Loading...
2005-9351 G City of ENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering December 11, 2006 Attn: Torry Pines Bank 8379 Center Street La Mesa, CA 91942 RE: Geoff and Gloria Doudera 3065 Wildflower Drive APN 264-091-68 Grading Permit 9351-G Final release of security Permit 9351-G authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. The Field Inspector has finaled this project. Therefore, a release of the remaining security deposited is merited. Letter of Credit TPB 02-00007, (in the original amount of$106,556.00), reduced by 75% to $26,639.00, is hereby released in entirety. 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, Debra Geishart y Lembach Engineering Technician Finance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,Finance Manager Doudera, Geoff and Gloria Debra Geishart File Enc. TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 � recycled paper l city of ENGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering November 14, 2005 Attn: Torry Pines Bank 8379 Center Street La Mesa, CA 91942 RE: Geoff and Gloria Doudera 3065 Wildflower Drive APN 264-091-68 Grading Permit 9351-G Partial release of security Permit 9351-G authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. The Field Inspector has approved rough grade. Therefore, a reduction of the security deposited is merited. Letter of Credit TPB 02-00007, in the amount of$106,556.00, may be reduced by 75% to $26,639.00. The document original will be kept until it is released in entirety. The retention and a separate assignment guarantee completion of finish grading. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincere y, 1 Q Debra Geishart J Lembach Engineering Technician mance Manager Subdivision Engineering Financial Services Cc: Jay Lembach,Finance Manager Doudera,Geoff and Gloria Debra Geishart File TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue, Encinitas, California 92024-3633 TDD 760-633-2700 recycled paper CITY OF E N C I N I T A S ENGINEERING SERVICES DEPARTMENT 505 S . VULCAN AVE. ENCINITAS . "A 94024 GRADING" PERM;7 PERMIT NO. 9 1 1 PARCEL NO , 364-091-6600 JOB SITE ADDRESS : 3065 WILDFLOWER DRIVE CAS-'--- NC" APPLICANT NAME DOUDERA . GEOFF AND GLOR-411 MAILING ADDRESS : 7960 EL TUPELIC-1 CITY : CARLSBAD STATE : --A CONTRACTOR : JIM HIGHT LICENSE NO . : 744849 ENGINEER BOB SUKUP FOR SE,ABRIGHT COMPAI -nn PERMIT ISSUE DATE : 9/15/05 -.098 PERMIT EXP .---�� ' 1,�— �o-6 PERMIT IS; INSPECTOR�" TODD B�UMBACH ------------------------- PERMIT FEES & DEP�---- 1 . PERMIT FEE 'HECK DEPOSIT : . 00 PLAN C 3 . INSPECTION FEE 5 , 197 . 00 4 . INSPECTION DEPOSIT : 5 , PLAN CHECK FEE 1- 400 . 00 6 . SECURITY DEPOSIT 7 . FLOOD CONTROL FEE 8 9 6 . 0 cl, 9 . TRAFFI(- FEE ------------------------- DE 0jj SCRIFT�T OF W,(--)R F PERMIT FOR EARTHWORK, RETAINING WALLS' , DRAIN .GE , PRIVATE TMPROVEMENTS , STORM WATER POLLUTION CONTROL , AND C 0�-,,T R T L APPLIES . ETIER DATI ED 7/ 22 ---- INSPECTION ---------------- DATE -------- INSPECTOR' S SIGNATURE --- - INITIAL INSPECTION 9-20-OS COMPACTION REPORT RECEIVED /p -057 ENGINEER CERT. RECEIVED -6157 ROUGH GRADING INSPECTION FINAL INSPECTION ----------------------------------------------I-------- -- -------------------- - - -- I HEREBY ACKNOWLEDGE THAT I HAVE READ THE APPLICATION AND STATE THAT THE INFORMATION IS CORRECT AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATF LAWS REGULATING EXCAVATING AND GRADING, AND THE PROVISIONS AND CONDITIONS OF ANY PERMIT ISSUED PURSUANT TO THIS APPLICATION . SIGN RTURE D*AT � 0 101,-- R, 0 . J U p -760 --7ZO- 0098 PRINT NAME TELEPHONE NUMBER CIRCLE ONE: 1 . OWNER 2 , ADEN'i 3 . OTHER i CITY OF ENCINITAS - ENGINEERING SERVICES DEPARTMENT ACTIVITY REPORT DATE: PROJECT NAME: PROJECT NUMBER: STREET LOCATION• PERMIT NUMBER: CONTRACTOR: TELEPHONE: -e- /,J 9129 os &X-4V IAA, C0lJrn4c. AA1 n 16 cu,t.T 1+2 /N 7;/C: /-/,L,4T incs%).9[L�til� ��205�v}� C. C7 g>P-v&z / A /D i O'j OvE� !�9-ST LvorCi.<!G .D�s, e�'7'YL1C�r czs �� rt) /� oS y e' itlo a d 7`D Cfa te . X012 o5' Te&EVOYIA16, CoA,-bNuES tae OA) -S,-7F PRIvArE-- 6,eA141s. a,/ d el'!!--a !.0 Tech . us ( ax . Lt 7 vim' rs i7E27 ,S/7,=- Jfb le 900 6,# G 10tarx/G Fi Ad -L . Q Sion CoAy772&- g=-,0 14 col-leg A5.+Ct _ /i 945" fi ELt� r 5 G o n,P L 67�,U rtma v�d2 t C�YJ. c� uitt i7�ni S fp eAio/iv N cP ©tom Sra:� wL�A-- -SSUED . �' o�= TS P•4-�o ,�-�ti/C' � l /T cvllS CGT. q 0-& (Save -1f+c o.k. yb 57AA�- ftc4- G - e sa,Ls6 .5holul" 0�/ and Coe-- - 6id % G(tll, AA, earGGSS 41.r-1 Yn bP hac4leY o-ff nwdv(s a hAu/ —cafe /�/�y�a� /him L` l J/r►� IL(i��. D/� S a- -try DrSct6s I', !��ulYC7 ll Wes-- oupT -41,.- h-,L) gD,le h.n- afi -mac m14 4 2 9 T,,.v( Sc 6,-t(-/et;� -/yx4-4-( . A/v'T C C c E ,et^Zt lIt�TE2� S i -. 7b 6C 6^I �- 0 Sea Bright � WiGic0m P a n Y December 4, 2006 City of Encinitas Engineering Services Permits 505 South Vulcan Encinitas, CA 92024 Att: Todd in Inspections Ref: 9351 - G , Doudera Grading Plan Dear Todd, The grading under Permit 9351-G has been performed in substantial conformance as shown on the attached As Graded plan. Please call if you have any questions. Sincerely, \ (_ . Robert O. Sukup RCE 28302 0 dudrert2 • r •'1e �9 Cl Engineering Management General Contracting Development 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 the Sea Bright ��COm P a n y November 8, 2005 City of Encinitas Engineering Services Permits 505 South Vulcan Ave. Encinitas, CA 92024 Re: Engineer's Pad Certification for Doudera Grading Plan Grading Permit Number 9351 G Pursuant to section 23.24.310 of the Encinitas Municipal Code, this letter is hereby submitted as a Pad Certification Letter for the Remainder Parcel of Parcel Map Number 18461. As the Engineer of Record for the subject project, I hereby state all rough grading for this lot has been completed in conformance with the approved plans and requirements of the City of Encinitas, Codes and Standards. 23.24.310[B]. The following list provides the pad elevation as field verified and shown on the approved grading plan: Pad Elevation Pad Elevation per Lot No. Per Plan Field Measurement Remainder Parcel 225.6 225.6 23.24.310[B]1. Construction of line and grade for all engineered drainage devices and/or retaining walls have been field verified and are in substantial conformance with the subject rough grading plan. 23.24.310[B]5. The location and inclination of all manufactured slopes have been field verified and are in substantial conformance with the subject grading plan. 23.24.310[B]6. The construction of earthen berms and positive building pad drainage have been field verified and are in substantial conformance with the subject grading plan. Sincerely, r , r,�0in R�bert O. Sukup � RCE 28302 No. 9 CIVIL I�nr c Engineering Management General Contracting Development 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 ENGINEERING SERVICES DEPARTMENT city Of Capital Improvement Projects District Support Services Encinitas Field Operations Subdivision Engineering Traffic Engineering ROUGH GRADING APPROVAL TO: Subdivision Engineering Public Service Counter FROM: Field Operations Private Contract inspection RE: Grading Permit No. &j- Name of Project U 0,y.,0 2 A eF5 40EIV C 6 Name of Developer_6 eon' G/o,t?, ,4 DDUDE� Site Location 30&.5 141,(0, 'o14 J&r V , (address ...number ...street name ...suffix) (lot) (bldg) I have insperted7 the grading at the subject site and have verified certificatiorrof.the pad by the Engineer of Work,Ryh6rf S_y4 e o , dated ­&25 and certification of soil .:.. compaction by the Soil Engineer,010 EuG,,v6alr,,ur dated: 8 --?AZ5 I.am hereby satisfied that the rough grading has been complete ,W d`in accordance with:the approved plans and specifications, Chapter 23.24 of the Municipal Code, and any other applicable engineering standards and specific project requirements. Based on my observation and the certifications, take no exception to the issuance of a building permit for the lot(s) as noted or Phase , if any, but only in so far as grading is concerned. However, this release is not intended to certify the project with respect to other engineering concerns, including public road, drainage, water, sewer, park, and trail improvements, and their availability, any other public improvements, deferred monumentation, or final grading. Prior to final inspection of the Building Permit(s) and legal occupancy, I need to be further advised so that I can verify that final grading (i.e., finished precise grading, planting and irrigation) has been completed in accordance with the approved plans and specifications. 9 --- 05 (Signature of Engineering Inspector) (Date) (signature of senior Civil fngineer, only if appropiate) (Date) Reference: Building Permit No. --- Special Note: Submit this form, if completed, to counter staff merely by placing a copy of it in both engineering technicians'in-boxes. Please remember to do a final inspection of the grading permit and submit that paperwork, when completed. Office staff will handle the appropiate reductions in security, if any, and coordination with Building Inspection.Thank you. JSG/fieldIdocl TEL 760-633-2600 / FAX 760-633-2627 505 S. Vulcan Avenue. Encinitas, California 92024-3633 TDD 760-633-2700 76�1 recycled paper life. CIVIL.GEOTECHNICAL,6 QUALITY ENGINEERING FOUNDATION DESIGN-LAND SURVEYING-SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION CLIENT: DOUDERA PROJECT: DOU �QS. DA j4 I CITY OF ENCINITAS ENGINEERING DEPARTMENT S E P l 5 2005 505 south Vulcan Avenue Encinitas, CA. 92024-3633 EN�i?�Y 0E ENS I A ES Attention: James Knowlton, RCE CEG - Stephanie Kellar Subject: Response to Soil Memorandum for the Residential Project located at 3065 Wildflower Drive, Encinitas, CA. (APN: 264-091-68) (Remainder Parcel per PM 18461)(Doudera Residence) - Reference (a): Report of Geotechnical Investigation by Southern California Soil & Testing, Inc., dated May 24, 1989. Reference (b): Ripability Analysis Report by Southern California Soil & Testing, Inc., dated May 21, 1990. Reference (c): Update Report by Southern California Soil & Testing, Inc., dated - May 20, 1999. Reference (d): Report of Certification of Compaction by North County Compaction Engineering, Inc., dated July 19, 2000. Reference (e): Soil Update Report by B & B Engineering, Inc., dated 11 October 2004. Gentlemen: - Pursuant to the requirements of the City of Encinitas and in accordance with the memorandum dated April 25, 2005, the following information is submitted. 1. The above References shall be used to provide geotechnical and geologic background for the subject project. 2. According to Reference (a), "Hazards such as tsunamis, seiches, and landsliding should be considered negligible or nonexistent." Reference (d) indicated that "Slopes may be considered stable with relation to deep seated failure provided they are properly maintained." 3. All continuous foundations shall extend a minimum depth of 24 inches -1- 1611-A SO. MELROSE DRIVE 4285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 Halt Ilic. CIVIL.GEOTECHNICAL.A OUALITY ENGINEERING FOUNOATION DESIGN-LAND SURVEYING-SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION and a minimum width of 18 inches into the compacted fill material as measured from the lowest adjacent grade. A minimum of 30 inches deep by 18 inches wide shall be used for a two story structure. Footings shall be reinforced with at least four No.5 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. Isolated square footings shall also be founded a minimum of 24 inches below the lowest adjacent grade. -- 4. As recommended in the grading section of Reference (e), the finish grade soils for a transition lot condition; i.e.: a cut/fill daylight line through any proposed structure, shall be over-excavated and recompacted to a depth of 3 feet below the finished grade. The limits of over-excavation shall extend a minimum of 5 feet outside of the perimeter building foundations. This will provide a uniform fill - blanket for an even support of the structure and will help mitigate the effects of differential settlement. 5. Improvements for the subject residence, walkways, hardscape areas and driveways, shall consist of 5 inches of concrete constructed over 4 inches of gravel or non-expansive sandy soil. To help mitigate the effects of the medium-high expansive native clays, it is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. 6, 7 & 8. Reference (a) provides soil/geologic information for the subject site. References (c) & (d) provide slope stability information and analysis that confirms that the cut/fill slopes possess an adequate factor-of-safety with respect to deep- _ seated gross stability. Landslides, as mentioned in Number 2 above, are considered negligible or non-existent. On the basis of our review of the above References and our investigation, development of the site as proposed is considered feasible from a soils engineering -- standpoint provided that the recommendations stated herein are incorporated in the design plans and specifications. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and the -2- 761 1-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 - 760-945-3150 - F4X: 760-945-4221 CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERING - - FOUNDATION DESIGN-LAND SURVEYING•SOIL TES7ING CONSTRUC71ON MANAGEMENT 6 INSPECTION recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, Stephen B. Peter RCE 38623 Expires 3-31-07 -, Ail"== -3- 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 760-945-3150 FAX 760-945-4227 t 3st Itall ♦,7111 II/cheli111 1110. CIVIL.GEOTECHNICAL.A QUALITY ENGINEERING FOUNDATION DESIGN-LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION C- n c 2 e u CLIENT: DOUDERA U 904 U D . 2004 MR. & MRS. GEOFF DOUDERA C/O JIM HIGHT CONSTRUCTION SEP 1 5 2005 P.O. Box 8492 I Rancho Santa Fe CA. 92067 ENGINEER-,P SERVICES � CITY 0 1N Attention: Mr. Jim Hight Subject: Soil Update for the proposed construction for a Single Family Residence located at 3065 Wildflower Drive, Encinitas, CA. (APN: 264-091-68) (Remainder Parcel per PM 1846 1) Gentlemen: J Pursuant to your request, we have completed our site inspection for the subject parcel. On 24 September 2004, a representative from our firm visited the site in order to obtain a soil sample and to evaluate the general surface soil conditions relative to the proposed construction. 1 Based on our visual inspections and observations in the field and our soil ® test results the following conclusions were derived: This lot was graded some years ago. The actual dates and compaction reports were unavailable for this parcel at the time of this investigation. Other than minor erosion, the general overall surface soil conditions do not appear to have changed significantly since the original grading of the lot. No geotechnical conditions were encountered which would preclude the development of the site. It is our opinion that the subject lot may support the proposed residential structure. However, the conclusions and recommendations found in the latter _ part of this report shall be incorporated in the design plans and specifications. GRADING The proposed development consists of the construction of 1-2 two story residential structure supported by a shallow foundation system. Some minor -1- 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 760-945-3150 • FAX. 760-945-4221 CIVIL.GEOTECHNICAL.6 OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION grading is anticipated and shall be performed in accordance with the applicable recommended grading specifications contained in this report and the City of Encinitas Grading Ordinance. On the basis of our investigation, development of the site as proposed is - considered feasible from a soils engineering standpoint provided that the recommendations stated herein are incorporated in the design of foundation systems and are implemented in the field. t _ Site preparation should begin with the removal of any trash, debris, and other deleterious matter. These materials, as well as vegetative matter, are not suitable for use in structural fills and should be exported from the site. Also, any subsurface structures such as cesspools, wells, or abandoned pipelines, which are uncovered during the grading operation, shall be removed or backfilled in _.. accordance with the requirements of the City of Encinitas. All on-site earth materials are considered suitable.for the support of the proposed structures. However, prior to construction, the loose surface soils occurring in the area of the proposed structures shall be removed to a depth where - firm, dense native soils are encountered. The limits of over-excavation and recompaction shall extend a minimum of 5 feet outside the proposed perimeter building foundations. The depth of removal is anticipated to be approximately 3 feet below the existing surface. This can be accomplished by over-excavating the upper 3 feet of the surface soils, ripping the exposed bottom surface to a minimum depth of 12 inches, and recompacting the soil to the design grade. All structural fill shall be compacted to at least 90% of the maximum dry density at near optimum moisture content as determined in accordance with ASTM Test Procedure D 1557-91 or equivalent. Site drainage should be dispersed by non-erodible devices in a manner to preclude concentrated runoff over graded and natural areas in accordance with the City of Encinitas requirements. GEOLOGIC HAZARDS According to published information, there are no known active or -2- 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 r 760-945-3150 • FAX 760-945-4221 1 nig inches illy I� 111c. .1 . CIVIL..GEOTECNNICAL,A QUALITY ENGINEERING FOUNDATION DESIGN-LAND SURVEYING-SOIL TESTING CONSTRUCTION MANAGEMENT A INSPECTION potentially active faults on or in the immediate vicinity of the subject site. Therefore, the potential for ground rupture at this site is considered low. There are, however, several faults located within a close proximity to this site that the -- movement associated with them could cause significant ground motion. The following table presents the distance of major faults from the site, the assumed maximum credible earthquake magnitudes and estimated peak accelerations anticipated at the site. The probability of such an earthquake occurring during the lifetime of this project is considered low. The severity of ground motion is not anticipated to be any greater at this site than in other areas of San Diego County. w SEISMICITY OF MAJOR FAULTS g MAXIMUM CREDIBLE ESTIMATED FAULT DISTANCE MAGNITUDE(RICHTER) ACCELERATION(g) Rose Canyon 11 mi. 6.0 0.25 Elsinore 26 mi. 7.5 0.35 San Jacinto 49 mi. 7.8 0.17 17 San Andreas 74 mi. 8.3 0.12 The following information is presented relative to the subject site and ra Seismic Zone 4 per the U.B.C.: (z) Seismic zone factor = 0.4 Table 16 A-I (Na) Near-source factor = 1.0 Table 16 A-S (B) Seismic source type = B (Rose Canyon) Table 16 A-U (Sd) Soil profile type = Sd Table 16 A-J (Ca) Seismic coefficient = 0.44 Na Table 16 A-Q (Cv) Seismic coefficient = 0.64 Nv Table 16 A-R 4 (Nv) Near source factor = 1.0 Table 16 A-T LIQUEFACTION POTENTIAL Liquefaction analysis of the soils underlying the site was based on the U consideration of various factors which include the water level, soil type gradation, relative density, intensity of ground shaking and duration of shaking. Liquefaction potential has been found to be the greatest where the ground water 3 -3- 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 - 760-945-3150 - FAX 760-945-4221 I3r►� ir►ctirir►r .l .h I11C. CIVIL.GEOTECHNICAL.6 QUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION level is shallow and loose fine sands occur within a depth of 50 feet or less. These conditions are not present within the site area and, therefore, the potential for generalized liquefaction in the event of a strong to moderate earthquake on nearby faults is considered to be low. STABILITY The relatively dense nature of the slopes within the site and the nature of the material underlying the site generally preclude the occurrence of major landslide conditions. The area surrounding the site is not known to be within an area of ground subsidence. The potential for deep seated slope failure at the subject site is considered low. The site surface materials consist of silty sandy clays that are relatively dense in their dry state. These materials are susceptible to erosion. Drainage control is essential to maintain the stability of any planned slopes or slope areas. FOUNDATION AND RETAINING WALL DESIGN PARAMETERS For building foundations and retaining/restraining wall design purposes, the following earth pressures were calculated based on our Shear Test results, Enclosure (1), for the native soils and based on a foundation depth and width of 12 inches: TEST PIT NO. 1 AT 1-2 FEET DEEP: (Brown sandy CLAY) Maximum Dry Density = 118.0 pcf; Optimum Moisture = 12.5% Shear Test: Cohesion = 750 psf; Angle of Friction = 91 . Allowable Bearing Value = 1300 psf(Safety factor= 3) Equivalent Fluid Pressure = 86 psf Passive Lateral Resistance = 160 psf Active Pressure = 89 psf Coefficient of Friction = 0.35 Expansion Index = 80 (Medium-high) These values are for dead plus live loads and may be increased by one-third (1/3) for seismic and wind loads where allowed by code. These design bearing values are in accordance with the Uniform Building Code and were calculated based on Terzaghis' Formula. -4- 1611-^ SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221 CIVIL.GEOTECHNICAL,6 OUALITY ENGINEERING (10 FOUNDATION DESIGN-LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT d INSPECTION LATERAL LOAD PARAMETERS The lateral load parameters to be used in the design of the house foundations, retaining and restraining walls (using level backfills) are derived from the friction angle, 4), obtained from the direct shear test from Test Pit #1 - using the following formulas: A. Active Pressure Coefficient, Ka = 1-sin = 0.73 l+sin B. Passive Pressure Coefficient, Kp = 1/Ka = 1.37 C. At Rest Pressure Coefficient, Ko = 1-sin � = 0.84 The equivalent fluid pressures are obtained by the formulas: Active Pressure: z Ka y = 0.73 x 118.0 = 86 pcf. ' Passive Pressure: z Kp y = 1.37 x 1 18.0 = 162 pcf Pressure at Rest: z Ko y = 0.84 x 118.0 = 100 pcf x Applicable where y = wet density (118.0 pcf), = 9°, and z = 1.0'. A coefficient of friction of 0.35 may be used for design of concrete on the native soils. It is recommended that the continuous perimeter foundations and concrete slabs for a light-weight wood-framed structure shall be reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that the continuous perimeter d foundations for a single story structure shall extend a minimum depth of 18 inches and a minimum width of 12 inches into the compacted fill material as measured a from the lowest adjacent grade. A minimum of 24 inches deep by 15 inches wide shall be used for a two story structure. b. All foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the 4 steel bars, the - contractor may substitute two No. 5 steel bars, one top and one bottom. c. All interior concrete slabs shall be a minimum of five inches in thickness and reinforced with a minimum of No. 4 rebar at 18 inches on center both ways -5- 161 1-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 a 760-945-3150 • FAX. 760-945-4221 Baca 11111 111(,heri11/ 1110. CIVIL, FO TECHNICAL,d OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION placed in the center of the slab. The slab steel reinforcement shall be bent downward into the perimeter footings and connected to the foundation steel at 18 inches on center. Where moisture sensitive flooring is anticipated and in order to minimize vapor transmission, an impermeable membrane (ie: 10 mil visqueen) shall be placed over 4 inches of clean, poorly graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be covered with an additional 2 inches of sand to protect it during construction and the sand should be lightly _ moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 2500 psi unless otherwise stated on the Building Plans. If imported soil materials are used during grading to bring the building pad to the design elevations, or if variations of soils or building locations are encountered, foundation and slab designs shall be reevaluated by our firm upon the completion of foundation excavations. Footings located on or adjacent to the top of slopes shall be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet between the bottom edge of the footing and the face of the slope. These foundation recommendations are minimum design requirements for the soils encountered subsequent to grading; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. Findings of this Report are valid as of this date; however, changes in 1 conditions of a property can occur with passage of time, whether they be due to natural process or works of man on this or adjacent properties. In addition, changes in applicable or appropriate standards occur whether they result from legislation or broadening of knowledge. Accordingly, findings of this Report may be invalidated wholly or partially by changes outside our control. Therefore, this Report is subject to review and should not be relied upon after a period of one year. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of i this Report are modified or verified in writing. -6- i i 1611-A SO. MELROSE DRIVE #285, VISTA, CA 92083-5497 760-945-3150 FAX. 760-945-4221 1i/1ginchl.lin , 111C. CIVIL,GEOTECHNICAL,d OUALITYENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT 6 INSPECTION This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and the recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. It is recommended that the Soil Engineer be provided the opportunity for a general review of the final design plans and specifications for this project in order that the recommendations of this report may be properly interpreted and implemented in the design. It is also recommended that the Soil Engineer be provided the opportunity to verify the foundation and slab construction in the field prior to placing concrete. (If the Soil Engineer is not accorded the privilege of making these reviews, he can assume no responsibility for misinterpretation of his recommendations). 1 The Soil Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. oQPpFESS/pHq� Sincerely, J1k C. �Fq el W `rQ RGE 1279 R, C Exp.12/31/05 Arthur C. Beard RCE RGE *clj�FO�CNN�GP��? Chief Engineer OF F AL`FOQ .. C i -7- 161 1-A SO, MELROSE DRIVE#285, VISTA, CA 92083-5497 760-945-3150 FAX: 760-945-4221 2000 LL � 1600 v Z w Cr- 1200 .Z (r G 800 Ld r co 400 0 0 400 800 1200 1600 2000 NORMAL LOAD (PSF) SOIL TYPE -!2 o BORING NO. DEPTH MOISTURE COHESION ANGLE OF c E 7 m (B N) (ft) (%) (PSP) FRICTION ( ° ) B12oWN SA004 CL,Ay Y- -TIP-1 I .S i ific. n�A/Siow IAJI yyg CIVIL,GEOTECHNICAL,d OUALITYENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING • PERCOLATIONS SOIL TESTING •CONSTRUCTION MANAGEMENT d INSPECTION 00U E/ZAa ov ?o4 v SHEARING STRENGTH TEST 1=pi ct.osva-a ( I • the Sea Bri ht �r�►��C 0 m P a n y April 14, 2005 HYDROLOGY DISCUSSION DOUDERA GRADING PLAN 3065 WILDFLOWER DRIVE XXXX - G APN 264 - 091 - 68 The above referenced project is a pre graded large residential pad that is part of the Wildflower Estates Development. The lot sits below the existing street and is bounded on the north, south and east by existing concrete swales. The lot slopes gently [about 1%] from west to east. There is also a 10 foot storm drain easement along the north border that has a Community storm drain placed within the easement. No drainage report has been done for the lot for this submittal due to the fact all the drainage reports and improvements were done per the Master Development. have shown a concept drainage plan for the lot. This plan will be modified depending on the final landscape plans, possible pool, etc. The intent of the drainage pipes shown are to carry all nuissanace water away from the house, eliminate deep drainage swales over lengthy runs, and collect water so it doesn't have to flow over flatwork improvements. The house has secondary drainage capabilities. In otherwords, if the onsite drain pipes plugged up, the water would surface flow to the existing concrete swales before it would ever enter the house. The amount of landscape area left after the construction of the house will provide filtering of the minor storm flows. 0. dudrhyd1 J �.' APR 1 Engineering Management General Contracting Development 4322 Sea Bright Place Carlsbad, CA 92008 Telephone/FAX 760-720-0098 1A, 1; Enflineelilig, CIVIL.GEO TECHNICAL.f OUALITYENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT/INSPECTION CLIENT: DOUDERA PROJECT: DOU 905 MR. & MRS. GEOFF DOUDERA DATE: 8 OCT. 2005 C/O JIM HIGHT CONSTRUCTION P.O. Box 8492 Rancho Santa Fe, CA. 92067 Attention: Mr. Jim Hight Subject: Final Results of Compaction Testing and Inspection for the Residence located at 3065 Wildflower Drive, Encinitas, CA. (APN: 264-091-68) (Remainder Parcel per PM 1846 1) Reference (a): Soil Update Report by B & B Engineering, Inc., dated 11 October 2004. Gentlemen: Pursuant to your request, we have completed our Inspection, Supervision and Compaction Testing of the rough grading operations for the subject parcel. Locations of our Field Density Tests are shown on Enclosure (1), and the results of these tests are detailed on Enclosure (2). Site preparation, compaction, and testing were accomplished between 20 and 29 September 2005. Based on our observations and testing, it is our opinion that the work performed during that period was in general conformance with the requirements of Reference (a), the Approved Grading Plans, and the City of Encinitas Grading Ordinance. Due to the presence of an existing graded house pad, it was recommended that the surface soils should be removed and recompacted. On 22 September, the contractor began the over-excavation operation for the house pad by removing the loose soils in the upper 3 to 4 feet along the easterly side of the lot. These soils were stockpiled on the westerly side of the pad. The bottom of the excavation was scarified, watered, and recompacted prior to replacing the native stockpiled soils. The westerly portion of the pad was graded in this same manner. The limits of over-excavation extended a minimum of 5 feet outside of the proposed building foundations. 1 161 1-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX 760-945-4221 B&B E1,11inchealillt CIVIL.GEO TECHNICAL.I OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT,INSPECTION The contractor placed and compacted the native soils on the house pad until the desired pad grade was achieved. This grading operation was accomplished in order to help mitigate the effects of differential settlement. _ Density was achieved by the use of a D-6 bulldozer compacting the soil as fill was placed in thin lifts. Since the existing and imported soils varied in moisture content, the contractor spent additional time and effort in his mixing operation in order to ensure near-optimum moisture and proper compaction in the fill material. As indicated by our Compaction Test Results, Enclosure (2), density tests performed in the re-grading for the house pad and the driveway indicated over 90% relative compaction as compared to the Maximum Dry Density per ASTM Test Procedure D 1557-91. The native materials exposed at surface grades for the subject pads are considered to have a medium-high expansion potential according to Reference (a). Therefore, we recommend that structure shall be supported with the following foundation design. FOUNDATION DESIGN Foundations shall be sized and constructed in accordance with the recommendations found in Reference (a) and the latter part of this Report. For foundation design purposes, an allowable bearing strength of 1300 psf may be utilized for all continuous or spread footings founded in dense native soils compacted to 90% relative compaction per ASTM D 1557-91. This design bearing value is in accordance with Reference (a) and may be increased as allowed by the provisions of the U.B.C. It is recommended that the continuous perimeter foundations and concrete slabs for a light-weight wood-framed structure shall be reinforced in accordance with the following minimum designs: a. For slab-on-grade floors: it is recommended that the continuous perimeter foundations for a single story structure shall extend a minimum depth of 18 inches _. and a minimum width of 12 inches into the compacted fill material as measured 2 161 1-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX: 760-945-4221 H&H 111C. CIVIL.GEOTECHNICAL,f OUAUTY ENOINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT a INSPECTION from the lowest adjacent grade. A minimum of 24 inches deep by 15 inches wide shall be used for a two story structure. b. All foundations shall be reinforced with at least four No.4 steel bars, two bars shall be placed 3 inches from the top of the foundation and the other bars shall be placed 3 inches from the bottom. As an alternative to the 4 steel bars, the contractor may substitute two No. 5 steel bars, one top and one bottom. c. All interior concrete slabs shall be a minimum of 5 inches in thickness and reinforced with a minimum of No. 4 rebar at 18 inches on center both ways placed in the center of the slab. The slab steel reinforcement shall be bent downward into the perimeter footings and connected to the foundation steel at 18 inches on center. In order to minimize vapor transmission, an impermeable membrane (ie: 10 mil visqueen) shall be placed over 4 inches of clean, poorly -- graded, coarse sand, decomposed granite, or crushed rock. The membrane shall be covered with an additional 2 inches of sand to protect it during construction and the sand should be lightly moistened just prior to placing concrete. All concrete used on this project shall have a minimum compressive strength of 4500 psi unless otherwise determined less for soil sulfate test. d. Footings placed on or adjacent to fill slopes shall have a minimum horizontal distance of 10 feet from the bottom edge of the footings to the face of the slope. e. Interior concrete slabs shall be provided with saw-cut joints spaced at 10 feet on center each way within 24 hours after the pour and the saw-cuts shall be 115 of the slab thickness. It is imperative that the drainage system around the proposed structure shall be designed and implemented to provide positive drainage away from all buildings in order to preclude moisture intrusion into the subgrade soils beneath the building foundations and slabs. -- f. Exterior slabs for hardscape, pool decks, walkways, patios, etc., shall be founded on a minimum of 4 inches of clean, poorly graded, coarse sand, gravel, or crushed rock and shall be a minimum of 5 inches in thickness and reinforced with a minimum of 6"x 6" No. 10 welded wire mesh. The reinforcing steel shall be placed in the upper 1/3 of the slab and held in place with concrete chairs. 3 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 760-945-3150 • FAX 760-945-4221 1;&I; it i��c,rr��il, Inc. CIVIL.GEOTECHNICAL.i OUALITY ENGINEERING FOUNDATION DESIGN•LAND SURVEYING•SOIL TESTING CONSTRUCTION MANAGEMENT{INSPECTION These foundation and slab recommendations are minimum design requirements for the soils encountered during grading; however, actual foundations shall be designed by the Structural Engineer for the expected live and dead loads, and for wind and seismic loads. In the event that any changes in the nature, design, or location of buildings are planned, the conclusions and recommendations contained in this Report shall not be considered valid unless the changes are reviewed and the conclusions of this Report are modified or verified in writing. This Report is issued with the understanding that it is the responsibility of the owner or of his representative to ensure that the information and recommendations contained herein are called to the attention of the project Architect and Engineer and are incorporated into the plans. Further, the necessary steps shall be taken to ensure that the contractor and subcontractors carry out such recommendations in the field. The Engineer has prepared this Report for the exclusive use of the client and authorized agents. This Report has been prepared in accordance with generally accepted soil and foundation engineering practices. No other warranties, either expressed or implied, are made as to the professional advice provided under the terms of this agreement, and included in the Report. B & B Engineering Inc. and Associates appreciate this opportunity to be of service. Should you have any questions regarding this project, please do not hesitate to contact us. Sincerely, Stephen B. Peter RCE 38623 Expires 3-31-07 1611-A SO. MELROSE DRIVE#285, VISTA, CA 92083-5497 • 760-945-3150 • FAX; 760-945-4221 MOL IL 09 iT 2216.5 e� Njyir. �l �., .� Naac rAO,.xS.a � /-� rcuW ��• �; t. 1 #fi lit r •� .cy ah r tip. �•' �. �r.•. PA � \r �S APPROXIMATE LOCATION OF FIELD DENSITY TESTS P L0T PLAN __. OWNER_ /`%�,� I�J,G,S l.?�U � LOCATION: CIVIL,GEOTECHNICAL,A QUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING A. P. N. •PERCOLATION A SOIL TESTING 26�'—4'q/�6� •CONSTRUCTION MANAGEMENT 6 INSPECTION PROJECT:�,� 9O5 DATE:��2 ENCLOSURE ( 1 ) CIVIL,GEOTECHNICAL,6 QUALITY ENGINEERS •STRUCTURAL ENGINEERING•LAND SURVEYING �"" •PERCOLATION a SOIL TESTING •CONSTRUCTION MANAGEMENT 6 INSPECTION CLIENT: rZ PROJECT: Pou 90S Test M�: o�T 2�S Test Test Test Soil Dry Densit No. Date Location � cf Moisture, X Relative Retest E1/Depth Type Field Maximum. Field Opt. Compaction No. / 9/lZ3 nw->E ,40 ZZt 4 /7,o ., 2 3 !� 5Fb2T COU12T 2Z5 �� 109,1 /�3 9 227 / 7,Z a qo � --- . I. 94 _ If NoL9SC-- PA 223 /078 9 - //, 99 //0, 5 ./o.o COMPACTION CURVE DATA SOIL TYPE AND DESCRIPTION OPTIMUM MAXIMUM DRY MOISTURE $ DENSITY (pcf ) //8.0 - COMP,gCTIOIV TEST DA T ENCLOSURE (2)