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2001-7065 G/I/PE ENGINEERING SERVICES DEPARTMENT Capital Improvement Projects J 0`r District Support Services 2C`Z "Lltf- Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 19, 2005 Attn: American Contractors Indemnity Company C/O Shaw & Hren, Surety Bond Agents 2247 San Diego Avenue, Suite 132 San Diego, California 92110 RE: The Grauer Foundation for Education APN 262-160-17 MUP 01-016 Improvement Permit 7065-I Final release of security Permit 7065-1 authorized public improvements, all needed to build the described project. The Field Operations Division has approved the project. The Field Inspector has approved the construction and the one-year warranty inspection is complete and approved. Therefore, a full release in the remaining security deposit is warranted. Performance Bond 125919, in the remaining amount of$7,764.75, is hereby released in entirety. The original bond amount was $31,059.00. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Zi� Debra Geishart J Le ac Engineering Technician Financial Services Manager Financial Services Cc: Jay Lembach, Financial Manager Debra Geishart The Grauer Foundation for Education File Enc. y i 1 760-6 Si-260n '',ii [,; ,-'�,' n_ I.,aI, '�.ri�u�_ �_I1�lIlILLLS, � a�If0i!1i,1 4 ;6 I�l� -i�h-i,s, '�i)n recycledp&per \, ENGINEERING SERVICES DEPARTMENT CZt�/Of Capital Improvement Projects District Support Services Encinitas Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 12, 2004 Attn: American Contractors Indemnity Company C/O Shaw & Hren, Surety Bond Agents 2247 San Diego Avenue, Suite 132 San Diego, California 92110 RE: The Grauer Foundation for Education APN 262-160-17 MUP 01-016 Improvement Permit 7065-I Partial release of security Permit 7065-I authorized public improvements, all needed to build the described project. The Field Operations Division has approved the project. The Field Inspector has approved the construction. Therefore, a partial release of the security deposit is merited and the one-year warranty period is started. Performance Bond 125919, in the amount of$31,059.00, is hereby reduced by 75% to $7,764.75. The document original will be kept until the one-year warranty inspection is accepted and the bond is released in entirety. Should you have any questions or concerns, please contact Debra Geishart at(760) 633- 2779 or in writing, attention this Department. Sincerely, Masih Maher y Lembach Senior Civil Engineer financial Services Manager Financial Services Cc: Jay Lembach,Financial Manager Debra Geishart The Grauer Foundation for Education File Enc. 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 AID- TEL recycled paper ENGINEERING SERVICES DEPARTMENT city of Capital Improvement Projects Encinitas District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering May 10, 2004 Attn: American Contractors Indemnity Company C/O Shaw & Hren, Surety Bond Agents 2247 San Diego Avenue, Suite 132 San Diego, California 92110 RE: The Grauer Foundation for Education APN 262-160-17 MUP 01-016 Grading Permit 7065-G Final release of security Permit 7065-G authorized earthwork, storm drainage, and erosion control, all needed to build the described project. The Field Operations Division has approved the project. Therefore, release of the security deposit is merited. Performance Bond 125920, in the amount of$252,494.00, is hereby fully exonerated. The document original is enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, Masih Maher Ja emb h Senior Civil Engineer Financial Services Manager Financial Services Cc: Jay Lembach,Financial Manager Debra Geishart The Grauer Foundation for Education File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper PASCO ENGINEERING, INC. 535 NORTH HIGHWAY 101, SUITE A SOLANA BEACH, CA 92075 (858)259-8212 WAYNE A. PASCO FAX(858)259-4812 R.C.E. 29577 October 10, 2001 PE 789C City of Encinitas Engineering Services Permits 505 So. Vulcan Avenue Encinitas, CA 92024 RE: ENGINEER'S PAD CERTIFICATION FOR THE GRAUER FOUNDATION AND GRADING PERMIT NO 7065-G Pursuant to section 23.24.3 10 of the Encinitas Municipal Code,this letter is hereby submitted as a Pad Certification Letter for the above referenced project. As the Engineer of Record for the subject project,I hereby state the rough grading for this site-has been completed in substantial conformance with the approved plans or as shown on the attached as graded plan and the 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. Per pl an per field measurement WLY 139.5 139.5 MELY. 139.0 138.0 S.ELY 138.0 138.0 The parking area has been lowered 1.0 foot and has been undercut for subgrade purposes. 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. If you have any questions in regards to the above,please do not hesitate to contact this office. Very truly yours, PASCO ENGINEERING, INC. Joe Yuhas Director Land surveying JY/j s C- y� G 0 ft 5211 G 30-03 c 41FOR��A Pbuuui)�m OA! GEOTECHNICAL INVESTIGATION --A "14) EL CAMINO REAL & TENNIS CLUB DR. ENCINITAS, CALIFORNIA — prepared By — Sladden Engineering 6782 STANTON AVE.,SUITE E BUENA PARK,CA 90621 (562) 864-4121 (714) 523-0952 Sodden Engineering Sladden Engineering neeri n r 9 9 6782 Stanton Ave., Suite E, Buena Park, CA 90621 (562)854-4-1-2.1- (714) 523-0952 Fax (714) 523-1369 October30, 1998 Project No. 4448092 Amdal Residential Care,Inc. 2070 Business Center Drive Irvine, California 92612 Attention: Mr. Dan Ansel Project: Geotechnical Investigation Proposed Alzheimers Care Facility El Camino Real&Tennis Club Drive Encinitas,California t; Presented herewith is the report of our Geotechnical Investigation conducted at the site of the proposed Alzheimers Care Facility to be located on the southwest comer of El Camino Real and Tennis Club Drive in. the City of Encinitas, California. The investigation was performed in order to provide recommendations for site preparation and foundation design for the proposed buildings and associated site improvements. This report presents the results of our field investigation and laboratory testing along with conclusions and recommendations for foundation design and site preparation. This report completes our initial scope of services as described in our proposal dated July 20, 1998. We appreciate the opportunity to provide services to you on this project. If you have any questions regarding this report, please contact the undersigned. Respectfully submitted, SLADDEN NGINEERING ?ROFESg�d � 2---,-�l Brett L.Anderson �� N �, R. Layne Richins ,. 'pry ' Principal EnQinee CO o G. ti, c rry tl ' b Z Sr. Engineering Geologist %, ENO.C 45389 x b P•9-30-2002 • rw,;° �5c ^ r �P Copies: 6- Amdal Residential Care,Inc. INTRODUCTION This report presents the results of a geotechnical investigation performed in order to provide recommendations for the design and construction of the proposed Alzheimers Care Facility and associated site improvements. The proposed project site is located on the southwest corner of El Camino Real and Tennis Club Drive in the City of Encinitas; California. The project will include an Alzheimers Care Facility comprised of two buildings with associated site improvements including paved parking areas, driveways and landscape areas. A site plan provided by Amdal Residential Care,Inc. was used as a reference during our investigation. SCOPE OF WORK The purpose of our investigation was to determine certain engineering characteristics of the near surface soils on the site in order to develop recommendations for foundation design and site preparation. Our investigation included field exploration, laboratory testing,engineering analysis, a review of published literature pertaining to the site geology/seismicity and the preparation of this report. Evaluation of hazardous materials or other environmental issues was not within the scope of services provided. Our investigation was performed in accordance with contemporary soil engineering principles and practice. We make no other warranty,either express or implied. PROD CT DESCRIPTION The project site is located on the southwest corner of El Camino Real and Tennis Club Drive in the City of Encinitas, California. The project will include two multi-unit residential care buildings. The site plan provided by Amdal Residential Care, Inc. indicates that the facility will include twa buildings along with various related site improvements. The site improvements will include paved driveways and parking areas,landscape areas and various underground utilities. The site has an overall slope to the east and southeast with a maximum elevation differential of approximately 30 feet. The site is presently vacant and teh ground surface is covered with dense brush, trees, weeds and Iona grass. The dense brush made drill rig access difficult and limited our boring loevation options on the site. The property appears to be in a basically native condition with some minor previous grading possible along the existing roadways. The adjacent streets are paved and underground utilities exist within and along the streets. It is our understanding that the proposed buildings will be of relatively lightweight single-story wood-frame construction and will be supported by conventional shallow spread footings. Based upon expected foundation loading for similar structures, we assume that column loads will be less than_30 kips aiid_wall__lloads will be less than.2.5 kips per lineal foot. Grading is expected to include substantial cuts and minor fills to attain relatively level building pad areas. This does not include removal and recompaction of the bearing soils within the building areas as recommended in the Grading section of this report. October 30,1998 1 Project No. 444-8092 Slodden Engineering SUBSURFACE CONDITIONS The site is underlain by alluvial soils consisting primarily of slightly silty to silty fine to medium grained sands. The alluvial deposits appeared fairly firm throughout the depth of our borings. Testing indicated dry density varying from 98 pcf and 118 pcf. In general, density appears to increase with depth except below the existing groundwater surface. The soils were found to be moist throughout the depth of our borings but wet below a depth of 20 to 25 feet. Testing indicated moisture content varying from 3.0 to 23.4 percent. Laboratory classification testing indicates that the surface soils and previously placed fill soils consist primarily of silty fine to medium grained sands. Expansion testing indicates that the surface soils fall within the "very low" expansion category in accordance with the Uniform Building Code classification system. Consolidation testing suggests that the alluvial soils remain somewhat compressible under heavy loading. Scattered cemented zones and generally dense conditions resulted in difficult drilling within several of the boring locations. The site soils appeared less cemented and drilling was noticeably easier below the existing groundwater level. Groundwater was encountered within boring one at a depth ' of approximately 36 to 37 feet below the existing ground surface. Groundwater should not be a factor in foundation design or construction. GEOLOGY I SEISMICITY The project site is located within a seismically active area of Southern California. Two computer programs were utilized to compile data relative to earthquake fault zones in the region and previous seismic activity that may have affected the site. E.Q. Fault Version 2.1 (Blake 1989) provides a compilation of data related to earthquake faults in the region. The program searches available data bases and summarizes both distances to causative faults and the corresponding accelerations that may be experienced on the site due to earthquake activity along these faults. The attenuation relationship utilized for this project was based upon Joyner& BI::, (1982) attenuation curves. E.Q. Search Version 2.1 (Blake 1989) provides a compilation of previous earthquake activity that may have occured in the area of the site. In addition, the accelerations that may have been experienced in the area of the site as a result of previous earthquake activity are estimated. The output data from these two computer programs is attached. As indicated on the summary page of the E.Q. Fault output data, the Rose Canyon Fault is the closest active fault to the site(approximately 4.7 miles). The maximum credible site acceleration is estimated to be 0.4778 while the maximum probable site acceleration is estimated to be 0.290g. As indicated on the summary page of the E.Q. Search output data, the nearest documented historic earthquake was approximately three miles from the site. The maximum site acceleration that has been previously experienced on the site is estimated to be 0.436g. There are no known active faults or fault features on or near the site. The site is not located within a currently established fault hazard special study zone. October 30,1998 2 Project No. 444-8092 — Slodden Engineering CONCLUSIONS AND RECOMMENDATIONS Based upon our field investigation and laboratory testing, it is our opinion that the proposed development is feasible from a soil mechanic's standpoint provided that the recommendations included in this report are considered in building foundation design and site preparation. Due to the somewhat inconsistent conditions of the near surface native alluvial soils, remedial grading is recommended. We recommend that remedial grading within the proposed building areas include the overexcavation and and recompaction of the near surface soils. Specific recommendations for site preparation are presented in the Site Grading section of this report. Groundwater was encountered within our borings at a depth of 36 to 37 feet below the existing ground surface. Due to the presence of groundwater, liquefaction analyses were performed. The alluvial soils encountered below the existing groundwater surface appear susceptible to liquefaction based upon grain-size characteristics. In addition, the blowcounts indicate that the silty sands are somewhat loose. Based upon the grain-size characteristics and the loose conditions of the deeper alluvial soils,the potential for liquefaction and the related surficial affects of liquefaction impacting the site exists. Due to the depth to groundwater, it is likely that if liquefaction were to occur, the surface impact would be limited to fairly uniform areal subsidence. The potential settlements associated with liquefaction of the deeper silty sands were estimated to be less than two inches. The compacted soil mats to be developed for building foundation support should help mitigate potential differential settlements associated with liquefaction'. It is our opinion that liquefaction related mitigation measures in addition to the recommended remedial grading should not be necessary. Design professionals should be aware of the sit 's geologic setting and seismicity. The potential site i accelerations should be considered in structural design. Caving did occur within our borings indicating that the materials encountered may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal CalOSHA excavation criteria. On the basis of our observations of the materials encountered,we anticipate that the subsoils will conform to those described by CalOSHA as Type C. ,Soil conditions should be verified in the field by a "Competent person employed by the Contractor. The surface soils encountered during our investigation were found to have minimal expansion potential. Laboratory testing indicated an Expansion Index of 0 which corresponds with the "very low" category in accordance with UBC Classification System. If imported soils are to be used during grading, they should have an Expansion Index of less than 20. The following recommendations present more detailed design criteria which have been developed on the basis of our field and laboratory investigation. Foundation Design: The results of our investigation indicate that either conventional shallow continuous footings or isolated pad footings, which are supported upon properly recompacted soils, may be expected to provide satisfactory support for the proposed structure. Overexcavation and recompaction should be performed as described in the Site Grading Section of this report to provide for uniform and firm bearing conditions. October 30,1998 3 Project No. 444-8092 Slodden Englneerfng Footings should extend at Ieast 18 inches beneath lowest adjacent grade. Isolated square or rectangular footings at least two feet square may be designed using an allowable bearing value of 2500 pounds per square foot. Continuous footings at least 12 inches wide should be designed using an allowable bearing value of 2000 pounds per square foot. The allowable bearing pressures are for dead and frequently applied live Ioads and may be increased by 1/3 to resist wind, seismic or other transient loading. Care should be taken to see that bearing or subgrade soils are not allowed to become saturated from the ponding of rain water or irrigation. Drainage from the building area should be rapid and complete. The recommendations made in the preceding paragraph are based on the assumption that all footings will be supported upon properly compacted native soils. All grading shall be performed under the testing and inspection of the Soils Engineer or his representative. Prior to the placement of concrete,we recommend that the footing excavations be inspected. in order to verify that they extend into compacted soil and are free of loose and disturbed materials. Settlements: Settlements may result from the anticipated foundation loads. These estimated ultimate settlements are calculated to be a maximum of one inch when using the recommended bearing values. As a practical matter, differential settlements between footings can be assumed as one-half of the total settlement. In general, the maximum differential settlements should be expected to occur across a minimum distance of approximately 50 feet. Lateral Design: Resistance to lateral loads may be provided by a combination of friction acting at the base of the slabs or foundations and passive eart h pressure along the sides of the foundations. A coefficient ogfriction of 0.45 between soil and concrete may be used with dead load forces only. A passive earth pressure of 300 pounds per square foot, per foot of depth, may be used for the sides of footings which are poured against properly compacted native soils. Passive earth pressure should be ignored within the upper one foot except where confined(such as beneath a floor slab). Retaining Walls: Retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wail design can be estimated using an equivalent fluid weight of 35 pcf for Level free-draining backfill conditions. For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level free-draining backfill conditions. Back-drains should be provided for the full height of the walls. Expansive Soils: Due to the presence of"Very low" expansion category soils near the surface, special expansive soil design criteria may not be necessary for the design of foundations and concrete slabs-on-grade. Slab reinforcement should be established by the Structural Engineer. Concrete Slabs-on-Grade: All surfaces to receive concrete slabs-on-grade should be underlain by a minimum compacted fill thickness of 12 inches, placed as described in the Site Grading Section of this report. Where slabs are to receive moisture sensitive floor coverings or where dampness of the floor slab is not desired, we recommend the use of an appropriate vapor barrier or an adequate capillary break. Vapor barriers should be protected by sand in order to reduce the possibility of puncture and to aid in obtaining uniform concrete curing. A layer of gravel of uniform size at least four inches thick should be effective as a capillary break and may be used in lieu of the vapor barrier. October 30,1998 4 Project No. 444-8092 Slodden Engineering Reinforcement of slabs-on-grade in order to resist expansive soil pressures may not be required however,reinforcement will have a beneficial effect in containing cracking due to concrete shrinkage. Temperature and shrinkage related cracking should be anticipated in all concrete slabs-on-grade. Slab reinforcement and the spacing of control joints should be determined by the Structural Engineer. Soluble Sulfates: The soluble sulfate concentrations of the surface soils were determined to be approximately 90 parts per million (ppm). This is within the usual allowable limits for the use of Type II cement and the use of Type V cement or specialized sulfate resistant mix designs should not be necessary. Tentative Pavement Design: All pavement should be underlain by a minimum compacted fill thickness of 12 inches (excluding aggregate base). This may be performed. as described in the Site Grading Section of this report. Although R-Value testing was not conducted during our recent investigation, based upon the surface soil conditions encountered an R-Value in excess of 50 is expected. On this basis, we make the following recommendations for pavement section design . In the majority of the parking areas and driveway areas (Traffic Index<5.5), a pavement section of 3.0 inches of asphalt on 4.0 inches of base material should be adequate. If areas of heavy truck traffic are anticipated, the pavement section should be increased to 3.5 inches of asphalt on 6.0 inches of base material. Final design for asphalt pavement should. be based upon R-Value testing performed after site grading has been completed. Aggregate base should conform t9 the requirements for Class 2 Aggregate base in Section 26 of CalTrans Standard Specifications, January, 1992. Asphaltic concrete should conform to Section 39 of the CalTrans Standard Specifications. The recommended sections should be provided with a uniformly compacted subgrade and precise control of thickness and elevations during placement. Drainage from paved areas should be rapid and complete. It should be noted that the pavement sections recommended above are minimum sections, if heavily loaded vehicles are expected to cross automobile parking and driving areas,thicker pavement sections may be desired at these locations. Pavement and slab designs are tentative and should be confirmed at the completion of site grading when the subgrade soils are i.n-place. This will include sampling and testing of the actual subgrade soils and an analysis based upon the specific use. Shrinkage and Subsidence: Volumetric shrinkage of the material which is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage should be between 10 and 15 percent. Subsidence of the surfaces which are scarified and compacted should be less than 0.1 tenth of a foot. This will vary depending upon the type of equipment used,the moisture content of the soil at the time of grading and the actual degree of compaction attained. These values for shrinkage and subsidence are exclusive of losses which will occur due to site clearing and the stripping of the organic material from the site. The losses associated with root system removal cannot be accurately estimated until site clearing commences. General Site Grading: All grading should be performed in accordance with applicable portions of the grading ordinance of The City of Encinitas, California. The following recommendations have been developed on the basis of our field and laboratory testing: October 30,1998 5 Project No. 444-8092 Sodden Engineering 1 . Clearing and Grubbing: All surfaces to receive compacted fill should be cleared of existing vegetation, fill, debris, and other unsuitable materials which should be removed from the site. Soils which are Ioosened during site clearing should be removed and replaced as controlled compacted fill under the direction of the Soils Engineer. 2 . Preparation of Building and Foundation Areas: Within the building areas(and five feet beyond laterally),the surface soils should be overexcavated to a minimum depth of three feet below existing grade our three feet below the bottom of the footings, whichever is deeper. The exposed surface should be scarified, brought to near optimum moisture content and recompacted to at least 90 percent relative compaction. With proper root removal., the previously removed soils may be used as engineered fill as recommended in section 3 below. Other areas to receive compacted fill should be scarified, brought to near optimum moisture content, and compacted to a minimum of 90 percent relative compaction prior to fill placement. 3. Placement of Compacted Fill: Fill materials consisting of on-site soils or approved imported granular soils, should be spread in shallow lifts, and compacted at near optimum moisture content to a minimum of 90 percent relative compaction. Imported material shall have an Expansion Index not exceeding 20. The contractor shall notify the Soils Engineer at least 48 hours in advance of importing soils in order to provide sufficient time for the evaluation of proposed import materials. The contractor shall be responsible for delivering material to the site which complies with the project specificat{ons. Approval by the Soils Engineer will be based upon material delivered to the si�e and not the preliminary evaluation of import sources. i Our observations of the material encountered during our investigation indicate that compaction will be most readily obtained by means of heavy rubber-wheeled equipment or sheepsfoot compactors. At the time of our investigation, the subsoils were found to be quite dry. A more uniform moisture content should be attained during recompaction and fill placement. 4. Preparation of Exterior Slab and Pavement Areas: All surfaces to receive asphalt concrete paving or concrete slabs-on-grade, should be underlain by a minimum compacted fill thickness of 12 inches. This may be accomplished by a combination of overexcavation,.scarification and recompaction of the surface, and replacement of the excavated material as controlled compacted fill. Compaction of the slab areas shall be to a minimum of 90 percent relative compaction. Compaction within the proposed roadway areas shall be to a minimum of 95 percent relative compaction. S. Testing and Inspection: During grading tests and observations shall be performed by the Soils Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with applicable ASTM test standards. The minimum acceptable degree of compaction shall be 90 percent of the maximum dry density as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactioe effort shall be applied until retesting indicates satisfactory compaction. October 30,1998 6 Project No. 444-8092 Slodden Eng.lneerirt9 GENERAL The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between boring locations and extrapolation of these conditions throughout the proposed building areas. Should conditions encountered during grading appear different than those indicated in this report, this office should be notified. This report is considered to be applicable for use by Amdal Residential Care, Inc. for the specific site and project described herein. The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operations by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operations and additional testing,if indicated. If others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering. We recommend that a pre job conference be held on the site prior to the initiation of site grading T . he purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. i I I October 30,1998 % Project No. 444-8092 _ _ Slodden Engineering APPENDIX A Feld Exploration Site Plan Boring Logs i Slodden Erc?Irt serlrxq APPENDIX A FIELD EXPLORATION For our field investigation, four exploratory borings were excavated by means of a truck mounted hollow stem auger rig (CME 75) at the approximate locations indicated on the site plan included in this appendix. Continuous logs of the materials encountered were made on the site by a representative of Sladden Engineering. The borings were performed on September 17, 1998. Boring logs are included in this appendix. Representative undisturbed samples were obtained within our borings by driving a thin-' walled steel penetration sampler (California split spoon sampler) with 7140 pound hammer dropping approximately 30 inches. The number of blows required to drive the sampler 18 inches were recorded in six inch increments and are indicated on the boring Iogs. The sampler type was 3.0 inches in diameter, carrying brass sample rings having inner diameters of 2.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Samples were then transported to our laboratory for further observations and testing. October 30,1998 8 Project No. 444-8092 Sladden Enginese fiN I � � TENNIS CLUB DRIVE -j j � I MANCHESTER lit INTERSTATE 5 ! 0 ! KANCHESTER ' VIC;'INITY i i i i ! Vicintiy Map Alzheimers Care Facility El Camino Real&Tennis Club Drive Encinitas, California Sladden Engineering DATE: 11-23-98 JOB NO.: 444-8092 i r 10 c I I 4w j,-- vs4. on-" +4w M"- Oftw, ••--6- •erg �. 4 U 3K CA f'L M T,t V'QA 0 .A Ps 17 INA MU L U:-1LI T Y rte 74-64043Eft 4� i 494M 2Q� CLIYfWM"k U!, Kit M11-Fir(r, E Ow Boring Location Map Q'}Approximate Boring Locations Alzheimers Care Facility El Camino Real &Tennis Club Drive Encinitas, California Sladden Engineering DATE: 11-23.98 JOB NO.: 444-8092 Encinitas - Tennis Club Drive & El Camino Real --� Date: 9-17-98 Boring No. 1 Job No.: 444-8092 a' c> ? Q)I o DESCRIPTION `; q rn REMARKS � 0 Silty Sand:Orange brown, SM 20/25/30 slightly clayey,fine grained 105 3.6 Cemented I 10/15/25 Silty Sand:Orange brown, ST\q 107 8.7 Cemented clayey,very silty, 15/18/20 fine grained I 115 5.2 --- Cemented 10/13/15 " 111 5.2 --- Cemented 10 15/25/30 119 8.7 •-- Very cemented(hard to cut rings) 10/12/16 Silty Sand:Orange brown, SM 104 7.0 --- Slightly cemented slightly clayey,fine grained - I 8/11/13 110 6.4 -- (tight drilling from 15 to 25') I 20 5/8/12 I " " " 103 9.3 --- Silty Sand:Orange brown_ SM 25 5/5/5 clayey,very silty, I -__ 17.7 --- Silty clay layers up to 2"thick fine grained — 30 5/5/5 Silty Sand:Orange brown, SM --_ ___ slightly clayey,fine grained 9.9 35 7/7/6 Silty Sand:Orange brown, SM ___ 16.3 --- clayey,very silty, = Groundwater @ 36 feet fine grained Silty clay layers up to 3"thick 40 I 7/6/5 Sand:Orange brown, SP/SM ___ 22.0 - slightly silty,fine grained 45 3/5/6 Silty Sand: Orange brown, SM clayey,very silty, 22.7 Silty clay layers up to 3" thick fine grained Silty Sand: SM 50 sli htl cla e grained 7/9/12 g Y y Orange brown, Y.fine 23.4 - Total Depth=51.5' Recovered Sample Note: The statification lines No Bedrock i 55 I Standard Penetration represent the approximate No Groundwater ® it Sam le boundaries between the soil types; p the transitions may be gradual. Encinitas - Tennis Club Drive & El Camino Real Date: 9-17-98 Boring No. 2 Job No.: 444-8092 o o I DESCRIPTION a a a REMARKS cn U Sand: Orange brown, SP/SM Short aspalt driveway(old) slightly silty, fine grained . i Fill upper 4' 5 6/6/6 i 106 5.8 84 13/15/50 Silty Sand:Orange brown, SM 117 3.0 ___ Cemented slightly clayey,fine grained l0 8/9/13 98 4.7 �� --- - i Silty Sand:Orange brown, SM i5 clayey,very silty, I I - 10/10/10 fine grained 11.1 --- Silt layer 2"thick 20 Sand: Orange brown, SP/SM - 5/6/7 slightly silty,fine grained 7.0 -- Silt layer 2"thick Total Depth=21.5' Recovered Sample No Bedrock 25 Stt i No Groundwater LU andard Penetration _ I Sample 30 i 35 i 40 45 50 I ' jNote: The statification lines 55 1 i represent the approximate boundaries between the soil types; the transitions may be gradual Encinitas - 'Dennis Club Drive & El Camino Real � [Date: 9-17-98 Boring No, 3 Job No.: 444-8092 DESCRIPTION q o a REMARKS Q � a� v?. i Silty Sand:Orange brown, SM slightly clayey,fine grained 7/9/12 I 108 5.2 --- - — — ---------------------- 5 I 5/7/8 Sand: Orange brown, SP 111 3.6 ... fine grained to 3/4/5 --- 7.0 --- Silt layer 1"thick to 5/5,'5 Sand:Orange brown, SP/Slvi ... 3.6 slightly silty,fine grained - Silty Sand:Orange brown, SM 20 6/7/8 clayey,very silty, - fine grained 11.1 Total Depth=21.5' Recovered Sample No Bedrock 25 Standard Penetration No Groundwater Sample 1 30 - 1 35 I 40 I I 45 i I I I 50 i Note: The statification lines 55 represent the approximate boundaries between the soil types; the transitions may be gradual. Encinitas - Tennis Club Drive & El Camino Real Date: 9-17-98 Boring No, 4 Job No.: 444-8092 - DESCRIPTION a. `4 -4 yI i E1 Q o a REMARKS 0 Silty Sand: Orange brown, SM clayey,very silty, f fine grained i I 5/5/5 - I3.0 5 4/5/6 Silty Sand: Orange brown, SM --- 6.4 --- slightly clayey,fine grained 10 _ 5!6/7 Silty Sand: Orange brown, SM -" 11.7 '-- Cemented clayey, very silty, fine grained i5 ' I 4/5/6 Silty Sand: Orange brown, SM I __- I 14,3 --- -I I slightly clayey,fine grained 20 - Sand:Orange brown, SP/SM - 4/4/4 slightly silty,fine grained ___ 7.0 ___ FRI Standard Penetration _I j Total Depth=21.5' Lai Sample No Bedrock 25 I No Groundwater 30 I i _ I 35 i 40 - i I i i 45 50 Note: The statification lines 55 represent the approximate boundaries between the soil types; I the transitions may be gradual. APPENDIX E Laboratory Testing Laboratory Test Results _ Slodden Engineering APPENDIX B LABORATORY TESTING Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in two phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing. This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design. recommendations based on the mechanical properties of the soil. CLASSIFICATION AND COMPACTION TESTING Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight. A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs. Maximum Density-Optimum Moisture Determinations: Representative soil types were selected for maximum density detdrminations. This testing was performed in accordance with the ASTM Standard D1557-91 test( method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil. This is shown on the Boring Logs, and is useful in estimating the strength and compressibility of the soil. Classification Testing: Representative soil samples were selected for classification testing. This testing consists of mechanical grain size analyses and Atterberg Limits determinations. These provide information for developing classifications for the soil in accordance with the Unified Classification System. This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing are very useful in detecting variations in the soils and in selecting samples for further testing. SOIL MECHANIC'S TESTING Direct Shear Testing: One sample was selected for Direct Shear Testing. This testing measures the shear strength of the soil under various normal pressures and is used in developing parameters for foundation design and lateral design. Testing was performed using recompacted test specimens which were saturated prior to testing. Testing was performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot. Expansion Testing: One sample was selected for Expansion testing. Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 inch diameter by 1-inch thick test specimens to a moisture content and dry,density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete. October 30,1998 9 Project No. 444-8092 Sodden EnglneesrlN FConsolidation Testing: Consolidation testing was performed on four samples in order tforeom evaluate the compressibility and hydroconsolidation potential of the site soils. Testing was rformed in general conformance with ASTM D 2435. Samples were subjected to loads varying 720 psf to 11570 psf and were saturated during the 720 psf load increment. Graphic presentations of the test results are attached. �I I October 30,1998 10 Project No. 444-8092 Slodden Engineering 1 Jots No.: 444-8002 I 126 125 -- - 1 124 U 123 -- i� a U 122 w Q 121 1-- 1 i 120 i 119 8 8.5 9 9.5 10 10.5 it moisture content Q%D I. 1 1 METHOD OF COMPACTION i ASTM D-1557-91, METHOD A OR C BORING MAXIMUM UNIT WEIGHT OPTIMUM MOISTURE CONTENT 2 @0 - 5' 125.0 MAXIMUM DENSITY-OPTIMUM MONSTURE CURVE � I. GRp, IN S ZE , fvt M ACC.U MU L- AT I O N CURVE 444-8092 DATE : 10/30/98 I F I N E COA RSE CLAY— --SILT - SAND SAND'*~— GRAVEL US STANDARD SIEVES- o � � ° o O d Z - t) 80 V a s� 2 I w io PARTICLE SIZE , MNii E I NE COARSE CLAY—' — S LT SAND —+—SAND- -- GRAVIEL- US STANDARD SIEVES — 0 0 ° ° Q ? _ O d 0 0 0 0 d M _ � loo, Z 80 so Q --v — eo Z -� L 30 u20 W to o S o $ d d od o PARTIc LE SIZE, MM Slodden Engine®ring ACCU NAU L-. AT I O N CURVE 444-8092 DATE 10/30/98 F I NE COAR-SE I CLAY–°} —SILT S AND SAND t— GRAVEL I { I Ip US STANDARD SII:VES- Q I t- � � � `+ 0 o i 0 d 100 Z s�o - V) so V) 701 o in 2 d 50 - — - 110 'e'O W ao W 10 0 0-777 00 T 5 1. I PARTICLE SIZE , PvtNA a F I NE I COARSE CLAY--� -- SI LT SAND —7--SAND �-- GRAVEL US 57ANDARD SIEVES 0 0 m 2 z 0 0 0 0 0 100 �. z 90 Q �o — 0- 150 . z .40 w � v 20 w 10 d p_ O h � � J S o Q - ry 0 oo o o - PARTICLE SIZE, MM Slodden Engingerincl -- GRAIN .SIZE= , i/9 M ,a.CCU MU L AT lO N CURVE 444-8092 P I NE C.O,q RS DATE :10/30/98 E � CLAY–t—SILT - SAND SAND' --- GRAVEL VS STANDARD SIEVES----� i 0 0 � 07 0 0 0 z IOO i Z V) 50 d BO W 3 20 8 ITT w to PARTICLE SIZE , Fv41U1 a F I NE COARSE CLA s LT — - SAND —+ :SAND- ^-- GRAVEL US 57ANDARD SIEVES 0 CS 0 0 0 Co z Z z Z z _ Z rn Z go Q — so z .� w --AD w to 4 0 a PAR71C.LE SIZE, N m Slodden ENineering E30-RING NO. 2 DATE: 10/30/98 D E RTH 6 Ft. 444-8092 G N I DAT fOhJ-PRE S SURE CURVE, 0 0 11 111111 Hill 0 III W' �t4ar d d I I ` I 2 I 3 I Q a � � I O 'elbc un d U1 Z O Q2 Q4 0.6 .: 0.8 1.0 2.0 4.0 6.0 8.0 10.0 200 NORMAL_ L_ O.1�11D KIPS PER SQ. F"F; Sloddan Engineering BORING NO, 1 DATE: 10/30/98 I DEP-7H 4 Ft . 444-8092 C N C I DA7- ION-FPRE SSURE CURVE Q 0 a er A FT- - f I Q _ I I Q �1 8 u1 Z 9 0 i - U 10 , a2 a4 0.6 0.8 1.0 2.0 4.0 6.0 8.0 10.0 240 NORM L- O AD K PS PER SO. FT \ Slodden Englnoodrg F ING NO. DA '^E-10/30/98 TH 8 Ft. 444-8092 I i CONSO(_ I DAT IQN-PRESSURE CURVE W - I 0 0 0 6aIter P d d 2 I 1 � I 3 { I I � I i Q 6 7 J Q 8 (� Wbold Z Q U a2 Q-1 0.6 0.8 1.0 2.0 4.0 6.0 8.0 10.0 240 NORM A L- L- 0A D KIPS PER SO. r 'T Sladden &r glneering BORING NO. 2 DATE: 10/30/98 D E PTH 10 Ft. 444-8092 C N L_ I DAT IOt,,J-PRE S SURE CURVE J �0 0 a e A d i I 3 i a d , 5 I _ �-° 6 7 R' o nd rO vl Z -t- - a2 04 0.6 .: 0.8 I.0 2.0 40 E.0 8.0 10.0 200 NCD RNA AL_ L_ 0AD K PS PER Sa. FT- Sioddesn EngtnasoriN ANAHEIM TEST LABORATORY 3008 S.ORANGE AVENUE SANTA ANA,CALIFORNIA 92707 PHONE(714)549-7267 TO: SLADDEN ENGINEERING: 6782 STANTON AVE. SUITE E BUENA PARK, CA. 90621 DATE: 9-21 -98 P.O.No. VERBAL ATTN : BRETT ANDERSON Shipper No. Lob.No. 13 3 7 2 6 Specification: PROJECT: # 444-8092 Material: SOIL ENCINITAS : Hole-2 @ 0-5 ' ANALYTICAL, REPORT SOLUBLE SULFATES per CA. 417 90 ppm SP CTFU Y SU MITTED -ORM #2 P Y FDG Chief Chemist APPENDIX C OutputData E.Q. FAULT Version 2.1 E.Q. SEARCH Version 2.1 Slodden Englneedng ----------- DATE: Saturday, August 1, 1998 4 + E Q S E A R C H + * Ver. 2.01 ; } } (Estimation of Peak Horizontal Acceleration From California Earthquake Catalogs) SEARCH PERFORMED FOR: Sladden Engineering JOE NUMBER: 444-8092 JOB NAME: Encintas SITE COORDINATES: LATITUDE: 33.0286 N LONGITUDE: 117.255 w TYPE OF SEARCH: RADIUS SEARCH RADIUS: 100 mi SEARCH MAGNITUDES: 5.0 TO 9.0 SEARCH DATES: 1800 TO 1998 ATTENUATION RELATION: 12) Booze et al. (1993) Horiz. - Larger - Site Class C UNCERTAINTY (I-I=Mean, S=Mean+1-Sigma) : M SCOND: 0 FAULT TYPE ASSUMED (DS=Reverse, SS=Strike-Slip) : DS COMPUTE PEAK HORIZONTAL ACCELERATION EARTHQUAKE-DATA FILE USED: ALLQUAKE.DAT TIME PERIOD OF EXPOSURE FOR STATISTICAL COMPARISON: 25 years SOURCE OF DEPTH VALUES (A=Attenuation File, E=Earthquake Catalog) : A Page 1 I TIME I I DISTANCE I SITE FILET LAT. I LONG. I DATE (SITE( I (GMT) IDEPTHIQUAhE I ACC. I I°Il�1 1 DISTANCE CODEINORTH I WEST I I H M Secl (k* i MAG. ----I------I-------I------------ 9 1 INT. I mi --- I--------I--- -I ---I-------I----I----------- DMG 133.0001117.3001 1112211800 12130 0.01 5.51 6.50 1 0.436 1 X I 3 ( 5J 11IGI 132.8001117.1001 5/25/1803 1 0 0 0.01 5.51 5.00 [ 0.012 I VI I 18 [ 291 D11G 134.3701117.6501 12/ 811812 115 0 0.01 5.51 '7.00 1 0.054 I VI 95 153 T-A 134.0001118.2501 9/23/1827 1 0 0 0.01 5.51 5.00 1 0.021 1 IV 1 88 ( 142] MGI 134.1001118.1001 7/11/1855 1 415 0.01 5.51 6.30 1 0.040 1 V 1 89 [ 142) T-A 134.0001118.2501 1/10/1856 1 0 0 0.01 MGI 133.0001117.0001 5,51 5.00 1 0.021 IV 88 [ 142] 9/21/1856 1 730 0.01 5.51 5.00 1 0.083 I VII:1 [ T-A 132.6701117.1701 121 0/1856 1 0 0 0.01 5,51 5.00 1 0.056 I VI I 25 15 241 ( MGI 134.0001117.5001 12/16/1858 110 0 0.01 41]5,51 7.00 1 0.07 ].10]142]0 1 VI 1 69 [ T-A 134.0001113.2501 3/26/1860 1 0 0 0.01 5.51 5.00 1 0.021 1 IV 1 69 ( DMG 132.7001117.2001 5/27/1862 120 0 0.01 5.51 5.90 1 0.094 1 VIII 23 [ 37) T-A 132.6701117.1701 1012111862 1 0 0 0.01 5.51 5.00 1 0.056 1 VI I 25 [ 41) T-A 132.6701117.1701 5/24/1865 1 0 0 0.01 5.51 5.00 1 0.056 I VI I 25 [ 41) T-A 133.5001115.8201 5/ 0/1868 1 0 0 0.01 5.51 6.30 1 0.040 1 1 1 89 ( 141) T-A 132.2501117.5001 1;13/1877 120 0 0.01 5.51 5.00 1 0.030 1 V 1 56 [ 90) DMG 133.9001117.2001 12/19/1880 1 0 0 0.01 5.51 6.00 1 0.047 1 VI 1 60 ( 97] DMG 134.1001116.7001 21 7/1889 1 520 0.01 DMG 134.2001117.9001 5.51 5.30 1 0.026 I V I 81 [ 130) 8/28/1889 1 215 0.01 5.51 5.50 1 0.027 1 V I 89 [ 1431 DMG 133.4001116.3001 2/ 9/1890 112 6 0.01 5.51 6.30 1 0.054 1 VI 1 61 [ 98) DMG 132.7001116.3001 2/24/1892 1 720 0.01 5.51 6.70 1 0.067 1 vI 1 60 f ay DMG 133.2001116.2001 5/28/1892 ;1115 0.01 5.51 6.30 1 0.053 1 VI 1 62 1 DMG 134.3001117.6001 7/30/1894 1 512 0.01 5.51 6.OG 1 0.034 1 V I 90 [ 1450] DMG 132.8001116.8001 10/23/1894 123 3 0.01 5.51 5.70 1 0.068 1 VI 1 31 ( 493 DMG 134.2001117.4001 7/22/1899 1 046 0.01 5.51 5.50 1 0.029 1 V 1 81 [ 1311 DMG 134.3001117.5001 7/22/1899 12032 0.01 5.51 6.50 1 0.045 1 VI 1 89 [ 1431 DMG 133.8001117.0001 12/25/1899 11225 0.01 5.51 6.40 1 0.061 1 VI 1 55 [ 89] 111GI 134.0001118.0001 12/2511903 11745 0.01 MGI 134 5.51 5.00 1 0.023 I IV I 80 [ 128) .1001117.3001 7/15/1905 12041 0.01 5.51 5.30 1 0.028 1 V 1 74 [ 119) MGI 134.0001118.3001 9/ 3/1905 1 540 0.01 5.51 5.30 1 0.024 1 v I [ DMG 134.2001117.1001 9/20/1907 1 154 0.01 5.51 G.UO 1 0037 I V I 81 90 1451 [ DMG 133.7001117.4001 4/1.1/1910 1 757 0.01 131] 5.51 5.00 1 0..0 3 7 1 V 1 47 [ 761 DMG 133.7001117.4001 5/13/1910 1 620 0.01 5.51 5.00 1 0.035 I V 1 47 76) [ DMG 133.7001117.4001 5/15/1910 11547 0.01 5.51 6.00 1 0.057 I VI 1 47 ( 761 DMG 133.5001116.5001 9/30/1.916 1 211 0.01 5.51 5.00 1 0.031 I V I 54 [ g8] DMG 133.7501117.0001 4/21/1918 1'223225.01 5.51 6,80 1 0.078 I VIII 52 [ 841 MGI 133.8001117.6001 4/22/1918 12115 0.01 5.51 5.00 1 0.030 I V 1 57 ( 91] DMG 133.7501117.0001 6/ 6/1918 12232 0.01 5.51 5.00 1 0.032 I V I 52 [ 841 MGI 134.0001118,5001 11/19/1918 12018 0.01 5.51 5.00 1 0.020 1 IV 1 98 ( 15 8] DAG 133-2001116.7001 1/ 1;192 5.51 5.00 i 0.044 I VI I 34 0 1 235 0.01 [ 55] MGI 134.0801118.2601 7/16/1920 118 8 0.01 5.51 5.00 1 0.020 1 IV 1 93 [ 149) MGI 133.2001116.6001 10/12/1920 11748 0.01 5.51 5.30 1 0.046 1 VI 1 40 ( 641 DMG 134.0001117.2501 7/23/1923 1 73026.01 5.51 6.25 1 0.049 1 VI 1 67 [ 108) DMG 134.0001116.0001 4/ 3/1926 120 8 0.01 5.51 5.50 1 0.025 1 V 1 99 [ 159) DMG 134.0001118.5001 8/ 4/1927 11224 0.01 5.51 5.00 1 0.020 I [ DMG 134.0001116.0001 9/ 5/1928 11442 0.01 5.51 500 1 0.020 I IV 1 99 IV I 98 158) [ DMG 132.9001115.7001 10/ 2/1928 119 1 0.01 , 1591 DMG 134,1801116.9201 5.51 5.00 1 0.021 1 IV 1 91 [ 1461 1/16/1930 1 02433.91 5.51 5.20 1 0.025 1 V 1 82 ( 1321 DMG 134.18011.16.9201 1/16/1930 1 034 3.61 5.51 5.10 1 0.024 1 IV 1 82 [ 1321 DMG 133.6171117.9671 3/11/1933 1 154 7.81 5.51 6.30 1 0.056 1 VI 1 58 [ 93 DMG 133.7501118.0831 3/11/1933 1 2 9 0.01 5.51 5.00 1 0.026 1 V 1 69 [ 1113 D1,1G 133.7501118.0831 3/11/1933 1 230 0.01 5.51 5.10 1 0.027 1 V 1 69 ( 111] DMG 133.7501118.0831 3/11/1933 1 323 0.01 5.51 5.00 1 0.026 1 V i 69 [ 111) DMG 133-7001118.0671 3/1.1/1933 1 51022.01 5,51 5.10 1 0.028 I V 1 66 [ 1061 DMG 133.5751117.9831 3/11/1933 1 518 4.01 5.51 5.20 1 0.033 I V 1 56 [ 91] D111G 133.6831118.0501 3/11/1933 1 658 3.01 5.51 5.50 I 0,035 I V I 64 [ 164) DMG 133.7001118.0671 3/11/1933 1 85451.01 5.51 5.10 1 0.028 DMG 133.7501118.0831 3/11/1933 1 910 0.01 5,51 5,10 1 0.027 I V I 66 [ 106) DMG 133.8501118.2671 3/11/1933 11425 0.01 5.51 5.10 1 0.023 1 IV 1 69 ( 111] 1 81 [ 131) Faae ! 1 I TIME 1 ----- FILET LAT. I LONG. I DATE ! I SITE ISI'PEI P,PPROX. CODEINORTH I WEST ! I (GMT) IDEFTHIQUAKE I ACC. I MM I DISTA14CE ! H M Sec I (km) I MiAG. I 9 IINT. 1 mi [Ian] ----i -----i-------' -i-------- _ _ ___ DMG 133.7501118.0831 3/13/1933 1131828.01 5.51 5 30-I 0.030 f -i D14G 133.617!118.0171 3/14/1933 119 150.0! 5.51 5,10 { 0.0 0 ! ! °9 DMG 133.7831118.1331 .10/ 2/1933 1 91017.61 5.51 5.40 1 0.030 1 V 73 60 117] DMG DMG 132.0831116.6671 11/25/1934 1 818 0.01 5.51 5.00 1 0.024 I V 1 74 DMG 131.7501116.5001 4/29/1935 120 8 0.01 5.51 5.00 1 0.019 [ 119] DMG 134.1001116.6001 10/24/1935 11448 7.61 5.51 5.10 1 IV 1 99 ( 159) DMG 131.8671116.5711 2/27/1937 12918.41 1 0.024 1 V 1 78 [ 126) DMG 133.4081116.2611 3/25/1937 11649 .81 5.51 5.00 0 ( DMG 133.6991117. 511! 1 0.045 1 VI 1 6 1021 5/31/1938 1 63455.41 5.51 5.50 1 0.043 1 VI 1 49 [ 783 DMG 132.0001117.5001 5/ 1/1939 12353 0.01 5.51 5.00 1 0.025 1 V 1 72 [ 117) DMG 132.0001117.5001 6/24/1939 11627 0.01 5.51 5.00 1 0.025 I V 1 72 [ 117] 5/18/19 DMG !34.0831116.3001 40 1 5 358.51 5.51 5.40 1 0.025 1 V 1 91 [ 1471 DMG 134.0671116.3331 5/18/1940 1 55120.21 5.51 5.20 1 0.023 1 IV 1 89 [ 1443 DMG, 134.0671116.3331 5/18/1940 1 72132.71 5.51 5.00 1 0.021 1 IV 1 89 ( 144) DMG 133.0001116.4331 6/ 4/1940 11035 8.31 5.51 5.10 i 0.036 ! V ! 48 [ 771 DMG 133.7831118.2501 11/14/1941 1 84136.31 5.51 5.40 1 0.029 I V I 48 [ 125] DMG 132.9831115.9831 5/23/1942 1154729.01 5.51 5.00 1 0.024 1 V 1 79 [ 119) DMG 132.9671116.0001 10/21/1942 !162213.01 5.51 6.50 1 0.052 1 VI 1 73 [ 117) DMG 132.9671116.0001 10!21/1942 1162519.01 5.51 5.00 0.025 DING 132.9671116.0001 10/21/1942 1162654.01 5.51 5.00 1 0.025 1 V 1 73 [ 117) DMG 133.2331115.7171 10/22/1942 1 15038.0! 5,51 5.50 1 0.027 V 1 73 [ 117) DMG 132.9671116.0001 10/22/1942 1181326.01 5.51 5.00 1 0.025 1 V 1 93 [ 1451 DMG 134.26"71116.9571 8/29/1943 1 34513.01 5.51 5.50 1 0.028 [ 117] DMG 133.9761116.7211 6/12/1944 1104534.71 5.51 5.10 ! � ! d7 [ 140] DMG 133.9941116.7121 6/12/1944 1111636.0! 5.51 5.30 1 0.028 1 V ! 72 ( 116) DMG 133.2171116.1331 8/15/1945 1175624.01 5.51 5.70 1 0.03^o I V I 66 [ 106] DMG 133.000111.5.8331 l/ 8/1946 1185418.01 5.51 5.40 1 0.027 1 V I 82 [ 133] DMG 133.9501116.8501 9/28/1946 1 719 9.01 5.51 5.00 1 0.026 I V I 68 [ 1091 DMG 134.0171116.500! 7/24/1947 1221046.01 5.51 5.50 1 0.029 1 V 1 81 [ 130) DMG 134.0171116.5001 7/25/1947 1 04631.01 5.51 5.00 1 0.029 I IV I 81 [ 130) DMG 134.0171116.5001 7/25/1947 1 61949.01 5.51 5.20 1 0.025 1 V I 81 DMG 134.0171116.5001 7/26/1947 ! 24941.01 5.51 5.10 ! 0.024 ( 130) DMG 132.500111.8.5501 2/24/1948 1 81510.01 5.51 5.30 0,026 1 IV ! 81 [ 150) DMG 133.9331116.3831 12/ 4/1948 1234317.01 5.51 6.50 I ! V 1 84 [ 135) DMG 132.2001116.5501 11/ 4/1949 (204238.01 5.51 5.70 1 0.03E I VI I 80 [ 129) DMG 132.2001116.5501 1.1/ 5/1949 1 43524.01 5.51 70 5.10 1 0.027 I V I 70 [ 113] DMG 133.1171115.5671 7/28/1950 11.75043.01 5.51 5.40 DMG 133.1171115.567! 7/29/1950 11.43632.01 5.51 5.50 1 0.025 1 V ! gg [ �5r1 DMG 132.983!115.7331 1/24/1951 1 717 2.61 5.51 5-60 1 0.029 I `, [ 157] DMG 132.817!118.3501 12/26/1951 1 04654.01 5.51 5.90 1 0.042 I VI 1 88 [ 142) DMG 132.9501115.7171 6/14/1953 1 41729.91 5.51 5.50 1 0.027 1 65 [ 105) DMG 133.2831116.1831 3/19/1954 1 95429.01 5.51 6.20 1 0.049 I VI 1 64 [ 144) DMG 133.2831116.1831 3/19/1954 1 95556.01 5.51 5.00 1 0,027 [ 1041 DMG 133.2831116.1831 3/19/1954 1102117.01 5.51 5.50 1 0.035 ! 1 64 [ 164) DMG 133.2831116.1831 3/23/1954 1 41450.01 5.51 5.10 1 0.029 1 V 1 64 f 104] DMG 133.2161115.8081 4/'5/1957 115738.7 1 V l 64 [ 1041 DMG 133.1831115.8501 4/25/1957 1222412.01 5.51 5.10 1 0.024 1 IV I 82 [ 136) DING 133.2311116.0041 5/26/1957 1155933.61 5.51 5.00 1 0.024 1 V ( 1321 DMG 133.7101116.9251 9/23/1963 1144152.61 5.51 5.00 1 0.033 I 74 ( 1191 DMG !31.8111117.1311 12/22/1964 1205433.21 5.51 5.60 1 0.030 1 V I 51 [ 82] DMG 133.1901116.1291 4/ 9/1968 1 22859.11 5.51 6.40 i V 1 84 [ 136) DMG 133.1131116.0371 4/ 9/1968 1 3 353.51 5.51 5.20 1 0.028 I VV I 71 ( 11041 DMG 133.3431116.3461 4/28/1969 1232042.91 5.51 5.80 1 0.044 1 VI 1 57 [ 9�3 DMG 134.2701117.5401 9/12/1970 1143053.01 5.51 5.40 1 0.026 1 V DMG !33.0331115.8211 9/30/1971 1224611.31 55 ! 87 [ 1403 . 1 5.10 1 0.023 1 IV PAS 132.9271115.5401 10/16/1979 1 5497.0.21 5.51 5.10 1 0.020 I 83 [ 1341 PAS 132.9281115.5391 10/16/1979 1 61948.71 5.51 5.10 1 IV 1 100 [ 160] PAS 133.0141115.5551 10/16/1979 1 65842.8 1 0 X20 1 IV 1 100 [ 1601 1 5.51 5.50 1 0.025 1 V 1 98 [ 158) Page 3 I I I I TIME I I I SITE ISITEI APPROX. FILET LAT. I LONG. I DATE I (G)11T) IDEPTHIQUAKE I ACC. I MM I DISTANCE CODEINORTH I WEST I I H M SeCI (kTn) I MPG. I g IINT. 1 mi [}an] ----I------I-------i------------I--------i-----I----- PAS 133.5011116.5131 2/2511980 1104738.51 5.51 5.50 1 0.040 I V 1 54 [ 87] PAS 133.09811.15.6321 4/26/1981 112 928.41 5.51 5.70 1 0.029 1 V 1 94 [ 151) PAS 133.9981116.6061 7/ 8/1986 1 92044.51 5.51 5.60 1 0.032 1 V 1 77 [ 123] PAS 132.9711117.8701 7/13/1986 11347 8.21 5.51 5.30 1 0.050 1 `JI 1 36 ( 581 PAS 134.0611118.0791 10/ 1/1987 11.44220.01 5.51 5.90 1 0.034 1 V 1 86 [ 138] PAS 134.0731118.0981 10/ 4/1987 1105938.21 5.51 5.30 1 0.025 1 V 1 87 ( 140] PAS 133.0821115.7751 11/24/1987 1 15414.51 5.51 5.80 1 0.032 1 V 1 86 [ 138) PAS 133.0131115.8391 11/24/1987 1131556.51 5.51 6.00 1 0.037 1 V 1 82 ( 132) GSP 134.1401117.7001 2/28/1990 1234336.61 5.51 5.20 1 0.025 1 V 1 81 [ 130] GSP 134.2621118.0021 6/28/1991 1144354.51 5.51 5.40 1 0.024 1 V 1 95 ( 153) GSP 133.961111.6.3181 4/23/1992 1045023.01 5.51 6.10 1 0.038 1 V 1 84 [ 135] GSN 134.2011116.4361 6/28/1992 1115734.11 5.51 7.60 1 0.074 1 VIII 94 [ 151) GSP 134.1391116.4311 6/28/1992 1123640.61 5.51 5.1.0 1 0.022 1 IV I 90 [ 1451 GSP 134.3411116.5291 6/28/1992 1124053.51 5.51 5.20 1 0.021 1 I`✓ 1 100 [ 1611 GSP 134.1631116.8551 6/28/1992 1144321.01 5.51 5.30 1 0.026 1 V 1 82 ( 1311 GSN 134.2031116.8271 6/28/1992 1150530.71 5.51 6.70 1 0.051 I VI 1 85 [ 1361 GSP 134.1081116.4041 6/29/1992 1141338.81 5.51 5.40 1 0.026 1 V 1 89 [ 1441 GSP 133.87611.16.2671 6/29/1992 1160142.81 5.51 5.20 1 0.025 1 V 1 82 [ 131) GSP 134.2391116.8371 7/ 9/1992 1014357.61 5.51 5.30 1 0.025 1 V 1 87 [ 140) GSP 133.9021116.2841 7/24/1992 1181436.21 5.51 5.00 1 0.022 1 IV 1 82 [ 132 GSP 134.1951116.8621 8/17/1992 1204152.11 5.51 5.30 1 0.026 1 V 1 84 [ 1351 GSP 134.0641116.3611 9/15/1992 1084711.31 5.51 5.20 1 0.024 1 IV 1 88 ( 1421 GSP 134.3401116.9001 11/27/1992 1160057.51 5.51 5.30 1 0.024 1 IV 1 93 [ 149) GSP 134.3691116.8971 12/ 4/1992 1020857.51 5.51 5.30 1 0.023 1 IV 1 95 [ 153) GSP 134.02911.16.3211 8/21/1993 1014638.41 5.51 5.00 1 0.021 1 IV 1 88 ( 141] GSP 134.2G81116.4021 6/16/1994 1162427.51 5.51 5.00 1 0.019 1 IV 1 99 ( 159) +++-++i+++++++++++++++++.*+*k+++#+-t++++++++++++++.+++++++++++++++++.i+i+++++++++++ -END OF SEARCH- 1.42 RECORDS FOU14D COMPUTER TIME REQUIRED FOR EARTHQUAKE SEARCH: 0.5 minutes MA-XIMUM SITE ACCELERATION DURING TIME PERIOD 1800 TO 1998: 0.436g MAXIMLA°I SITE INTENSITY (MM) DURING TIME PERIOD 1.800 TO 1998: X MAXIIsiUM MAG14ITUDE ENCOUNTERED IN SEARCH: 7.00 NEAREST HISTORICAL EARTHQUAKE WAS ABOUT 3 MILES AWAY FROM SITE. NUIf ER OF YEARS REPRESENTED BY SEARCH: 199 years RESULTS OF PROBABILITY ANALYSES -------------------------------- TIME PERIOD OF SEARCH: 1800 TO 1998 LENGTH OF SEARCH TIME: 199 years ATTENUATION RELATION: 12) Boore et al. (1993) Horiz. - Larger - Site Class C "' TIME PERIOD OF EXPOSURE FOR PROBABILITY: 25 years PROBABILITY OF EXCEEDANCE FOR ACCELERrATION ING.OFI AVE. IRECUF,R. I CGMPUTED PROBAIIILIT4' GF EXCEEDAIdCEI ACC. I TIMES I OCCUR. IINTERV. I in I in I in I in I in I in I in g IEXCEDI #/yr 1 years 10.5 yri 1 yrl 10 yr1 50 yrl 75 yr1100 vrj- yr ----I-----I------I-------I------I------I-----1------1------1------ 0.011 1.421 0.7141 1.40110.300110.510110.999211.D000ll.000011.000011.0000 0.021 1371 0.6881 1.45310.291210.497610.999011.000011.000011.000011.0000 0.031 571 0.2861 3.49110.133410.249110.943011.000OII.00OOII.OG0010.9992 0.041 351 0.1761 5.68610.084210.161310.827710.999811.000011..000010.9877 0.051 211 0.1061 9.47610.051410.100210.651910.994910.999611.000010.9285 0.061 101 0.0501 19-90010.024810.049010.3 0.07 1 9501 0.9189 10.9769 10.9934 1 0.7153 0.071 61 0.0301 33.16710.015010.029710.260310.778510.895810.951010.5294 0.081 31 0.0151 66.333 1 0.0075 1 0.0150 10.13991 O.S294 10.6772 1 0.7785 1 0.3140 0.091 21 0.0101 99.50010.005010.010010.095610.395010.529410.634010.2222 0.101 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.111 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.121 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.131 11 0.0051199.00010.002510.005010.049010.2222f0.314010.395010.1181 0.141 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.151 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.16i 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.171 11 0.0051199.00010.002510.005010.049010.222210.314010..395010.1181 0.181 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.191 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.201 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.211 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.221 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.231 11 0.0051199.00010.002510.005010.049010.222210.31.4010.395010.1181 0.241 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.251 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.261 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.271 11 0.00S1199.00010.002510.005010.049010.2227.10.314010.395010.1181 0.281 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.291 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.301 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.311 11 0.0051199.00010.002510.005010.D49010.222210.314010.395010.1181 0.321 1.1 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.331 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.341 11 0.0051199.00010.002510.005010.049010.222210.314010.395610.1181 0.351 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.361 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.371 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.381 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.391 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.401 11 0.0051199.00010.002510.005010.049010.22.2210.314010.395010.1181 0.411 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.421 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 0.431 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 PROBABILITY OF EXCEEDANCE FOR MAGNITUDE INO.OFI Al'E. IRECUF.R. I COMPUTED PROBABILITY OF EXCEEDANCE MAG. ITIMESIOCCUR• IINTER.V. I in I i 1 1 in I in I in I in I in IEXCEDI #!yr years 10.5 yrl 1 yrl 10 yrl 50 yrl 75 yr1100 yrl**+ yr 5.001 1421 0.7141 1.401 0.' I------I------I------I------I----- .922911..000011.000-0!1.000010.9984 5.501 511 0.2561 3.90210.120310.226110 6.001 261 0.1311 7.65410.063210.122510.7292!0.998510.999911.000010.9619 6.501 301 0.0501 19.90010.024810.049010.395010.918910.976910.993410.7153 7.001 31 0.0151 66.33310.007510.015010.139910.529410.677210.776510.3140 %•501 11 0.0051199.00010.002510.005010.049010.222210.314010.395010.1181 GUTE14BERG & RICHTER RECURRE14CE RELATIONSHIP: a-value= 3.515 b-value= 0.737 beta-value= 1.698 DATE: Saturday, August 1, 1998 ++#++++++++++++.4.J.#is{.+t 1:+t+++t++#+ + # F, Q F A U L T # + + Ver. 2.01 + (Estimation of Peak Horizontal Acceleration From Digitized California Faults) SEARCH PERFOPMED FOR: Sladden Engineering JOB NUMBER: 444-8092 JOB NAME: Encinitas SITE COORDINATES: LATITUDE: 33.0236 N LONGITUDE: 117.255 W SEARCH RADIUS: 100 mi ATTENUATION RELATION: 12) Boore et al. (1993) Horiz. - Larger - Site Class C UNCERTAINTY (M=Mean, S=Mean+1-Sigma) : M S COND: 0 COMPUTE PEA1,- HORIZONTAL ACCELERATION FAULT-DATA FILE USED: CALIFLT_DAT SOURCE OF DEPTH VALUES (A=Attenuation File, F=Fault Data File) : A ----------------------------- DETERMINISTIC SITE PARAMETERS ----------------------------- Page 1 ------------I--------------------------------------------------- 1 IMAX. CREDIBLE EVENTIIMAx. PROBABLE EVENTI I APPROX. I--------------------II -- ---------- I ABBREVIATED IDISTANCE 1 MAXI PEAK I SITE FAULT NA II IlAX. J PEAK I SITE NAME mi (km) ICRED. 1 SITE IINTEIISII PROB. I SITE IINTENSI I --------------------------I I MAG. IACC. gl MM II MAG• IACC. g MI-1 I I---------I-----I------I------II-- --i------ 1BLUE CUT I------i 184 (135) 1 7.001 0.0601 VI 11 6.001 0.0361 V 1 I--------------------------I---------I----- IBORREGO MTN. (San Jacinto) 1 63 (102) 1 6.501 0.0581 VI II 5.751 0.0401 V 1 I--------------------------I--------- ICAMP ROCK-EMER.-COPPER MTNI 99 (160) 1 7.001 0-0521 VI 11 5.751 0.0281 V I I--------------------------I---------I-----I------ ICASA LOMA-CLARK (S.Jacin.) I 51 ( 82) 1 7.001 0.0881 VII II 6.751 0.0771 VII I I--------------------------I---------I----- ICATALIIdP, ESCARPMENT 1------I------II-----I------1------ I 141 ( 66) 1 7.001 0.1041 VII 11 6.251 0.0721 VI 1 I--------------------------I---------I----- ICHI1d0 I------I------II----I------I------ I 156 ( 89) 1 7.001 0.0621 VII II 5.501 0.0391 V 1 I--------------------------I---------I-----I------ ICOYOTE CREEK (San Jacinto) 1 52 ( 83) 1 7.001 O.OB71 VII fl 5.751 0.0471 VI 1 I--------------------------I---- ---- ICUC-AMONGA I-----I------I------II-----I------I------I 1 80 (128) 1 7.001 0.0621 VI 11 6.251 0.0431 VI 1 --------------------------I--------- IELSINORE ------1 28 ( 45) 1 7.501 0.1801 VIII 11 6.751 0.1241 VII I I-------------------- I---------I----- iELYSIAN PARK SEISMIC ZONE 1 86 (138) 1 7.001 0.0591 VI II 5.751 0.0321 V I--------------------------I---------I----- IGLN.HELEN-LYTLE CR-CLREMNTI 56 ( 90) 1 7.001 0.0821 VII 11 6.501 0.06641 VI I I------------ JHELENDALB I------I------II-----I--- ---I----- I 190 (145) 1 7.301 0.0661 VI 11 5.751 0.0301 V 1 -------------------------- ---------IHGPIESTEAD VALLEY 1 I------I------II-----1------I------ 1 i 99 (160) 1 7.501 0.0671 VI 11 4.001 0.0121 III 1 I--------------------------I----------I----- IHOT S-BUCK RDG. (S.Jacinto) 1 53 ( 85) 1 7.001 0.0851 VII 11 6.001 0.0521 VI 1 ------------------------- I--------- IIMPERIAL - BRAWLEy I-----I------I------II-----i------I------ 1 --------------------------I 98 (158) I 7.001 0.0531 -- II 6.751 0.0471 VI I I JOHNSON VALLEY 1 I - I-"---II--- 1---___I-----_I -1 92 (148) 1 7.501 0.0721 VI 11 5.251 0.0231 IV J I---------------- I--------- ILA NACION -----I------I------II -----I------I------- I 1 15 ( 23) 1 6.501 0.1791 VIII 11 4.251 0.0581 VI I I--------------------------I-------- ILENWOOD-OLD WOI°SAN SPRINGS 1 97 (156) 1 7.301 0.0621 VI II 5.251 0.0221 IV 1 I--------------------------I------- INEWPORT-INGLEWOOD-OFFSHOREI 13 ( 21) 1 7.001 0.2451 IX II 5.751 0.1311 VIII`I I---------------------------I--------- INORTH FRONTAL FAULT ZONE 1 86 (138) 1 7.701 0.0831 VII 11 5.751 0.0321 V I--------------------------I----------1----- IPALOS VERD-CORON.B.-A.BLANI 19 ( 31) 1 7.501 0.2371 IX 11 6.751 0.1631 VIII 1 I--------------------------I--------- 1_____I_-__ IPIIJTO MOUNTAIN - MORONGO 'i__` ------ __II-----I--_____ II 178 (126) 1 7.301 0.0731 VII II 5.751 0.0341 - 1 IRAYMOND 1----_---I___ --I I--------------------------189 (143) 1 7.501 0.0731 VII 11 4.001 0.0131 III I I---------I-----I------I------II-----!- --- IROSE CANYON J 5 ( e) i 7.001 0.4771 X I------------------ 11 6.001 0.2901 IX 1 I--------I---------I-----I------I------II----- ISAN ANDREAS (Coachella V.) 1 77 (124) 1. 8.001 0.1051 VII II 7.001 0.0641 VI I -----------------------------I---------I----- . .. ..... . .. ....... .. . DETERMINISTIC SITE PAP.AMETERS ------------------------------ P,5ge 2 --------------------------�-------------- ------------------------------------- (M I AX.-CREDIBLE EVENTI114AX. PROBABLE EVENT! ! ABBREVIATED MAX - 1 APPROX. I----_- I -------------II-------------------! (DISTANCE I PEAK I SITE II NLAX. I PEAK I SITE I FAULT NAME I mi (km) 1CRED. 1 SITE IINTENSIIPROB. 1 SITE 1114TENSI I I 11AG. (ACC. gl MI I ! MM I-------------------------- MAG. IACC. ct I--------- ISAN ANDREAS (Mojave) I-----I------!------II-----I------!------! 188 (141) 1 8.501 0.1221 VII 11 8.251 0.1071 VII I I---------------------------I------- ISAN ANDREAS (S. Bern.Mtn.) I 74 (120) ! 8.001 0.].081 VII II n'-751 0.0581 VI ! I---------------------------I------- -- ISAN CLEMENTE - SAN ISIDRO 1 51 ( 82) 1 8.001 0.1451 VIII II 6.501 0.0691 VI I I-------------------- (--------- !SAND HILLS I-----I------I------II-----I------ - 1 93 (1.49) 1 8.001 0.0911 VII 11 6.751 0.0491 VI ! I---------------------- I---------ISA1.I DIEGO TRGH.-BAHIA SOLI 29 ( 47) 1 7.501 0.1721 VIII 11 6.251 0.0921 VII I I--------------------------ISAN GABRIEL I------I --------------------------193 (7.50) 1 7.001 0.0551 VI 11 5.751 0.0301 V I---------I-----1---- -I------11----- ISAN GORGONIO - BANNING I_--___I------I 167 (108) 1 7.501 O.G91.1 VII If 7.001 0.0711 VI 1 I--------------------------I--------- !SANTA MONICA - HOLLYWOOD -------- I'-----1------ 194 (151) ! 7.50! 0.0701 vI 11 5.251 0.0231 IV ---------------- 1 -I--------- ISIERRA ALADRE-SAN FERNANDO 181 (131) ! 7.301 0.0711 VI II 6.301 0.0431 VI I I--------------------------1--------- ISUPERSTITION HLS. (S.Jacin) I 81 (131) 1 7.001-0--.0-6-1- .0611 VI 1= 1 -'---I I-----------_ II 6.4 ! 0.0421 VI ! 'SUPERSTITION hITN. (S.Jacin) 1 76 (122) 1 7.001 0.0641 VI 11 6.251 0.0441 VI I IVERDUGO ----------I---------I-----I------I------it----- 191 (146) 1 6.701 0.0481 VI 11 4.501 0.0161 IV ! I----------------------- WHITTIER - NORTH ELSINORE 1 54 1------1----__! ( �-- 7.501 ----- VII II 6.001 0.0511 VI 1 ------- -END OF SEARCH- 38 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS. THE ROSE CANYON FAULT IS CLOSEST TO THE SITE. IT IS ABOUT 4.7 MILES AWAY. LARGEST J'ihXIMUM-CREDIBLE SITE ACCELERATION: 0.477 g LARGEST MAXIMUM-PROBABLE SITE ACCELERATION: 0.290 g i ooa \j 0) u) 1 >, � C`) LO M � CU C T i �- C9 in U T v T v 0 C-5 W C m C C6 U il T o u o 0 0 V) U qqt-- ,n -- 0 0 U o o 0 0 m — U W n ° r � rn o (n (p r r r N U E 0 0 0 0 CN m o m q Cn M r Q) O cy) O q O O O O N Z N Z (T C 0 r U m Q i c 0 I - v ,Y w Q� U (u (h r T T O' LL Z T r rIN J rN N I _ o E 2 CO r q r t U t� r� (D (D N 0 0 0 0 Q E N � �7 r Cp � CI In C � O r O • T N N (0 'a I q i O LO qq Ir LO I cu O q M E m m I CA �n 'o — a� � E r- 00 (O o D O M N ^ Cn LO r 'V' Lo C`) vi N O Lt7 Ct) C17 cam 0 0 0 0 0- -- o r Cn o - - Z � I uio �rio o I a°i Chv �t � m n. Jul 13 01 02: 261 p, 1 Sladden Engineering 6782 Stanton Ave-Suite E. Buena Park,GA 90621 (562)864-4121 (714)523-0952 Fax(714)523-1369 39-725 Garand Ln.. Suite G.Palm Desert,CA 92211 (760)772-3893 Fax(760)772-3895 July 13,2UU1 Project No.444-8092 01-07-352 Pasco Engineering,Inc. 535 North Highway 101,Suite A Solana Beach,California 92075 Attention: Mr. Mike Smith E=ducation Project. Grauer Foundation for t E Camino Real and Tennis Club Drive ; Encinitas,California ';+ fa Subject: Geotechnical Update Ref: Geotechnical investigation prepared by Sladden Engineering dated October 30, 1998, Project No,444-8092. As requested, we have reviewed the referenced Geotechnical Investigation report as it relates to the design and construction of the proposed Grauer Foundation for Education facility. The project site is located on the southwest corner of El Camino Real and'Tennis Club Drive in the City of Encinitas,California. The plans indicate that the initial phase of the project will include 6 multi-unit classroom and/or office buildings. It is our understanding that the proposed buildings will be relatively lightweight wood frame or reinforced masonry structures supported by conventional shallow spread footings and concrete slabs on grade. The referenced report was prepared for the previous assisted care complex. The referenced report includes recommendations pertaining to the construction of lightweight structure foundations and remedial grading. Based upon our review of the referenced report and our understanding of the proposed project, it is our opinion that the recommendations included in the referenced Geotechnical Investigation report remain applicable for the design and construction of the proposed educational facility. It is our opinion that the remedial grading recommendations included in the original Geotechnical Investigation Report remain valid. The remedial grading should include overexcavation and recompaction of the bearing soils within the proposed building areas. The building pad areas should be cleared of any surface vegetation and root systems prior to grading. Building areas should be overexcavated to a depth of at least 3 feet below existing grade or 3 feet below pad grade, whichever is deeper. The exposed surface should be scarified, moisture conditioned and compacted to a minimum of 90 percent relative compaction. Fill material may then be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction, overexcavation should be confirmed by a representative of Sladden Engineering and compaction should be verified by testing_ Jul 19 01 02: 27p p• 2 July 13, 2001 -2- Project No.444-8092 01-07-352 The allowable bearing pressures recommended in the geotechnical investigation report remain applicable. Footings should extend at least 18 inches beneath lowest adjacent grade. Isolated square or rectangular footings at least 2 feet square may be designed using an allowable bearing value of 2500 pounds per square foot. Continuous footings at least 12 inches wide should be designed using an allowable bearing value of 2000 pounds per square foot. The allowable bearing pressures are for dead and frequently applied live loads and may be increased by one- third to resist wind,seismic or other transient loading_ The bearing soils are non-expansive and fall within the "very low" expansion category in accordance with Uniform Building Code (UBC) classification criteria. Pertinent 1997 URC Seismic Design parameters are summarized on the attached data sheet. if you have questions regarding this letter,please contact the undersigned. Respectfully submitted, SLADDEN ENGINEERING gQ�OFE&6lciry�, Bred L. And son No-CO 9 Principal Engineer hxp.9.30-2.002 sl\ClVt1- 4�� SLR/pc err of caOF > Copies: 4/Pasco Engineering,Inc. Jul 13 01 02: 27p p, 3 July 13, 2001 -3- Project No.444-8092 01-07-352 1997 UNIFORM BUILDING CODE INFORMATION The international Conference of Building Officials 1997 Uniform Building Code contains substantial revisions and additions to the earthquake engineering section in Chapter 16. Concepts contained in the updated code that will likely be relevant to construction of the proposed structures are summarized below. Ground shaking is expected to be the primary hazard most likely to affect the site, based upon, proximity to significant faults capable of generating; large earthquakes. Major fault zones considered to be most likely to create strong ground shaking at the site are listed below. 1— Approximate Distance Fault Type (1997 UBC) From Site � Fault Zone Rose Canyon 6.3 kin -- _ B_ �New ort In Tlewood 21.5 km B ____.L� ---— -- --T_.- Based on our field observations and understanding of local geologic conditions, the soil profile type judged applicable to this site is SD, generally described as stiff soil. The site is located within UBC Seismic Zone 4. The following table presents additional coefficients and factors relevant to scismic mitigation for new construction upon adoption of the 1997 Uniform Building Code. Near-Source Near-Source Seismic Seismic Seismic Acceleration Velocity Coefficient Coefficient Sour ` Soul-cc actor,N, _Factor,N, C, Cv Rose Can on I.0 1.2 _ 0.44N, 0.64N„ 1.0 0.44N New ort-Inglewood 1.0 0.44N 0.64N, 1%1,1 fir" 1 1.1 L z: T111 UN 1-1c f KGORY �S` 1�i IH 11"ITIY K Recording Requested By: !34 [.11 C,10;;'.J �R`-DUIRDI-` hF- When Recorded Mail to: City Clerk CITY OF ENCINITAS 505 South Vulcan Avenue Encinitas, California 92024 For the benefit of the Cit SPACE ABOVE FOR RECORDER'S USE IRREVOCABLE OFFER TO DEDICATE REAL PROPERTY FOR PUBLIC STORM DRAIN EASEMENT REQUIRED AS CONDITION OF APPROVAL OF CASE NO. 01-016 MUPMOD/DR/CDP/E1A Assessor's Parcel Project No. 262-160-17 W.O. o : 7065-G GRAUER FOUNDATION FOR EDUCATION ("OWNER" hereinafter) is the owner of real property described as follows: SEE EXHIBIT "A"ATTACHED HERETO AND MADE A PART HEREOF BY THIS REFERENCE, Which is commonly known as Vacant Lot; SW Comer of El Camino Real and Tennis Club Drive , A.P.N. 262-160-17 ("PROPERTY"hereinafter). In consideration of the approval of GRADING PLAN # 7065-G by the City of Encinitas("CITY"hereinafter), OWNER(S)hereby make(s) an Irrevocable Offer of Dedication, for the benefit of CITY, of the hereinafter described real property for Public Storm Drain Easement. The real property referred to above is situated in the City of Encinitas, County of San Diego, State of California, and is more particularly described as follows: SEE EXHIBIT"B"ATTACHED HERETO AND MADE A PART HERETO BY TI-IIS REFERENCE. OWNER, for himself, his successors and assigns, hereby waives claim for any and all damages to OWNER'S remaining property contiguous to the storm drain easement hereby conveyed by reason of the location, construction, landscaping or maintenance of said Public Story Drain Easement. This Offer of Dedication is made pursuant to Section 7050 of the Government Code of the State of California and may be accepted at any time by CITY. This Offer of Dedication may be terminated and the right to accept the offer may be abandoned in accordance with the summary vacation procedures in Section 8300 et seq. of the Streets and Highways Code of the State of California. The termination and abandonment may be made by CITY. This Offer of Dedication shall be irrevocable and shall run with the land and be binding upon and inure to the benefit of future owners, encumbrancers, successors,heirs, personal representatives, transferees and assigns of the respective parties. At time of acceptance of this offer any and all trust deed(s) and easement(s) shall be subordinated to this Offer of Dedication. OWNER agrees that OWNER'S duties and obligations under this Offer of Dedication are a lien upon the PROPERTY. Upon notice and opportunity to respond, CITY may add to the tax bill of OWNER any past due financial obligation owing to CITY by way of this Offer of Dedication. -2- If either OWNER or CITY is required to incur costs to enforce the provisions of this Offer of Dedication, the prevailing party shall be entitled to full reimbursement of all costs, including reasonable attorneys' fees, from the other party. CITY may assign to persons impacted by the performance of this Offer of Dedication the right to enforce this Offer of Dedication against OWNER. Owner: 401�U Dated Dated Signature of OWNERS must be notarized. Attach the appropriate acknowledgement. I certify on behalf of the City Council of the City of Encinitas, pursuant to authority conferred by Resolution of said Council adopted on November 9, 1994 that the City of Encinitas consents to the making of the foregoing Irrevocable Offer of dedication and consents to recordation thereof by its duly authorized officer. Date: By: Director of Engineering Services -3- CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of �'i�4-6-i F0 9-H i Ar County of / 0! E y On e'lUCa U b T- X1, O 1 before me, 3ank_t-K S cy evt San H07-4*-V P_u f3l-ic- Date c Name and Title of Officer( .g.,"Jane Doe, Public") personally appeared 57Ulbel_ 6G R-Au E:R. Name(s)of Signer(s) ❑ personally known to me-OR proved to me on the basis of satisfactory evidence to be the person(s) / P whose name(64 is/are subscribed to the within instrument and acknowledged to me that he/sheAOey executed the same in his/hsrheif-authorized capacity(), and that by JMIICf K.SWENSON his/I eir signature* on the instrument the person(s), Commission 0 1192673 or the entity upon behalf of which the personal acted, NotaryPubiic-Cc011arNp executed the instrument. San Diego County MyCorrrn.Bq3iresAugI%2Mj2 WITNESS my hand and official seal. Signature of Notary Public ONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Docu` nti�- Title or Type of Document-, Document Date: Vau S 1— At 2-0n 1 Number of Pages: Signer(s) Other Than Named Above: - Capacity(ies) Claimed by Signer(s) Signer's Name:,t Gi RAI( Signer's Name: Individual ❑ Individu I rporate Officer El Officer Title(s): Title(s): ❑ Partner—❑ Limited ❑ General ❑ Partner— Limited ❑ Gener ❑ Attorney-in-Fact ❑ Attorney-in-F t ❑ Trustee ❑ Trustee ❑ Guardian or Conservator - ❑ Guardian or Cons or ❑ Other: Top of thumb here ❑ Other: Top of thumb here Signer Is Representing: Signer I epresenting: 0 1994 National Notary Association•8236 Remmet Ave.,P.O.Box 7184-Canoga Park,CA 91309-7184 Prod.No 5907 Reorder:Call Toll-Free 1-800-876-6827 EXHIBIT"A" LEGAL DESCRIPTION PARCEL 1 OF PARCEL MAP NO. 2162 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA RECORDED NOVEMBER 13, 1973 IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY. tip,N D S��P C. ti U L' p, lia. 211 cgll��ti�' SHEET 1 OF 2 EXHIBIT`B" LEGAL DESCRIPTION IRREVOCABLE OFFER OF DEDICATION IRREVOCABLE OFFER OF DEDICATION OVER,UNDER,ALONG, AND ACROSS THOSE PORTIONS OF PARCEL I OF PARCEL MAP NO. 2162 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA RECORDED NOVEMBER 13, 1973 IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY,DESCRIBED AS FOLLOWS. BEGINNING AT THE SOUTHEAST CORNER OF SAID PARCEL 1 BEING ALSO THE CENTERLINE OF EL CANIINO REAL(126.00 FFET WIDE) AS SHOWN ON SAID PARCEL MAP 2162;THENCE ALONG THE SOUTHERLY LINE OF SAID PARCEL 1 N89 013'47"W(N89 056'16"W RECORD) 63.00 FEET TO THE TRUE POINT OF BEGINNING; THENCE ALONG THE SIDELINE OF EL CAMINO REAL NORTH 00 039'30" EAST, A DISTANCE OF 113.29 FEET;THENCE NORTH LEAVING SAID SIDELINE 89°20'30" WEST, A DISTANCE OF 20.18 FEET; THENCE SOUTH 15 049'22" WEST, A DISTANCE OF 54.72 FEET;THENCE SOUTH 89°51'13" WEST, A DISTANCE OF 17.25 FEET; THENCE SOUTH 20°17'31" WEST, A DISTANCE OF 16.10 FEET;THENCE SOUTH 00°46'13" WEST,A DISTANCE OF 44.96 FEET TO A POINT ON THE SOUTHERLY LINE OF SAID PARCEL 1; THENCE ALONG SAID SOUTHERLY LINE SOUTH 89 013'47" EAST, A DISTANCE OF 57.24 FEET; TO THE TRUE POINT OF BEGINNING. No. 5211 '441FO?, EXHIBIT "B" SHEET 2 OF 2 IRREVOCABLE OFFER OF DEDICATION Nb0 39 WE 47925' AM: 262-160-17 40' LD1E BEARD6 DISTARE Li S00 039 30W 11329' N99 020 30 20.18' cc L N15 049 22 E 54.72' 0 L41 A69*51'13 E 1725' L5 S20 01731 16.10' v L6 AW'46'13 44.96' 4" U N89'13'47 5724' z PARCEL 1 OF PARCEL MAP 2162 TRUE POINT OF BEGINNING Ll N0O 039'30"E 478.60' POINT OF ,w BEGINNING — EL CAMINO REAL SCALE.' 1"=100' V I-AND AREA OF IRREVOCABLE OFFER OF DEDICATION LS 5211 Exp. 06/30/03 OF CALF PASCO ENGINEERING (858) 259-8212 535 N. HWY 10 i..STE. A PE 789G SOLANA BEACH. CA 92075 h% DOUUMU LU-. Rr U rGF.IRY J ...... Recording Requested By: SAN NEG101 COMO !"ECUIP-.1 ]RIC, 4 N! City of Encinitas When recorded mail to: City Clerk City of Encinitas 505 S . Vulcan Avenue Encinitas, CA 92024 FOR THE BENEFIT OF THE CITY) ) SPACE ABOVE FOR RECORDER'S USE ONLY GRANT OF OPEN SPACE/HABITAT PRESERVATION EASEMEN Assessor's Parcel Project o. : No. ?r.9-16p-17 W.O. CNo. : 7065-G THE GRAUER FOUNDATION FOR EDUCATION hereinafter called GRANTOR(S) do(es) hereby grant, convey and dedicate to the CITY OF ENCINITAS, State of California, hereinafter called GRANTEE, (A) A perpetual easement for OPEN SPACE purposes over, upon, across and under the Subject Land, as described in Exhibit "All attached hereto, and no building, structure or other thing whatsoever shall be constructed, erected, placed or maintained on the Subject Land except as exists. (B) The perpetual right, but not the obligation to enter upon the Subject Land and remove any buildings, structures or other things whatsoever constructed, erected, placed or maintained on the Subject Land contrary to any term, covenant or condition of this easement and to do any work necessary to eliminate the effects of any excavation or placement of sand, soil, rock or gravel or any other material done or placed on the Subject Land contrary to any term, covenant or conditions of this easement. GRANTOR covenants and agrees for himself and his successors and assigns as follows: (A) That he shall not erect, construct, place or maintain, or permit the erection, construction, placement or maintenance of any building or structure or other thing whatsoever on the cov3908 Subject Land other than such buildings, structures and other things as may be permitted pursuant to the zoning ordinance of the City of Encinitas. (B) That he shall not use the Subject Land for any purpose except as OPEN SPACE purposes. (C) That he shall not excavate or grade or permit any excavating or grading to be done, or place or allow to be placed any sand, soil, rock, gravel or other material whatsoever on the Subject Land without the written permission of the City or its successors or assigns: provided, however, that Grantor may excavate, grade or place sand, soil, rock gravel or other material on the Subject Land as may be permitted by special use permit issued pursuant to the zoning ordinance of the City of Encinitas. (D) That this Open Space Easement shall preclude vegetation removal or additions with the following exceptions: brush clearing for fire protection purposes shall be permitted upon written order by the appropriate fire fighting or fire protection agencies, and the removal of hazardous substances or conditions or diseased plants or trees. (E) That the terms, covenants and conditions set forth herein may be specifically enforced or enjoined by proceedings in the Superior Court of the State of California. The grant of this easement and its acceptance by the City of Encinitas shall not authorize the public or any members thereof to use or enter upon all or any portion of the Subject Land, it being understood that the purpose of this easement is solely to restrict the uses to which the Subject Land may be put. This easement shall bind the Grantor and his successors and assigns. Dated this day o*rantor A dS 20� 812112001 Date Date Grantor Date Grantor Signature of Grantor's to be notarized. Attach the appropriate acknowledgements. cov3908 CALIFORNIA ALL-PURPOSE ACKNOWLEDGMENT State of County of .5/1-N Q i E-G a On A ua u S T- *L/F o-Loo 1 before me, Jtn&c l� . Jlut KSon��' V Iht BLi t, Date Name and Title of Officer(e.g.,"Jane Doe,Notary Pub c") personally appeared _ Sm Al�-r G R U)ofE-R ❑personally known to me-OR- Proved to me on the basis of satisfactory evidence to be the person(r) whose name(&)is/a-m subscribed to the within instrument and acknowledged to me that heA&hefthey executed the , same in Nis/herfthetr'authorized capacity(iss), and that by JANICE K SW840N his/he##la&signature(*on the instrument the person(&), Commtssion# i 1.92673 or the entity upon behalf of which the person(.&) acted, Notary Pub0c-Cdtfor►110 executed the instrument. San Diego County comm. rese` WITNESS my hand and off 'al seal. r Signature of Notary Public 0# �ONAL Though the information below is not required by law, it may prove valuable to persons relying on the document and could prevent fraudulent removal and reattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: Act ci, K,5 T_ 01(f �2 Uo Number of Pages: Signer(s) Other Than Named Above: Q , Capacity(ies) Claimed by Signer(s) Signer's Name: S1ZU` V-GiRA"Z1Z Sig er's Name: Individual ❑ Indi ' ual orporate Officer ❑ Corpo to Officer Title(s): Title(s): ❑ Partner-❑ Limited ❑ General ❑ Partner- Limited ❑ General ❑ Attorney-in-Fact ❑ Attorney-in-F t ❑ Trustee ❑ Trustee _ ❑ Guardian or Conservator ❑ Guardian or Cons ator ❑ Other: Top of thumb here ❑ Other: Top of thumb here i� Signer Is Representing: Si r Is Representing: N 0 1994 National Notary Association-8236 Remmet Ave.,P.O.Box 7184-Canoga Park,CA 91309-7184 Prod.No.5907 Reorder:Call Toll-Free 1-800-876-6827 This is to certify that the interest in real property conveyed by deed or grant to the City of Encinitas, a Municipal Corporation, is hereby accepted by the undersigned agent on behalf of the City Council of the City of Encinitas pursuant to authority conferred by Resolution of the City Council of the City of Encinitas adopted on November 9, 1994 and the grantee consents to recordation thereof by its duly authorized officer. q Dated: By: — P . Director of Engineering Services City of Encinitas EXHIBIT"A" LEGAL DESCRIPTION OPENSPACE EASEMENT AN EASEMENT FOR OPENSPACE PURPOSES OVER,UNDER, ALONG, AND ACROSS THOSE PORTIONS OF PARCEL 1 OF PARCEL MAP NO. 2162 IN THE CITY OF ENCINITAS, COUNTY OF SAN DIEGO, STATE OF CALIFORNIA RECORDED NOVEMBER 13, 1973 IN THE OFFICE OF THE COUNTY RECORDER OF SAID SAN DIEGO COUNTY,DESCRIBED AS FOLLOWS. PARCEL "A" BEGINNING AT THE SOUTHWESTERLY CORNER OF SAID PARCEL 1; THENCE 0°39'31"E 479.25 FEET(NO 002'55"W 479.18 RECORD);THENCE S89 008'40"E(S89 050'54"E RECORD) 240.24 FEET; THENCE S08°42'39"W 80.98 FEET, THENCE S72 94623"W 47.28 FEET TO A POINT, SAID POINT BEING THE BEGINNING OF A NON-TANGENT 90.00 FOOT RADIUS CURVE CONCAVE SOUTHEASTERLY, A RADIALLY LINE TO SAID POINT BEARS NI7°01'51"W; THENCE SOUTHWESTERLY 108.91 FEET ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 69 019'54"TO A POINT, SAID POINT BEING THE BEGINNING OF A NON-TANGENT 491.79 FOOT RADIUS CURVE CONCAVE EASTERLY, A RADIALLY LINE TO SAID POINT BEARS N80°59'56"W;THENCE SOUTHERLY 172.81 FEET ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 20 008'01 TO A POINT, SAID POINT BEING THE BEGINNING OF A NON-TANGENT 105.66 FOOT RADIUS CURVE CONCAVE NORTHEASTERLY, A RADIALLY LINE TO SAID POINT BEARS S88 042'53"W;THENCE SOUTHEASTERLY 115.19 FEET ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 62°2749"; THENCE NON- TANGENT TO SAID CURVE S00 046'13"W 39.46 FEET TO A POINT ON THE SOUTHERLY LINE OF SAID PARCEL 1;THENCE ALONG SAID SOUTHERLY LINE N89°13'47"W(N89°56'16"W RECORD) 186.43 FEET TO THE POINT OF BEGINNING. 1,p►M O C. YG u O `� SY11 �'�IIF'OR1�,A PARCEL "B" BEGINNING AT THE NORTHEAST CORNER OF SAID PARCEL 1 BEING ALSO THE CENTERLINE OF EL CAMINO REAL (126.00 FEET WIDE) AS SHOWN ON SAID PARCEL MAP 2162; THENCE ALONG THE NORTHERLY LINE OF SAID PARCEL 1 N89 008'40"W(N89 050'54"W RECORD) 100.25 FEET TO THE TRUE POINT OF BEGINNING; THENCE S01 037'13"W 53.59 FEET TO A POINT, SAID POINT BEING THE BEGINNING OF A NON-TANGENT 262.18 FOOT RADIUS CURVE CONCAVE NORTHERLY, A RADIALLY LINE TO SAID POINT BEARS S08°46'49"E;THENCE WESTERLY 89.43 FEET ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 19 032'37" TO A POINT, SAID POINT BEING THE BEGINNING OF A NON-TANGENT 27.66 FOOT RADIUS CURVE CONCAVE NORTHEASTERLY,A RADIALLY LINE TO SAID POINT BEARS S05°13'51"W;THENCE NORTHWESTERLY 28.39 FEET ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 58 047'57" TO A POINT, SAID POINT BEING THE BEGINNING OF A NON-TANGENT 46.19 FOOT RADIUS CURVE CONCAVE EASTERLY,A RADIALLY LINE TO SAID POINT BEARS S81°59'45"W;THENCE NORTHEASTERLY 41.34 FEET ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 51016'44" TO A POINT ON THE NORTH LINE OF SAID PARCEL 1; THENCE ALONG SAID LINE S89 008'40"E 100.75 FEET TO THE TRUE POINT OF BEGINNING. PARCEL"C" VEGETATION CORRIDOR AN EASEMENT FOR THE VEGETATION CORRIDOR OVER,UNDER, ALONG AND ACROSS THE NORTHERLY 60.00 FEET OF SAID PARCEL 1. EXCEPTING THEREFROM THE ACCESS DRIVE TO TENNIS CLUB DRIVE AND ASSOCIATED GRADING/IMPROVEMENTS, AT THE MINIMUM WIDTH REQUIRED BY THE CITY OF ENCINITAS,ENTRY GATE POSTS,AND THE PROJECT MONUMENT SIGN. AS DESCRIBED IN CONDITION"SCD" OF THE CITY OF ENCINITAS PLANNING COMMISSION RESOLUTION NO. PC 2000-30 PASSED AND ADOPTED ON MAY 25, 2000. ND _v O o. 211 :37 XPG 30-03 �,141FO" EXHIBIT '8" OPENSPACE AND VEGETATION EASEMENT a TEWVIS MB DRIVE (PRIVAIE) °v S8990840*E 435.05' J Q 194.81 63.00' V24024' V 100.75' v 3725 60.00' WIDE ' OPEN SPACE J VEIGETATIM COARI" PGL 'D" ESNT. PGL B I A 69,19 54 w A=108.91' � � ;L�1� �;� R=90 � �G :y; uQ�c� .00' I i OPEN "t J SPACE ^ EASEN9VT n, I o0 A 20.08'01' PARCEL i P.M. 2162 6u � A=172.81' I R FA=491.79' Q 53v � I �JLI A , ,4' R=105.66' A=115.19' % A 62-27 49` �% I 186.43' -� 248.62' P . PARCEL A" W9 013471W 435.05' I LIAEJ BEARM DISTANCE 63' 63' L11 N0046'13' 39.46' N72'4523 4728' LA N08'42 39 80.98' L4 S01'37'13 53.59' LAND SU C YG�fo LIAE DELTA ARC RADIUS 9 C11 51'16'44" 41.34' 46.19' LS 5211 58'47'57 28.39' 27.66' E . 06/30/ 3 C31 19'32 37" 89.43'1 262.18' P CA PE789 JUL 3 U 2G01 INEE FiNG SN TACES HYDROLOGY AND HYDRAULIC CALCULATIONS SOUTHWEST CORNER OF EL CANIINO REAL AND TENNIS CLUB DRIVE, ENCINITAS, CA PREPARED FOR: GRAUER FOUNDATION FOR EDUCATION 2210 ENCINITAS BLVD ENCINITAS, CA 92024 DATE: 5-17-2001 REVISED: 7-30-2001 PREPARED BY: PASCO ENGINEERING, INC. 535 NORTH HWY. 101, SUITE A SOLANA BEACH, CA. 92075 Q�pF ESS'lQ,V A. P,�s�l�2 uj No. 29577 m uj Exp. 3/31/03 gTFOF CA1-1F�Q WAYNE A. PASCO, RCE 29577 TABLE OF CONTENTS A. INTRODUCTION....................................................................................1 B. DISCUSSION..........................................................................................1 C. CONCLUSION........................................................................................1 D. 100 YEAR HYDROLOGY CALCULATIONS .................................. 2-10 E. HYDRAULICS .................................................................................11-25 APPENDIXA...................................................................................26-29 APPENDIXB ..........................................................................FOLDOUT A. INTRODUCTION The subject property is physically located near the intersection of El Camino Real and Tennis Club Drive. It is geographically located at 33°01'40"North Latitude and 117°15'30" West Longitude. The purpose of this report is to analyze the impacts of 100 year storm flows on the proposed storm drain system. The site is approximately 4.58 acres and the project consists of grading and improvements required to construct a private school to be constructed in 3 phases. Phase I includes 6 temporary relocatable buildings on the southerly portion of the site. Phase 2 consists of the construction of a single-story 12,000 sf school building on the northerly portion of the lot and phase 3 includes the removal of the temporary buildings along with the construction of a 10,000 sf school building. Based on data, calculations and recommendations contained within this report, a system can be constructed to adequately intercept, contain and convey Q,00 to the appropriate discharge points. Also included are calculations and recommendations for a storm water treatment system based on guidelines set forth by The San Diego Regional Water Quality Control Board. Specifically, a detention basin and catch basin filter inserts. B. DISCUSSION The hydraulic soil group classification for the site is"D". The methodology used herein to determine Q,00 is modified rational. The program utilized is by Advanced Engineering Software (AES). The attached site hydrology map (Appendix B) shows the hydraulic node location map for the HGL calculations herein. Hydrology Calculations can be found in Section D. Please refer to Appendix A for off-site drainage area maps. Also, see Section D for hydraulic calculations. C. CONCLUSION Based on the information and calculations contained in this report it is the professional opinion of Pasco Engineering that the storm drain system as proposed on the corresponding Grading Plan will function to adequately intercept, contain and convey Q,. to the appropriate points of discharge. APPENDIX A APPENDIX B .a o ' /'' ' •J, r'� 1' �' i /� CJ Y � �� !• ��4X1; \ � °.rte � '`'� °•�� L-'7�-_�,�' � �^ �M ,,.� / � � r- cam= r d was" / C.: C La. 4r LM CD CM J /. � _"_� // V 1 its. /( J •� t\ ✓', Jr• `� CNN `� V us cc M M w Z m •i. V xo T ll1 JM Z I � QZ v U z o t-r o p a z _ CD < -t C M ^' 1 E-•• Z O M a < V_ Z LL J V Q 0 0 M ! fl. G k '.<� o - o w o u vi o } F- U < a o- n I o a CA- C> - Nm C) w -i < o vnr,. z kl V a e dpi Q V r, / ` a Ln N rCO.]- ran i � , � -� ��. , ^\ �• �- � Z --�" CIA 0 C2 r- �` o u vs O N 4 J ��j ��7 m e�• co O _ z � i Z to • '^ 0 V } z U x o V) V C V_ ¢ 00 fL 2 Z M Vj VO U OuJ 0 � z O d O H u O W J L(l Z a M _ I V ti --- I I-A-13 TABLE 2 RUNOFF COEFFICIENTS (RATIONAL METHOD) DEVELOPED AREAS (URBAN) Coefficient , C Soil Group (1) 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 Rural (lots greater than 1/2 acre) .30 .35 .40 .45 Cour rcial (2) .70 .75 .80 85 80% Impervious Industrial (2) .80 .85 .90 .95 90% Impervious NOTES: (') Soil Group mans are available at the offices of the Department of Public Works. (2)Where actual conditions deviate significantly from the tabulated impervious- ness 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% Tabulated imperviousness = 80% Revised C 80 x 0.85 = 0.53 IV-A-91 APPENDIX IX-B Rev. 5/81 .t -•" i� �i.S�'�"'��l��r:•, f� �� t � "rrya�3"'f y.i _ •.. . i •" f {Fr tt �Yt� - S I j;i �,•,,��1�:�� tr` "' "r� � E's 't � �17ti t. �``^�iyA�-��y-i �J w .EI��i f�� il, r r ��,� fJ�rt=c•,�, �.. r _ _ �.rcC�7�e!3ffiis`. s �• d.4•, a.��r r r ':•�.'.r .'� s 1,.. ��".'i �?�If�r! ��- 2'� kn��^S� •►G i�af a.��:�.�f �( ��;. s,.. rj ��r, / S /'�fr�{ �.rit� .yy r„r;..�� ,�,! ( r�! �-+ ` qtr. Y r ; ��y,�•` � r ��",� VIE L�! Est-t ��f•1�I yam[+• �' , �P O`�ti�` l''." ' '�` f��,i1��1 y /!J.� )}r ��. t€1 •� �,��g_.�'rp��,(,%,r��s��`�t�Vnab�,tt 7�y. ttr.::"3i �e��•_�__ �. F�;/ •�tfy;HAS%��• ' j; � � t 7 K"r MW s ,4 , .r D. HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * Grauer Foundation For Education * Hydrology Calculations * ************************************************************************** FILE NAME: 789GMAIN.DAT TIME/DATE OF STUDY: 17:21 7/24/2001 ---------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ------------------------------------------------------------------ 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3 .00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 14 .10 TO NODE 14.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .6000 INITIAL SUBAREA FLOW-LENGTH = 250.00 UPSTREAM ELEVATION = 154.00 DOWNSTREAM ELEVATION = 137 .00 ELEVATION DIFFERENCE = 17.00 URBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = 7.512 *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.066 SUBAREA RUNOFF(CFS) = 1.52 TOTAL AREA(ACRES) _ .50 TOTAL RUNOFF(CFS) = 1.52 **************************************************************************** FLOW PROCESS FROM NODE 14 . 00 TO NODE 5 .00 IS CODE = 3 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW) <<<<< ----------------------- DEPTH OF FLOW IN 9.0 INCH PIPE IS 4 .0 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 8.0 UPSTREAM NODE ELEVATION = 137.00 DOWNSTREAM NODE ELEVATION = 134.20 FLOWLENGTH(FEET) = 111.00 MANNING'S N = .009 ESTIMATED PIPE DIAMETER(INCH) = 9.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.52 TRAVEL TIME(MIN. ) _ .23 TC(MIN. ) = 7.74 **************************************************************************** FLOW PROCESS FROM NODE 5.00 TO NODE 3 .00 IS CODE = 4 --------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< PIPEFLOW VELOCITY(FEET/SEC. ) = 15 .5 UPSTREAM NODE ELEVATION = 130.00 DOWNSTREAM NODE ELEVATION = 127.60 FLOWLENGTH(FEET) = 76.10 MANNING'S N = .009 GIVEN PIPE DIAMETER(INCH) = 3 .00 NUMBER OF PIPES = 2 PIPEFLOW THRU SUBAREA(CFS) = 1.52 TRAVEL TIME(MIN. ) _ .08 TC(MIN. ) = 7.83 **************************************************************************** FLOW PROCESS FROM NODE 3 .20 TO NODE 3 .00 IS CODE = 6 ------------------------------------------------------------ >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 134 .00 DOWNSTREAM ELEVATION = 132 .00 STREET LENGTH(FEET) = 190.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 12 .00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 10.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 2 .03 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .31 HALFSTREET FLOODWIDTH(FEET) = 9.05 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 2 .16 PRODUCT OF DEPTH&VELOCITY = .66 STREETFLOW TRAVELTIME(MIN) = 1.46 TC(MIN) = 9.29 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4 .417 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9900 SUBAREA AREA(ACRES) _ .23 SUBAREA RUNOFF(CFS) = 1.01 SUMMED AREA(ACRES) _ .73 TOTAL RUNOFF(CFS) = 2 .53 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) = .32 HALFSTREET FLOODWIDTH(FEET) = 9.70 FLOW VELOCITY(FEET/SEC. ) = 2 .38 DEPTH*VELOCITY = .76 **************************************************************************** FLOW PROCESS FROM NODE 3 .10 TO NODE 3 .00 IS CODE = 6 ---------------------------------------------------------------------------- >>>>>COMPUTE STREETFLOW TRAVELTIME THRU SUBAREA<<<<< UPSTREAM ELEVATION = 145.00 DOWNSTREAM ELEVATION = 132 .00 STREET LENGTH(FEET) = 460.00 CURB HEIGHT(INCHES) = 6. STREET HALFWIDTH(FEET) = 30.00 DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK = 15.00 INTERIOR STREET CROSSFALL(DECIMAL) _ .020 OUTSIDE STREET CROSSFALL(DECIMAL) _ .020 SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1 **TRAVELTIME COMPUTED USING MEAN FLOW(CFS) = 3 .82 STREETFLOW MODEL RESULTS: STREET FLOWDEPTH(FEET) _ .33 HALFSTREET FLOODWIDTH(FEET) = 9.96 AVERAGE FLOW VELOCITY(FEET/SEC. ) = 3 .44 PRODUCT OF DEPTH&VELOCITY = 1.12 STREETFLOW TRAVELTIME(MIN) = 2.23 TC(MIN) = 11.52 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .9900 SUBAREA AREA(ACRES) _ .67 SUBAREA RUNOFF(CFS) = 2.55 SUMMED AREA(ACRES) = 1.40 TOTAL RUNOFF(CFS) = 5.08 END OF SUBAREA STREETFLOW HYDRAULICS: DEPTH(FEET) _ .34 HALFSTREET FLOODWIDTH(FEET) = 10.85 FLOW VELOCITY(FEET/SEC. ) = 3 .92 DEPTH*VELOCITY = 1.34 FLOW PROCESS FROM NODE 16.10 TO NODE 16.00 IS CODE = 8 ------------------------------------------------------ >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .7900 SUBAREA AREA(ACRES) _ .24 SUBAREA RUNOFF(CFS) _ .73 TOTAL AREA(ACRES) = 1.64 TOTAL RUNOFF(CFS) = 5.81 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 12.10 TO NODE 12 .00 IS CODE = 8 ------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) _ .05 SUBAREA RUNOFF(CFS) _ .10 TOTAL AREA(ACRES) = 1.70 TOTAL RUNOFF(CFS) = 5.90 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 11.10 TO NODE 11.00 IS CODE = 8 --------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) _ .13 SUBAREA RUNOFF(CFS) _ .23 TOTAL AREA(ACRES) = 1.83 TOTAL RUNOFF(CFS) = 6.13 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 10. 10 TO NODE 10.00 IS CODE = 8 -------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) _ .06 SUBAREA RUNOFF(CFS) _ .21 TOTAL AREA(ACRES) = 1.89 TOTAL RUNOFF(CFS) = 6.34 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 3.41 TO NODE 3.40 IS CODE = 8 -------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) _ .02 SUBAREA RUNOFF(CFS) _ •07 TOTAL AREA(ACRES) = 1.92 TOTAL RUNOFF(CFS) = 6.41 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 3.51 TO NODE 3 .50 IS CODE = 8 ---------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) _ .04 SUBAREA RUNOFF(CFS) _ .12 TOTAL AREA(ACRES) = 1.95 TOTAL RUNOFF(CFS) = 6.54 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 8.10 TO NODE 8.00 IS CODE = 8 --------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) _ .09 SUBAREA RUNOFF(CFS) _ .30 TOTAL AREA(ACRES) = 2 .05 TOTAL RUNOFF(CFS) = 6.84 TC (MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 7.10 TO NODE 7.00 IS CODE = 8 ----------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) _ .05 SUBAREA RUNOFF(CFS) _ .15 TOTAL AREA(ACRES) = 2 .09 TOTAL RUNOFF(CFS) = 6.99 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 6.10 TO NODE 6.00 IS CODE = 8 ----------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<«< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) _ .15 SUBAREA RUNOFF(CFS) _ .49 TOTAL AREA(ACRES) = 2 .24 TOTAL RUNOFF(CFS) = 7.48 TC(MIN) = 11.52 **************************************************************************** FLOW PROCESS FROM NODE 5.10 TO NODE 5.00 IS CODE = 8 ------------------------------------ >>>»ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.845 *USER SPECIFIED(SUBAREA) : COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8500 SUBAREA AREA(ACRES) _ .05 SUBAREA RUNOFF(CFS) _ .18 TOTAL AREA(ACRES) = 2 .30 TOTAL RUNOFF(CFS) = 7.66 TC(MIN) = 11.52 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 7 .66 TC (MIN. ) = 11.52 TOTAL AREA(ACRES) = 2 .30 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * Grauer Foundation For Education * Hydrology calculations for northerly portion of site. * * ************************************************************************** FILE NAME: 789G-N2 .DAT TIME/DATE OF STUDY: 16:17 7/24/2001 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2.500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE _ .95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED FLOW PROCESS FROM NODE 3 .04 TO NODE 3.03 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 11.43 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 270.00 UPSTREAM ELEVATION = 170.00 DOWNSTREAM ELEVATION = 144.00 ELEVATION DIFFERENCE = 26.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.864 SUBAREA RUNOFF(CFS) = 1.25 TOTAL AREA(ACRES) _ .72 TOTAL RUNOFF(CFS) = 1.25 FLOW PROCESS FROM NODE 3 .03 TO NODE 3.01 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 12 .0 INCH PIPE IS 2.5 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 10.3 UPSTREAM NODE ELEVATION = 144.00 DOWNSTREAM NODE ELEVATION = 132.29 FLOWLENGTH(FEET) = 183 .40 MANNING'S N = .009 GIVEN PIPE DIAMETER(INCH) = 12.00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 1.25 TRAVEL TIME(MIN. ) _ .30 TC(MIN. ) = 11.73 FLOW PROCESS FROM NODE 3 .02 TO NODE 3.01 IS CODE = 8 -------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .800 SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 SUBAREA AREA(ACRES) _ .20 SUBAREA RUNOFF(CFS) _ .34 TOTAL AREA(ACRES) _ .92 TOTAL RUNOFF(CFS) = 1.59 TC (MIN) = 11.73 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 1.59 TC (MIN.) = 11.73 TOTAL AREA(ACRES) _ .92 END OF RATIONAL METHOD ANALYSIS RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985, 1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Highway 101 Suite A Solana Beach, CA 92075 ************************** DESCRIPTION OF STUDY ************************** * Grauer Foundation For Education * Hydrology calculations for southerly portion of site (treatment bypass) . * * ************************************************************************** FILE NAME: 769G-S2 .DAT TIME/DATE OF STUDY: 16:26 7/24/2001 ---------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -------------------------------------------------------------- 1985 SAN DIEGO MANUAL CRITERIA USER SPECIFIED STORM EVENT(YEAR) = 100.00 6-HOUR DURATION PRECIPITATION (INCHES) = 2 .500 SPECIFIED MINIMUM PIPE SIZE(INCH) = 3.00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE _ .95 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED NOTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED **************************************************************************** FLOW PROCESS FROM NODE 3 .30 TO NODE 3 .20 IS CODE = 21 --------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< SOIL CLASSIFICATION IS "D" RURAL DEVELOPMENT RUNOFF COEFFICIENT = .4500 NATURAL WATERSHED NOMOGRAPH TIME OF CONCENTRATION WITH 10-MINUTES ADDED = 12.03 (MINUTES) INITIAL SUBAREA FLOW-LENGTH = 600.00 UPSTREAM ELEVATION = 250.00 DOWNSTREAM ELEVATION = 134.00 ELEVATION DIFFERENCE = 116.00 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3 .740 SUBAREA RUNOFF(CFS) = 6.65 TOTAL AREA(ACRES) = 3 .95 TOTAL RUNOFF(CFS) = 6.65 **************************************************************************** FLOW PROCESS FROM NODE 3 .20 TO NODE 3.21 IS CODE = 4 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPEFLOW TRAVELTIME THRU SUBAREA<<<<< >>>>>USING USER-SPECIFIED PIPESIZE<<<<< DEPTH OF FLOW IN 12 .0 INCH PIPE IS 6.7 INCHES PIPEFLOW VELOCITY(FEET/SEC. ) = 14.8 UPSTREAM NODE ELEVATION = 128.22 DOWNSTREAM NODE ELEVATION = 116.35 FLOWLENGTH(FEET) = 241.64 MANNING'S N = .009 GIVEN PIPE DIAMETER(INCH) = 12 .00 NUMBER OF PIPES = 1 PIPEFLOW THRU SUBAREA(CFS) = 6.65 I TRAVEL TIME(MIN. ) .27 TC(MIN. ) = 12 .30 END OF STUDY SUMMARY: PEAK FLOW RATE(CFS) = 6.65 TC(MIN. ) = 12.30 TOTAL AREA(ACRES) = 3 .95 END OF RATIONAL METHOD ANALYSIS E. HYDRAULIC CALCULATIONS HYDRAULICS SECTION TABLE OF CONTENTS • PRESSURE PIPE FLOW ANALYSIS • STORM WATER TREATMENT SIZING CALCULATIONS • OUTLET SIZING CALCULATIONS FOR DETENTION BASIN • TYPE F BASIN FOR OVERFLOW CALCULATIONS • STANDPIPE BUOYANCY CALCULATIONS • BROOKS BOX CAPACITY CALCULATIONS • SDRSD D-8 CATCH BASIN CALCULATIONS • AREA DRAIN INLET CALCULATIONS • SIDEWALK UNDERDRAIN PIPE CALCULATIONS • D-25 CURB OUTLET CALCULATIONS • RIP-RAP SIZING CALCULATIONS **************************************************************************** PRESSURE PIPE-FLOW HYDRAULICS COMPUTER PROGRAM PACKAGE (Reference: LACFD,LACRD, & OCEMA HYDRAULICS CRITERION) (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 4.5A Release Date: 2/20/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 N. Hwy. 101 Suite A Solana Beach,CA 92075 -------------------------------------------------------------- FILE NAME: 789PIPE.DAT TIME/DATE OF STUDY: 15: 2 5/25/2001 NOTE STEADY FLOW HYDRAULIC HEAD-LOSS COMPUTATIONS BASED ON THE MOST CONSERVATIVE FORMULAE FROM THE CURRENT LACRD,LACFCD, AND OCEMA DESIGN MANUALS. DOWNSTREAM PRESSURE PIPE FLOW CONTROL DATA: NODE NUMBER = 1.00 FLOWLINE ELEVATION = 122.00 PIPE DIAMETER(INCH) = 18.00 PIPE FLOW(CFS) = 13.20 ASSUMED DOWNSTREAM CONTROL HGL = 123.500 NODE - 1.00 : HGL= < 123.500>;EGL= < 124.366>;FLOWLINE= < 122.000> PRESSURE FLOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 1 UPSTREAM NODE 2.00 ELEVATION = 127.26 ------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 13.20 CFS PIPE DIAMETER = 18.00 INCHES PIPE LENGTH = 30.00 FEET MANNINGS N = .01200 SF=(Q/K) **2 = ( ( 13.20) / ( 113.797) ) **2 = .0134551 HF=L*SF = ( 30.00) * ( .0134551) = .404 NODE 2.00 : HGL= < 123.904>;EGL= < 124.770>;FLOWLINE= < 127.260> ---------------------------------------------------------------------------- PRESSURE FLOW ASSUMPTION USED TO ADJUST HGL AND EGL LOST PRESSURE HEAD USING SOFFIT CONTROL = 4.86 NODE 2.00 : HGL= < 128.760>;EGL= < 129.626>;FLOWLINE= < 127.260> PRESSURE FLOW PROCESS FROM NODE 2.00 TO NODE 3.00 IS CODE = 5 UPSTREAM NODE 3.00 ELEVATION = 127. 60 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 3.5 8.00 .349 10.084 20.000 1.579 2 13.2 18.00 1.767 7.470 -- .866 3 7.4 12.00 .785 9.447 90.000 - 4 .0 .00 .000 .000 .000 - 5 2.3===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*Vl*COS (DELTAI)-Q3*V3*COS (DELTA3) - Q4*V4*COS (DELTA4) ) / ( (A1+A2) *16.1) UPSTREAM MANNINGS N = .01200 DOWNSTREAM MANNINGS N = .01200 UPSTREAM FRICTION SLOPE _ .07230 DOWNSTREAM FRICTION SLOPE = .01346 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .04288 JUNCTION LOSSES = DY+HV1-HV2+ (FRICTION LOSS) + (ENTRANCE LOSSES) JUNCTION LOSSES = 1.915+ 1.579- .866+ ( .172)+ ( .173) = 2.972 NODE 3.00 : HGL= < 131.020>;EGL= < 132.599>;FLOWLINE= < 127.600> -------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 3.00 TO NODE 4 .00 IS CODE = 1 UPSTREAM NODE 4.00 ELEVATION = 130.00 -------------------------------------------------------------------------- CALCULATE PRESSURE FLOW FRICTION LOSSES(LACFCD) : PIPE FLOW = 3.52 CFS PIPE DIAMETER = 8.00 INCHES PIPE LENGTH = 70.00 FEET MANNINGS N = .01200 SF=(Q/K) **2 = ( ( 3.52) / ( 13.091) ) **2 = .0722989 HF=L*SF = ( 70.00) * ( .0722989) = 5.061 NODE 4 .00 : HGL= < 136.081>;EGL= < 137.660>;FLOWLINE= < 130.000> ------------------------------------------- PRESSURE FLOW PROCESS FROM NODE 4.00 TO NODE 5.00 IS CODE = 5 UPSTREAM NODE 5.00 ELEVATION = 130.20 ---------------------------------------------------------------------------- CALCULATE PRESSURE FLOW JUNCTION LOSSES: NO. DISCHARGE DIAMETER AREA VELOCITY DELTA HV 1 1.6 8.00 .349 4 .727 50.000 .347 2 3.5 8.00 .349 10.084 -- 1.579 3 .0 8.00 .349 .000 40.000 - 4 .0 .00 .000 .000 .000 - 5 1.9===Q5 EQUALS BASIN INPUT=== LACFCD AND OCEMA PRESSURE FLOW JUNCTION FORMULAE USED: DY=(Q2*V2-Q1*V1*COS (DELTAI) -Q3*V3*COS (DELTA3) - Q4*V4*COS (DELTA4) ) / ( (A1+A2) *16.1) UPSTREAM MANNINGS N = .01200 DOWNSTREAM MANNINGS N = .01200 UPSTREAM FRICTION SLOPE _ .01589 DOWNSTREAM FRICTION SLOPE _ .07230 AVERAGED FRICTION SLOPE IN JUNCTION ASSUMED AS .04409 JUNCTION LENGTH(FEET) = 2.00 FRICTION LOSS = .088 ENTRANCE LOSSES = .316 JUNCTION LOSSES = DY+HV1-HV2+(FRICTION LOSS)+ (ENTRANCE LOSSES) JUNCTION LOSSES = 2.712+ .347- 1.579+ ( .088)+( .316) = 1.884 NODE 5.00 : HGL= < 139.197>;EGL= < 139.544>;FLOWLINE= < 130.200> END OF PRESSURE FLOW HYDRAULICS PIPE SYSTEM PASCO ENGINEERING, INC. 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I'ASCO ENGINEERING,INC. — 535 NORTH HWY. 101,SUTTE A —SOLANA.BEACH, CALIFORNIA 92075—858.259.821.E -FYPE 01��FLOW II-67 ISO 10,000 168 8,000 EXAMPLE (1) (2)6. (3) 156 6,000 0.42 inches(3.5 6 5,000 0.120 cis 5. 144 6. 5. 4,000 hw• nw 132 0 feet 4. 3,000 (1) 2.s ewe 5' 4. 120 (2) 2.1 7.4 2,000 (3) 2.2 7.7 4. - 108 3.In feet 3' 96 1,000 3. 800 84 600 2' 2- 500 F 72 400 3 2. = 300 'f 1.5 1.5 i N LL 60 200 �/ F 1.5 - 60 U W ° 54 Q O W 48 � 100 Z > / Cr 80 = J / Q U /2 0 60 W 1.0 1.0 LL N 50 HW ENTRANCE ° � ° - 40 p CALE TYPE W I.0 .9 W 36 30 (1) square edge with a 9 W headwall 3 •9 33 ° Q 20 (2) Groove and with W 30 headwall S 8 .8 / (3) Groove and 8 27 r°J projecting t10 7 .7 24 8 .7 6 To use scale(2) or (3)project 21 5 horizontally to scale(1),then use straight inclined line through 4 r D and 0 scales,or reverse as 6 .6 3 illustrated. I8 � 2 15 .5 .5 5 1.0 t2 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS WITH INLET CONTROL BUREAU OF PUBLIC ROADS JAN.1963 s� F i2"Pvc FLOW FROM TYPE F OVERFLOW BASIN IN DETENTION BASIN ASSUMING 100% INTERCEPTION Cross Section for Circular Channel Project Description Project File c:\haestad\academic\fmw\789.fm2 Worksheet BYPASS Flow Element Circular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.009 Channel Slope 0.069000 ft/ft Depth 0.54 ft Diameter 12.00 in Discharge 7.66 cfs 12.00 in 0.54 ft 1 N V H 1 NTS 07/25/01 Academic Edition FlowMaster v5.17 04:58:04 PM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 INC PASCO ENGINEE RING . PE�]� � �s DATE PVIr . , Fo, ......... FrW" ......... 'cr Me, ISO _ r s ........._.........._.......... . ice= .... .._......... ....................._......... . ......... ................. ... .._....................._.. .. ............._...__.. ................_................... ......... . ............................... . .......................... .... ........._..._.._..._...... A_q;`'O ENGINEERPVG, zvc. - 535 NORTH HWY. 101,S UITE A -SOLANA BEACI4 GALLFORNLA 92075-858.259.8212 Grauer Foundation for Education Hydraulic Calculations Brooks Box Calculations CALCULATE CAPACITY OF 24"x24" BROOKS BOX. FORMULA: Qcap= 3.0(P)(D^1.5)13. DIVISION BY 3 ACCOUNTS FOR GRATE & REASONABLE BLOCKAGE. PERIMETER AVAIL HW GRATE FACTOR Q100(CFS) P(FT) D(FT) 3* CAPACITY(CPS) INLET TYPE 1.73 8.00 0.50 3.00 2.83 24"x24" BROOKS BOX Grauer Foundation for Education Hydraulic Calculations SDRSD D-8 Catch Basin Calculations CALCULATE CAPACITY OF D-8 CATCH BASIN. FORMULA: Qcap= 3.0(P)(D"1.5)/3. DIVISION BY 3 ACCOUNTS FOR GRATE & REASONABLE BLOCKAGE. PERIMETER AVAIL HW GRATE FACTOR Q100(CFS) P(F7) D(F7) 2* CAPACITY(CFS) INLET TYPE 3.29 10.00 0.50 3.00 3.54 24"x 36 Single G-1 Grauer Foundation for Education Hydraulic Calculations Area Drain Inlet Calculations CALCULATE CAPACITY OF AREA DRAINS. FORMULA Qcap=3.0(P)(D"1.5)13. DIVISION BY 3 ACCOUNTS FOR GRATE& REASONABLE BLOCKAGE. PERIMETER AVAIL HW GRATE FACTOR NODE Q100(CFS) P(FT) D(FT) 2* CAPACITY(CFS) INLET TYPE 16.00 0.66 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 14.00 1.21 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 5.00 0.29 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 6.00 0.78 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 7.00 0.24 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 8.00 0.52 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 10.00 0.19 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 11.00 0.21 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 12.00 0.09 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 3.40 0.07 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 3.50 0.11 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN 3.01 0.34 4.00 0.50 3.00 1.41 12"x 12"YARD DRAIN Grauer Foundation for Education Hydraulic Calculations 3" PVC Curb Outlet Calculations (Refer to Hydrology Node Map for Node Locations) CALCULATE DISCHARGE OF 3" PVC OUTLET PIPE. CONSIDERED AS ORIFICE FORMULA: Q= (C)(A)((2)(32)(3))^0.5.0.5 FEET OF AVAIL. HEADWATER DEPTH HW DEPTH LOSS COEF. AREA MAX. 3"PVC DISCHARGE 0.50 0.60 0.049 0.17 NODE Q100(cfs) MAX DISCHARGE #OF 3"PVC REQUIRED 16.0 0.66 0.17 4 3.5 0.11 0.17 1 3.4 0.07 0.17 1 10.0 0.49 0.17 3 NORTHERLY D-25 IE @ FACE OF CURB 132.08 Cross Section for Rectangular Channel Project Description Project File c:\haestad\academic\fmw\789.fm2 Worksheet D-25 Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Depth 0.13 ft Bottom Width 3.00 ft Discharge 1.59 cfs 0.13 ft 1 VD 3.00 ft H 1 NTS 07/25/01 Academic Edition FlowMaster v5.17 11:09:18 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 SOUTHERLY D-25 SERIES FOR TREATMENT BASIN AND BYPASS Cross Section for Rectangular Channel Project Description Project File c:\haestad\academic\fmw\789.fm2 Worksheet D-25 SOUTH Flow Element Rectangular Channel Method Manning's Formula Solve For Channel Depth Section Data Mannings Coefficient 0.013 Channel Slope 0.020000 ft/ft Depth 0.25 ft Bottom Width 9.00 ft Discharge 14.31 cfs 0.25 ft 1 N V 9.00 ft H 1 NTS 07/25101 Academic Edition FlowMaster v5.17 11:16:46 AM Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 m m L-V1 N o O C L N CL Y N E V 7 E N L o m y VOi eOv L .= 1 I 1 I I O C1r 1. c vi E oCo �O�nr1 O+ e O r O C taa N OO N �\•. 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