •� �lar Corrugated Metal Pipe,Headwall m- 191 r s•� W s.s a 4. ted Metal Pipe Headwall er t•1 ulcer Corruga ..._..192 t•� A :.: }•r 4' 3. .. 193 ro+ s. .. I,l�erts Flowing Full,n = 0.024•••••••'• s ++ ,000 ohs for Circular Corrugated Metal .00 -Structural Plate 84 Goo ` Goo to Circular Corrugated Metal Pipe- 4100 194 "1 4100 ; ... too .�:�� i✓ LS 1.+ ac Circular Corrugated Metal Pipe. u 195 = sb w .// N c = too r t.s :e Circular Corrugated Metal Pipe, 1 = so u 196 — ::e Circular Corrugated Metal Pipe,197 1 r )'.... . .................... �! /c too °Z . Full, •• ° Go z ugated Metal Pipe Culves Flom .. 198 1.0 Z O r.0 r W 50 NW ENTRANCE ° ° 40 p•• CALE TYPE u 1.0 �phs for Corrugated Metal Pipe— , + W SG 30 Culverts 1-4-11 0 ' = ss 1c—Arch Culverts with Inlet Control 199 ,t 20 ai o•....}y-+� u .G + � .10.1011 Z rrugated 1►ict21 Pipe—Arch, Projecting ao .+ 200 („ a....... • ...........................401 tT to T rrugated Metal Pipe—Arch,Projecting. ... .• ............ T .. t4 ' rrrugated Metal Pipe—Arch, Ht2dwall G }...««.121«(n r.l«1 .......... s tr.4�r•11r».sN.111.1Mr Aich, Headwall t 1 .+ srugated Metal Pipe 203 +w.o wa.,.»»••••• s _ ............ t. 10..1..1... —Arch Culverts Flowing Full,n = 0.024...204 rugated Metal Pi —Arch Culveru, t Full,n = 0.032r to 0.0306...............405 t+ .+ s + rth for Various Discharges Lo ;raplu wbea outlet is unsubmerged) ..4106 HEADWATER DEPTH FOR " " 407 CONCRETE-PIPE CULVERTS s Horizontal, Critical Depth••••••••.•••...408 WITH INLET CONTROL t Vertical,Critical Depth............•.....109 smog mu r�K�.v 04 w ritical Depth.............................210 h.Critical Depth....................... >Y- WORK TU BE DONE: GRADING 1. ALL WORK SHALL BE DONE IN ACCORDANCE WITH THESE PLANS. THE STANDARD SPECIFICATION FOR PUBLIC WORKS CONSTRUCTION. THE DESIGN CONSTRUCTION STANDARDS OF THE CITY OF ENCINITAS AND THE SAN DIEGO AREA REGIONAL STANDARD DRAWINGS. ANY CHANGES OR REVISIONS THEREFROM SHALL BE APPROVED BY THE CITY ENGINEER v °TOR TO ANY REOUEST FOR INSPECTION. *4rcbwwat-y Gcofcchnicol 2. THE SOILS REPORT TITLED _0 6 /g_A PREPARED BY CGed,S_5' Gcofcch n/C�/ DATED I -2 S -9G SHALL BE CONSIDERED AS A PART OF THIS GRADING PLAN. ALL GRADING SHALL BE DONE IN ACCORDANCE WITH THE RECOMMENDATIONS AND SPECIFICATIONS CONTAINED IN SAID REPORT. 3. APPROVAL OF THIS.PLAN DOES NOT CONSTITUTE APPROVAL OF SIZES, LOCATION AND TYPE OF DRAINAGE FACILITIES, NOR OF IMPROVEMENTS WITHIN STREET RIGHT -OF -WAYS. SEPARATE APPROVALS AND PERMITS FOR THESE SHALL BE REQUIRED IN CONJUNCTION WITH IMPROVEMENT PLANS. 4. WRITTEN PERMISSION SHALL BE OBTAINED FOR ANY OFF -SITE GRADING. 5. CONTRACTOR SHALL TAKE ANY NECESSARY PRECAUTION$ REQUIRED TO PROTECT ADJACENT PROPERTIES DURING GRADING OPERATIONS. ANYTHING DAMAGED OR DESTROYED SHALL BE REPLACED OR REPAIRED TO CONDITION EXISTING PRIOR TO GRADING. 6. THE DEVELOPER SHALL BE RESPONSIBLE THAT ANY MONUMENT OR BENCH MARK WHICH .IS DISTURBED OR DESTROYED SHALL BE RE- ESTABLISHED AND REPLACED BY A REGISTERED CIVIL ENGINEER OR _A LICENSED LAND SURVEYOR. 7. THE CONTRACTOR SHILL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, ANO'SHALL BE RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 8. GRADING AND EQUIPMENT OPERATING WITHIN ONE -HALF (1/2) MILE OF A STRUCTURE FOR HUMAN OCCUPANCY SHALL NOT BE CONDUCTED BETWEEN THE HOURS OF 5:30 P.M. AND 7:30 A.M. NOR ON SATURDAYS, SUNDAYS AND CITY RECOGNIZED HOLIDAYS. 9. NO GRADING OPERATIONS SHALL COMMENCE UNTIL A PREGRADING MEETING HAS BEEN HELD ONSITE WITH THE FOLLOWING PEOPLE PRESENT: CITY INSPECTOR, CIVIL ENGINEER, SOILS ENGINEER, GRADING CONTRACTOR AND PERMITTEE. THE PREGRADE MEETING SHALL BE SCHEDULED WITH THE CITY AT LEAST 48 HOURS IN ADVANCE BY CALLING (619) 633 -2770. 10. PRIOR TO HAULING DIRT OR CONSTRUCTION MATERIALS TO ANY PROPOSED CONSTRUCTION SITE WITHIN THIS PROJECT THE DEVELOPER SHALL SUBMIT TO AND RECEIVE APPROVAL FROM THE CITY ENGINEER FOR THE PROPOSED HAUL ROUTE. THE DEVELOPER SHALL COMPLY WITH ALL CONDITIONS AND REQUIREMENTS THE CITY ENGINEER MAY IMPOSE WITH REGARDS TO THE HAULING OPERATION. 11. UPON FINAL COMPLETION OF THE WORK UNDER THE GRADING PERMIT BUT PRIOR TO FINAL GRADING APPROVAL AND /OR FINAL RELEASE OF SECURITY, AN AS- GRADED CERTIFICATION SHALL BE PROVIDED STATING: "THE GRADING UNDER PERMIT NO. 4603 - G HAS BEEN PERFORMED IN SUBSTANTIAL CONFORMANCE WITH. THE APPROVED GRADING PLAN OR AS SHOWN ON THE ATTACHED AS- GRADED PLAN ". THIS STATEMENT SHALL BE FOLLOWED BY THE DATE AND SIGNATURE OF THE CIVIL ENGINEER WHO CERTIFIES SUCH GRADING OPERATION. 1. THE EXISTENCE AND LOCATION OF UNDERGROUND UTILITY PIPES AND STRUCTURES SHOWN ON THESE PLANS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE THERE ARE NO EXISTING UTILITIES EXCEPT AS SHOWN ON THESE PLANS, HOWEVER: rHE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT ANY EXISTING UTILITIES OR STRUCTURES LOCATED AT THE WORK SITE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO CONTACT THE FOLLOWING OWNERS OF SAID UTILITIES OR STRUCTURES PRIOR TO ANY EXCAVATION, FOR VERIFICATION AND LOCATION OF UTILITIES AND NOTIFICATION OF COMMENCIWENT OF WORK. A. SEWERS - 953 -0199 L.C.W.R B. GA91 & ELRCTRIC - 800/422 -4133 S.O.G E C. WATER - 753 -6466 O.M. W.O. D. TELEPHONE - 800/422 -4133 - PACIFIC BELL E. CAOLt TV - 1- 600-422 -4133 DAMIELS CAALE 2. CONTRACTOR SHALL NOTIFY THE CITY ENGINEER'S OFFICE 48 HOURS PRIOR TO BEGINNING ANY WORK ON THIS PROJECT. PHONE: 619/633 -2770 3. THE CONTRACTOR SHALL GIVE 24 HOURS NOTICE ON CALLS FOR INSPECTION. PHONE: 619/633 -2770. ALL WORK PERFORMED WITHOUT BENEFIT OF INSPECTION WILL BE SUBJECT TO REJECTION AND REMOVAL. PRELIMPJAIZY GEOT0694I6AL toveraTirwrtom p120P05E0 SIM1IGLE FAMILY RESIDEWCE PARCEL 3 1Tpz&AN06 of PAVED RoAO oFF DUSTY -WAIL. ENVIRONMENTAL DATA: 1) Steepest Existing Natural Slope On -Site = 15 % t 2) Maximum Vertical Depth of Cut = 5' 3) Maximum Vertical Depth of Fill = 3'*' 4) Average Depth of Cut = 2 -et 5) Average Depth of Fill REVISIONS 1APPROVED1 DATE I REFERENCES DATE C. QRADIxa 1. ALL GRADING SHALL BE INSPECTED AND TESTED BY A QUALIFIED SOILS ENGINEER OR UNDER HIS DIRECTION. HE SHALL INSPECT AND TEST THE EXCAVATION PLACEMENT AND COMPACTION OF FILLS AND BACKFILLS AND COMPACTION OF TRENCHES. HE SHALL SUBMIT SOILS REPORTS AS REQUIRED AND WILL DETERMINE THE SUITABILITY OF ANY FILL MATERIAL. UPON COMPLETION OF GRADING OPERATIONS HE SHALL STATE THAT INSPECTIONS AND TESTS WERE MADE BY HIM OR UNDER HIS SUPERVISION AND THAT IN HIS OPINION, ALL EMBANKMENTS AND EXCAVATIONS WERE CONSTRUCTED IN ACCORDANCE WITH THE APPROVED GRADING PLANS AND THAT ALL EMBANKMENTS AND EXCAVATIONS ARE ACCEPTABLE FOR THEIR INTENDED USE. 2. THE CONTRACTOR SHALL PROPERLY GRADE ALL EXCAVATED SURFACES TO PROVIDE POSITIVE DRAINAGE AND PREVENT PONDING.OF WATER. HE SHALL CONTROL SURFACE WATER AND AVOID DAMAGE TO ADJOINING PROPERTIES OR TO FINISHED WORK ON THE SITE AND SHALL TAKE REMEDIAL MEASURES TO PREVENT EROSION OF FRESHLY GRADED AREAS UNTIL SUCH TIME -AS PERMANENT DRAINAGE AND EROSION CONTROL MEASURES HAVE BEEN INSTALLED. 3. ALL AREAS TO BE FILLED SHALL BE PREPARED TO BE FILLED AND FILL SHALL BE PLACED IN ACCORDANCE WITH STANDARD SPECIFICATIONS. ALL VEGETABLE MATTER AND OBJECTIONABLE MATERIAL SHALL BE REMOVED BY THE CONTRACTOR FROM THE SURFACE UPON WHICH THE FILL IS TO BE PLACED. LOOSE 'FILL AND ALLUVIAL SOILS SHALL BE REMOVED TO SUITABLE FIRM NATURAL GROUND. THE EXPOSED SOILS SHALL BE SCARIFIED TO A DEPTH OF 6" AND THEN COMPACTED TO A MINIMUM OF 90 PERCENT. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PLACE, SPREAD, WATER AND COMPACT THE FILL IN STRICT ACCORDANCE WITH SPECIFICATIONS. 4. CUT AND FILL SLOPES SHALL BE CUT AND TRIMMED TO FINISH GRADE TO PRODUCE SMOOTH SURFACES AND UNIFORM CROSS SECTIONS. THE SLOPES OF EXCAVATIONS AND EMBANKMENTS SHALL BE SHAPED, PLANTED AND TRIMMED AS DIRECTED BY THE ENGINEER OF WORK AND LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS AND OTHER WASTE MATTER EXPOSED OR EXCAVATION OR EMBANKMENT SLOPES WHICH ARE LIABLE TO BECOME LOOSENED SHALL BE REMOVED AND DISPOSED OF. THE TOE AND TOP OF ALL SLOPES SHALL BE ROUNDED IN ACCORDANCE WITH THE GRADING ORDINANCE. 5. ALL TREES, BRUSH, GRASS AND OTHER OBJECTIONABLE MATERIAL SHALL BE COLLECTED, PILED OR OTHERWISE DISPOSED OF OFF THE SITE BY THE CONTRACTOR SO AS TO LEAVE THE AREAS THAT HAVE BEEN CLEARED WITH A NEAT AND FINISHED APPEARANCE FREE FROM UNSIGHTLY DEBRIS. APPROVAL OF LOCATION OF DEBRIS FILL SHALL BE SECURED FROM THE SOILS ENGINEER AND CITY ENGINEER PRIOR TO THE DISPOSAL OF ANY SUCH MATERIAL. E. BROOTOx CONTROL 1. IN CASE EMERGENCY WORK IS REQUIRED, CONTACT 540TT TU61?w5:a _ AT _019-479-0474 2. EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES DURING THE RAINY SEASON. ALL NECESSARY MATERIALS SHALL BE STOCKPILED ON SITE AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF- 'TEMPORARY DEVICES WHEN RAIN IS EMINENT. 3. DEVICES SHOWN ON PLANS SHALL NOT BE MOVED OR MODIFIED WITH OUT THE APPROVAL OF THE ENGINEERING INSPECTOR. 4. THE CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN -OFF PRODUCING RAINFALL. 5. THE CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEER DUE TO UNCOMPLETED GRADING OPERATION OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 6. THE CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHEN IMPOUNDED WATERS CREATE A HAZARDOUS CONDITION. 7. ALL EROSION CONTROL MEASURES PROVIDED PER THE APPROVED GRADING PLAN SHALL BE INCORPORATED HEREON. 8. GRADED AREAS AROUND THE PROJECT PERIMETER MUST DRAIN AWAY FROM THE FACE OF SLOPE AT THE CONCLUSION OF EACH WORK DAY. 9. ALL REMOVABLE PROTECTIVE DEVICES SHOWN SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40 %). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 10. SHOULD GERMINATION OF HYDROSEEDED SLOPES FAIL TO PROVIDE EFFECTIVE COVERAGE OF GRADED SLOPES (90% COVERAGE) PRIOR 'TO NOVEMBER 15, THE SLOPES SHALL BE STABILIZED WITH PUNCHED STRAW INSTALLED IN ACCORDANCE WITH SECTION 35.023 OF THE EROSION AND SEDIMENT CONTROL HANDBOOK OF THE STATE OF CALIFORNIA DEPARTMENT OF CONSERVATION. EARTHWORK QUANTITIES ARE CALCULATED ON A THEORETICAL BASIS AND ARE UTILIZED FOR PERMIT PURPOSES ONLY. ACTUAL QUANTITIES MAY VARY DUE TO UNFORESEEN - LOSSES, F A 9IT114 WnI21C • SHRINKAGE AND /OR SWELLING FACTORS. � t CUT= 1350 C.Y. too C.y• CV-r- FILL= 100 C.Y. 400 C.-�. 1�I1.L- - /EXPORT_ 1250 C.Y. 'S C I (WE) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLO- GIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THE SITR- DATE: OWNER S(;OTT TUCKER DECLARATION OF RESPONSIBLE CHARGE I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSI- BLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PRO- FESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF ENCINITAS IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. LOGAN ENGINEERING 132 N. EL CAMINO REAL, STE. "N" ENCINITAS, CA 92024 619- 2 -8474 BY: DATE: RCE NO.: `3- (7[i�j EXP. DATE: lz'3t_gZ?7 „ E. /yv t oil v ' 03972 m t3 ," 6 EXP. 12 -31-97 r t SOILS ENGINEER'S CERTIFICATION (V civil g mtie I m h I. \/1I L�a:lrl Sinc)ha��c1 A REGISTERED C W V CIVIL ENGINEER IN THE STATE OF CALIFORNIA, PRINCI- PALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS / MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOILS CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION (v BETWEEN THE DATES L-ZO-96 AND ONE COMPLETE COPY OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN 400 / 3' SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. / FURTHERMORE, I HAVE REVIEWED THESE GRADING PLANS / AND CERTIFY THAT THE RECOMMENDATIONS INCLUDED IN L LO / THE SOILS REPORT FOR THIS PROJECT HAVE BEEN INCOR- PORATED IN THE GRADING PLANS AND SPECIFICATIONS. SIGNED: DATE / : 3 17 9 (O < 9� NO.: % 8Z EXP. DATE: /2 Exp.92 -37 -97 OWNER /PERMITTEE • 3 9 0 SCOTT & JILL TUCKER OwjegwAid (CA ci2n,4 20'PUBuc SEWERES TO L. C. W.O. PER C. 91- 0229848 RECD SITE LOCATION• VACANT PARCEL 250', MORE OR LESS, NORTHWESTERLY OF THE WESTERLY TERMINUS OF DUSTY TRAIL IN OLIVENHAIN T A.P.N. 264- 221 -05 ------ LEGAL DESCRIPTION: PARCEL 3 OF P.M. 14459, AS RECORDED IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, SEPT. 11, 1986. SITE r -•-F � a9 s (1.I V EI41rIA11V BENCH MARK SCALE COMMUNITY PEVELOPMENT WVEtZT OF M.I4.019 Pea OIZOWW' 0 ' -t`•� E-ATE>J5100 - LCWD EP)AOE0 09 HORIZONTAL COUNTY V>-M. NO. J -0302 . N/A T.E.: 333.49 DATUM: UAG.9. VERTICAL APPRoVEO PAY DATE t o, 1 / VICINITY MAP NO SCALE '(.13. PG. t1e48 -P�3 / spy IOI 1111 l� 4z _ 0 M `11 1 �0 h- / �I GI ter►► IPA h- , y./i �1 �I 39° too 0 it IN Op�kTRA�Cfo� �Co Irl�i'(�rl -I- A LZA6 ��r.( ,y Ott l �Dd vAR $10 L•o G I C_L� O'Pte 47007 `.E e ArSemskrr ?•E2 vot. oRcuo owl k5 !% go.-g6-61-33g Z 1 - bov�lrlll`�1"•IU fit: SArI �iE60 $vu.�•t- lA0.1,zi :,L, v r469510r16F�_ R6 PEA ?c4A 3Eelij 460 fttl V.W. 0 7 W. 3 Qaw. c -A TZ 0 0 ti LLt : a U o / Q�� `') / n __-HOLO 6/ /ST. GRADE FROM ®LW 70 &.=3669 S52 °03'/4 "E0.00'�-5 6, �_ -�-- _- ----__ MEGA I Z� /vim ROAD LEGENU: ITEM STD. DWG., SYMBOL CUT SLOPE (2:1 MAX) ------------ - - - - -- 77 UT FILL SLOPE (2:1 MAX) ----------- - - - - -- FILL PROPERTY LINE ------------------ - - - - -- - - EASEMENT LINE ------------------ - - - - -- - EXISTING CONTOUR --------- ------ - - - - -- FINISH CONTOUR ----------- ------ - - - - -- 390 EXIST. GRADE -- --- ------- ------- - - - - -- FINISH GRADE - - - - - -- DAYLITE LINE ----------------- - - - - -- DRAINAGE DIRECTION ------------- - - - --- -► RC.C. ORoW OtT40 - - - - - 0-75 - - --- �� SITE „12ETA wi9& WALL - - - - C -4 - SAW00AG6 -- ----------- - - - - -- 000 PIZ(VEWAY ( A.C. OIZ P.G.G.) --------- I QL%MED BY 1 DRAWN BY CHECKED BY APPROVALS PL PREP RED UNDER SUPERVISION OF R COMMENDED AP �OVEQ\\ / / DATE : 11CL7 �� 't'�`°' BY: \\ R.C.E. NO.: 39728 DATE: l � ' yG DATE: E INEER 12/31/97 nfwlg%J •C C 1 AP_ &Y EXP. -Eg/ST. EASEMENT ROAD, A. C. PAtlem6w,, PER P. M. /4459 40'PRIVATE A70AO UTlLlTY EA66MENT,oE,p P. M. 14459 ADDITIONAL EROSION CONTROL NOTES* f. JUTE MATTING, RYDROSEED%NG, OR EQ APPROVED UIVALENT TO BE INSTALLED ON ALL EXPOSED SLOPES 2 TOPS OF ALL SLOPES TO BE DIKED OR TRENCHED TO PREVENT WATER FROM FLOWING OVER THE CRESTS OF SLOPES. HYDROSEED.MIX SHALL BE AS FOLLOWS: 2,000 LBS /AC. MINIMUM WOOD FIBER MULCH 1,000 LBS /AC. MINIMUM AMMONIUM PHOSPHATE SULFATE (16 -20 -0 W /15% SULFUR) 20 LBS /AC. MINIMUM FESCUE, "ZORRO" 20 LBS /AC. MINIMUM ROSE CLOVER CITY oF= ENCINITAS ENGINEERING DEPARTMENT GRADING � EROSION CQNTROL PLAN FOR THE TUCKER RESIDENCE WORK PROJECT No. PARCEL 3 OF P M. 14459 DRAWING 4C ®3 -G SHEET 1 OF Uu�u \-i u u uLj-- v��u v �u�� r ofd �oM� �LJ .___.0 ��, ,�� I 117°tVM" 1701- 330 117 °13'15" 326 C CC 117 °13'00" 117 012'45" 117 °12'30" - LEGEND- Horizontal Control Monument Third Order Vertical Control Monument Second Order or Better Horizontal Control Monument Second Order or Better Vertical Control Monument Third Order QHorizontal Control Monument Second Order or Better ® Horizontal Control Monument& Bench Mark Second Order or Better Horizontal Control Monument Third Order Horizontal Control Monument & Bench Mark Third Order ❑ Bench Mark Second Order or Better O Vertical Control Monument Third Order Property Corner Found & Coordinated (California Coordinate System, Zone 6) 36131 T , o s Found Section, Grant or —+ T 1 t s Subdivision Corner S3 -6- Photograph, Nadir Point BOUNDARIES IN ORDER OF PRECEDENCE (Land Lines Shown are Approximate) 025" Name .025" Name .015" Name within Bdry. 0,5- Reservation Name within Bdry_ — National, State or County Park ots Name within Bdry. Land Grant .015° T2S — Township, Range or Section T3S -015" PREPARED UNDER THE DIRECTION of DEPARTMENT OF PUBLIC WORKS County of San Diego ♦ CONTROL DATA FURNISHED by SURVEY SECTION Department of Public Works HORIZONTAL CONTROL BASED on NORTH AMERICAN 1927 DATUM 0 VERTICAL CONTROL BASED on U S C & G.S. 1929 SEA LEVEL DATUM ♦ ORTHOPHOTO IMAGE PREPARED from PHOTOGRAPHY DATED APRIL 19, 1982 by SAN-'_O AERIAL SURVEYS, INC. TOPOGRAPHY COMPILED by PHOTOGRAMMETRIC METHODS from PHOTOGRAPHY DATED APRIL 19, 1982 by SAN -LO AERIAL SURVEYS, INC. FINAL MAP PREPARED by MAPPING SECTION Department of Public Works This Map Complies with NATIONAL MAP ACCURACY STANDARDS II SCALE 1: 2400 0"= 200') INDEX CONTOUR INTERVAL: 25 FEET CONTOUR INTERVAL: 5 FEET TWO THOUSAND FOOT CALIFORNIA RECTANGULAR GRID (ZONE VII THE LAST THREE DIGITS OF THE GRID NUMBERS ARE OMITTLiD THE RECTANGULAR COORDINATE VALUES ARE SHOWN ON THE SOUTH AND WEST MARGINS THE GEOGRAPHIC VALUES ARE SHOWN ON THE NORTH AND EAST MARGINS INDEX TO ADJOINING SHEETS 334 -1695 334 -1701 334 -1707 330 -1695 330 1701- 330 -1 707 326 -1695 326 -1701 326 -1707 1 /U /L 330 -1701 33 °04'45" 33 °04'30" 33 °04'15"