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2001-7232 G �.. City o NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering October 6, 2003 Attn: Union Bank of California 247 North El Camino Real Encinitas, California 92024 RE: Mark and Valerie Riedler 3236 Brookside Lane APN 265- 251 -09 01 -071 DR Grading Permit 7232 -G Final release of security Permit 7232 -G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build described project. Final, acceptance, and warranty inspections have all been completed to the satisfaction of the Field Operations Division. Therefore, release of the remainder of the security deposit is merited. The following Certificate of Deposit Account has been cancelled by the Financial Services Manager and is hereby released for payment to the depositor. Account # 2889007353 (in the original amount of 21,600.00) may be released in entirety. The remainder amount is $5,400.00. The document originals are enclosed. Should you have any questions or concerns, please contact Debra Geishart at (760) 633 -2779 or in writing, attention the Engineering Department. Sinc rely, _ Masih Maher J Le bach Senior Civil Engineer Finance Manager Subdivision Engineering Financial Services CC: Jay Lembach, Finance Manager Valerie and Mark Riedler Debra Geishart File TEL 760 -633 -2600 / FAX 760 -633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 -633 -2700 4e recycled paper City o NGINEERING SERVICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Replenishment /Stormwater Compliance Subdivision Engineering Traffic Engineering July 17, 2003 Attn: Union Bank of California 247 North El Camino Real Encinitas, California 92024 RE: Mark and Valerie Riedler 3236 Brookside Lane APN 265 - 251 -09 Grading Permit 7232 -G Partial release of security Permit 7232 -G authorized earthwork, private drainage improvements, and erosion control, all as necessary to build /prepare this project. The Field Inspector has approved a partial release of security. Certificate of Deposit Account 2889007353, in the amount of $21,600.00, may be reduced by 75% to $5,400.00. The document original will be returned when the project is complete. Should you have any questions or concerns, please contact Debra Geishart at (760) 633- 2779 or in writing, attention this Department. Sincerely, ` Masih Maher 4Lcmbch Senior Civil Engineer Finance Manager Field Operations Financial Services CC Jay Lembach, Finance Manager Riedler, Val and Mark 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 o NGINEERING SER VICES DEPARTMENT Encinitas Capital Improvement Projects District Support Services Field Operations Sand Rep lenishment/Stormwater Compliance Subdivision Engineering Traffic Engineering October 6, 2003 Attn: Union Bank of California 247 North El Camino Real Encinitas, California 92024 RE: Mark and Valerie Riedler 3236 Brookside Lane APN 265- 251 -09 01 -071 DR Grading Permit 7232 -G Final release of security Permit 7232 -GI authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. Therefore, a full release of the security deposited is merited. Letter of Credit 60014392, in the original amount of $87,000.00, is hereby released in its entirety. The Letter of Credit was reduced to a remaining amount of $21,750.00. 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, .' Masih Maher Ja e ach Senior Civil Engineer Finance Manager Field Operations Financial Services CC: Jay Lembach, Finance Manager Valerie and Mark Riedler Debra Geishart File TEL 760 - 633 -2600 / FAX 760- 633 -2627 505 S. Vulcan Avenue, Encinitas, California 92024 -3633 TDD 760 - 633 -2700 Tj�l recycled paper i City o NGINEERING SER VICES DEPARTMENT Encinitas Capital Improlvement Projects District Support Services Field Operations Sand Rep lenishment /Stormwalter Compliance Subdivision Engineering Traffic Engineering July 17, 2003 Attn: Capital Bank of North County P.O. Box 9007 Carlsbad, California 92008 RE: Mark and Valerie Riedler 3236 Brookside Lane APN 265- 251 -09 Grading Permit 7232 -G Partial release of security Permit 7232 -GI authorized earthwork, storm drainage, site retaining wall, and erosion control, all as necessary to build the described project. Therefore, a reduction of the security deposited is merited. Letter of Credit 60014392, in the amount of $87,000.00, may be reduced by 75% to $21,750.00. The document original will be retained until final release of security. 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. Sincerely, a , •' Masih Maher J Lembach Senior Civil Engineer Finance Manager Field Operations Financial Services Cc: Jay Lembach, Finance Manager Riedler 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 • Civil Engineering • Land Planning • Structural • Surveying August 6, 2002 D E C E D W E City of Encinitas Building /Planning Department AUG — 9 2102 505 South Vulcan Avenue Encinitas, CA 92024 ENGINEERING SERVICES CITY OF ENCINITAS RE: PAD CERTIFICATION - THE RIEDLER RESIDENCE CITY OF ENCINITAS DRAWING NO. 7232 -G Logan Engineering hereby certifies that on August 1, 2002, the subject project was surveyed by, or under the direction of, the undersigned in order to determine the rough - 'as-graded'' pad elevations. The results of our survey are as follows: • 133.0 PAD ELEVATION: 132.90 FEET • 128.0 PAD ELEVATION: 128.10 FEET • 125.0 PAD ELEVATION: 124.90 FEET • 123.0 PAD ELEVATION: 122.90 FEET Deviations in pad elevations do not exceed 0.2 feet, plus or minus. It is our opinion that the pads for this lot are in substantial conformance to the original plans and pursuant to the AGG' icipal Ordinance. EER G Q SpFESS / p �� . �O `F 2 W C 39726 y m °C Exp. 12-31-05 70 Logan, R.C.E. 39726 s� CIV a\p Principal ��FCAUF�� Office: 1 635 S. Rancho Santa Fe Road, #209 • San Marcos Mailing: 132 N. El Camino Real, PMB -N • Encinitas, CA 92024 Phone 760 - 510 -3152 • Fax 760 - 510 -3153 Email: dlogan@connectnet.com WESTERN SOIL AND FOUNDATION ENGINEERING, INC. PHONE: (760) 746 -3553 423 HALE AVENUE FAX: (760) 746 -4912 ESCONDIDO, CALIFORNIA 92029 November 14,2000 Mrs. Valerie L. Riedler Mr. Mark Riedler 1150 Cambria Way Encinitas, CA 92024 Project: Job No. 00 -71 Proposed Riedler Residence Brookside Lane Lot 10, TM 4376 -1 Encinitas, California Subject: Update Geotechnical Report Dear Mr. and Mrs. Riedler: In accordance with your request, we are presenting this Update Geotechnical Report for the above referenced project. The purpose of this Update Geotechnical Report is to evaluate the current site conditions, the applicability of previous recommendations to the proposed project, and to provide additional recommendations as necessary. The results of prior investigations are presented in reports titled "Updated Geotechnical Report, Brookside Residential Subdivision, TM 4376 -1, Olivenhain Area, San Diego County, California ", dated October 24, 1988 and `'Updated Geotechnical Report, 3236 Brookside Lane, Lot 10, Brookside Subdivision, TM 4376 -1, Oliven- hain, Encinitas, California ", dated November 27, 1990. In summary, our services for this "Update Geotechnical Report" consisted of the following: Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 2 1) Review of the previous referenced reports; 2) Review of the preliminary grading plans provided by Logan Engineering; 3) Performance of a visual surface reconnaissance of the site by our engineering and geology staff, and 4) Preparation of this report. The conclusions and recommendations presented in this report are based in part on data developed and documented by others during their previous investigations on the site and their laboratory analysis. We also relied upon our surficial observations and our experience with the soil and geologic conditions in the site vicinity. No additional laboratory testing or subsurface exploration was performed for this update. This report has been prepared for Mr. and Mrs. Riedler to be used solely in the evaluation and design of the proposed project. This report has not been prepared for use by other parties, and may not contain sufficient information for purposes of other parties or other uses. The information in this report represents professional opinions that have been developed using that degree of care and skill ordinarily exercised, under similar circumstances, by reputable geotechnical consultants practicing in this or similar localities. No other warranty, express or implied, is made as to the professional advice included in this report. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 3 FINDINGS Previous Geotechnical Work: According to the above referenced reports, field work for previous geotechnical studies resulted in the excavation of two exploratory trenches on this lot. These trenches indicate that the property is underlain by fractured, metamorphosed volcanic rock belong- ing to the Santiago Peak Volcanics. The bedrock is mantled with colluvium that varies from 1 to 6 feet in thickness. The colluvium consists of gravelly to cobbly, sandy clays and silt. The colluvium is reported to be detrimentally expansive (an expansion index of 21 or greater). At the time that the later update report was written, the proposed structure was to be con- structed with raised floors for the residence and a concrete slab -on -grade for the garage. The proposed earthwork was to result in 3:1 (horizontal to vertical) cut slopes and 2:1 fill slopes reach- ing maximum heights of 8 feet. Existing Site Conditions: Based on our visual observations, the surface conditions of the property appear to be generally similar to those documented in the later of the referenced reports. The site is currently vacant and supports vegetation consisting of wild grasses. Weathered meta - volcanic bedrock is exposed in the cut slope along Brookside Lane. The surface of the property is sparsely covered with angular pebble to cobble (with very few scattered boulders) derived from the bedrock material. Subtle hummocky topography and bowl - shaped depressions occurring within the broad, shallow drainage may indicate surficial failure of the natural slope. This could possibly represent the down -slope movement (soil creep) of the weaker colluvial soils over the more competent bedrock material. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. • • Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 4 Proposed Development: It is our understanding that the proposed project will consist of a multi -level single - family residence. The garage may have one or two below =grade walls. The residence will be wood -framed and supported on conventional foundations with concrete slab -on- grade floors. According to the referenced grading plans the earthwork will result in fill and cut slopes reaching maximum heights on the order of 7 feet and 16 feet, respectively. Retaining walls will be included in the site work. CONCLUSIONS AND RECOMMENDATIONS With the exception of those items listed below, it is our opinion that the recommendations presented in the referenced updated geotechnical reports are, in general, applicable to the proposed development of the site as we understand it. We recommend that the items noted below be incor- porated into the final design. Earthwork Site Preparation: All existing fill, alluvium, colluvium, severely weathered bedrock or other- wise incompetent soil, should be removed in its entirety. The depth of removal should extend to dense natural ground. The excavated soils, minus any over -sized rock, debris, expansive soil or organic material, may be used for compacted fill. The previous subsurface exploration indicates that the anticipated removal depths could range from 3 to 6 feet. However, thicker and/or poorer quality soil may be encountered at locations that were not explored. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 5 Compaction: All fill soils should be compacted to at least 90% of the maximum dry density. The maximum dry density of each soil type shall be determined in accordance with ASTM D1557 -91. Moisture content of very low -to- non - expansive soils should be maintained within 2% of optimum during compaction. The moisture content of the clayey (low to high expansive) soils should be maintained at 2% to 4% above optimum. Expansive Soil: The original soil report identified sandy clays and clayey silts that were "moder- ately to highly expansive ". Detrimentally expansive soils (Expansion Index of 21 or greater) should not be placed within four feet of finish grade for any structural improvements. Detrimentally expan- sive soil should not be used as wall backfill. Expansive materials encountered during construction should be placed in the deeper fill areas or legally exported from the site. Expansive soils should not be placed within 5 feet (horizontally) of the face of any slope reaching a maximum height of 6 feet, or within 15 feet (horizontally) of the face of any slope greater than 6 feet in height. Cut Slopes: The referenced update reports anticipated that 3:1 (horizontal to vertical) cut slopes, reaching a maximum height of 8 feet, would be constructed at the site. According to current plans, slopes excavated at an inclination of 2:1 are proposed to a maximum height of approximately 16 feet. It is our opinion that these proposed cuts slopes should be stable from deep - seated failure if they are excavated completely into competent bedrock. Slopes cut into colluvium, alluvium, ad- versely fractured bedrock or otherwise incompetent materials may require additional stabilization measures. All cut slopes should be evaluated by the Engineering Geologist during the grading procedures. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 6 Fill Slopes: It is our opinion that fill slopes constructed at an inclination of 2:1 (horizontal to vertical) or flatter will be stable to a maximum height of 10 feet. Fill slopes shall be keyed into dense natural ground. The key shall extend through all incompetent soil and be established at least 2 feet into dense competent material. The key shall be a minimum of 2 feet deep at the toe of slope and fall with 5% grade toward the interior of the proposed fill areas. The bottom of the key shall have a width of at least 15 feet (Plate No. 11). All keys must be inspected by the Soil Engineer, Engineering Geologist or their representa- tive in the field. Expansive soils should not be placed within 5 feet (horizontally) of the face of any slope reaching a maximum height of 6 feet, or within 15 feet (horizontally) of the face of any slope greater than 6 feet in height. We recommend that slopes be compacted by backrolling with a loaded sheepsfoot roller at vertical intervals not to exceed 4 feet and should be track walked at the completion of each slope. The face of the slopes should be compacted to no less than 90 % relative compaction (ASTM D1557 -91). This can best be accomplished by overbuilding the slope at least 4 feet and trimming to design finish slope grade. In the northwest portion of the property, the proposed toe of slope is near an existing sewer line. Excavation for an appropriate keyway may be limited in this area. At this location, the bottom of the keyway should be steepened to 7 percent and the slope inclination should be flattened to 3:1 (horizontal to vertical). WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 7 Surface Drainage: Surface drainage shall be directed away from structures and paved areas. The ponding of water or saturation of soils should not be allowed adjacent to any of the foundations. We recommend that planters be provided with drains and low flow irrigation systems. Gutter, roof drains and other drainage devices shall discharge water away from the structure and into sur- face drains and storm sewers. Surface water must not be allowed to drain in an uncontrolled manner over the top of any slope or excavation. The exterior grades should be sloped to drain away from the structures to minimize ponding of water adjacent to the foundations. Minimum site gradients of at least 2 % in the landscaped areas and of I% in the hardscaped areas are recommended in the areas surrounding buildings. These gradients should extend at least 10 feet from the edge of the structure. To reduce the potential for erosion, the slopes shall be planted as soon as possible after grading. Slope erosion, including sloughing, rilling, and slumping of surface soils may be anticipated if the slopes are left unplanted for a long period of time, especially during rainy seasons. Drainage swales and/or earth berms are recommended at the top of all permanent slopes to prevent surface water runoff from overtopping the slopes. Animal burrows should be controlled or eliminated since they can serve to collect normal sheet flow on slopes, resulting in rapid and destructive ero- sion. Erosion control and drainage devices must be installed in compliance with the requirements of the controlling agencies. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 8 Subdrains: Due to the significant cuts that are planned, fractured bedrock may occur at relatively shallow depths below finish grade. In similar situations, we have observed perched water carried along fractures in the bedrock, seeping from cut slopes and collecting below grade adjacent to foun- dations or behind retaining walls. Therefore, subdrains should be considered in the design and development of this project. Subdrains should be installed at the toe of slopes draining into the property, behind retaining walls, within buttress or stability fills, or where fill is proposed over canyons or drainage areas. The final determination for the location of the subdrains may be made by the Soil Engineer or Engineering Geologist during the site grading as subsurface conditions are exposed. The subdrain shall consist of a trench at least 36 inches deep and 18 inches wide. Mirafi 140N or Amoco 4547 non -woven geotextile fabric, or an approved equivalent, shall line the bottom and sides of the trench. Four inches of 3/4 -inch rock bedding shall be placed on the geotextile at the bottom of the trench. A 4 -inch diameter perforated pipe shall be placed in the trench with the perforations down. The pipe shall be ABS schedule 40 (ASTM- D1527) or SDR 23.5 (ASTM- D2751) or approved equal. The drainpipe shall have a minimum I% gradient and shall be centered within the trench horizontally. A minimum of 3 cubic feet of 3/4 -inch rock per linear foot of sub - drain shall be placed over and around the pipe within the geotextile lined trench. The geotextile shall lap at least 12 inches over the top of the rock. The subdrain shall outlet away from any structures or slopes in an approved legal manner. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 9 Foundation Recommendations General: The on -site overburden soils are poorly consolidated and are not considered suitable for foundation or floor slab support. To provide more uniform support we recommend that proposed structures be entirely supported on very low to non - expansive compacted fill. Footings should be underlain by at least 2 feet of soil material having an expansion index of 20 or less. If foundations are proposed adjacent to the top of any slope, we recommend that the footings be deepened to pro- vide a horizontal distance of 8 feet between the outer edge of the footing and the adjacent slope face. Bearing Value: The referenced update reports indicate that the foundations may be designed for an allowable bearing value of 2,000 pounds per square foot (psf). Shallow foundations should have a minimum depth of 24 inches below lowest adjacent grade. The soil load bearing values of any imported soil should be determined after its selection but prior to its delivery on -site. Concrete Slabs -On- Grade: If the soils are prepared as recommended in this report, concrete slabs -on -grade may be supported entirely on compacted fill. Soil material placed within 4 feet of finish floor should have an expansion index of 20 or less. No"cut/fill transitions should be allowed to occur beneath the structure. To provide protection against vapor or water transmission through the building and floor slabs, we recommend that the slabs -on -grade be underlain by a 4 -inch layer of Caltrans Class 2 permeable material or gravel. A suggested gradation for the gravel layer is as follows: WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 10 Sieve Size Percent Passing 3/4" 90 -100 No. 4 0 -10 No. 100 0 -3 If the slab -on -grade is underlain by at least 4 feet of granular, free draining, compacted fill, the gravel layer may be replaced by 4 inches of clean sand. An impermeable membrane as des- cribed below should be placed at mid - height of the sand layer. In areas where vinyl or other moisture- sensitive floor coverings are planned or where mois- ture may be detrimental to the structure's contents, we recommend that the 4- inch -thick gravel layer be overlain by a 10 -mil -thick impermeable plastic membrane to provide additional protection against water vapor transmission through the slab. The vapor barrier should be installed in accord- ance with the manufacturer's instructions. We recommend that the edges be sealed. To protect the membrane during later concrete work, to facilitate curing of the concrete, and to reduce slab curling, a 2- inch -thick layer of clean sand shall be placed over the membrane. If sand bedding is used, care should be taken during concrete placement to prevent displacement of the sand. A low -slump concrete (4 -inch maximum slump) should be used to further minimize possible curling of the slabs. The concrete slabs should be allowed to cure properly before placing vinyl or other moisture- sensitive floor covering. Slab reinforcing and thickness shall be designed in accordance with the anticipated use and loadings on the slab and as recommended by the Structural Engineer. Construction joint spacing and placement shall be provided by the Structural Engineer. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. • Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 11 Transition Areas: Any proposed structures should not be allowed to straddle a cut -fill transition line. Footings and floor slabs should be entirely supported on cut or entirely on fill. The tendency of cut and fill soils to compress differently can frequently result in differential settlement, cracking to portions of the structure and in severe cases structural damage. To reduce the potential for dam- age due to differential settlement in transition areas, we recommend that cut areas be over excavated to a depth of at least 2 feet below the bottom of the deepest footing and replaced with very low to non - expansive soil material compacted to at least 90% of its maximum dry density (ASTM D1557- 91). The compacted fill should extend at least 5 feet beyond the building floor plan. Footing Observations: Prior to the placement of reinforcing steel and concrete, all foundation excavations shall be inspected by the Soil Engineer, Engineering Geologist or their representative. Footing excavations shall be cleaned of any loosened soil and debris before placing steel or concrete. Footing excavations should be observed and probed for soft areas. Any soft or disturbed soils shall be over - excavated prior to placement of steel and concrete. Over - excavation of soils should not be performed in locations that were undercut for transition areas. This would compromise the thickness of the soil supporting the footings. In undercut transition areas loose soils should be recompacted. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 12 Retaining Wall Recommendations Foundations: Retaining wall foundations should be entirely embedded into dense natural ground or compacted fill. The foundations should not be allowed to cross any transi ion (cut/fill) line. If foundations are supported in compacted fill, then grading and site preparation must extend 5 feet horizontally beyond all sides of the foundation. If grading cannot be performed at least 5 feet be- yond the wall, then the footings should be extended to dense natural soil. Backfill Material: All soil used for retaining wall backfill should be free of deleterious material and have an expansion index of 20 or less. Wall backfill should consist of free draining soil com- pacted to at least 90% of its maximum dry density (ASTM D1557 -91). LIMITATIONS The recommendations presented in this report are contingent upon our review of final plans and specifications. The geotechnical consultant should review and verify the compliance of the final plans with this report. It is recommended that Western Soil and Foundation Engineering, Inc. De retained to provide continuous geotechnical engineering services during the earthwork operations. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of con- struction. Western Soil and Foundation Engineering, Inc. and /or our consultants, will not be held responsible for earthwork of any kind performed without our observation, ins ection and testing. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler - Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page I3 The recommendations and opinions expressed in this report reflect our est estimate of the project requirements based on an evaluation of the subsurface soil conditions encountered at the subsurface exploration locations and the assumption that the soil conditions do not deviate appreciably from those encountered. It should be recognized that the performance of the foundations and/or cut and fill slopes may be influenced by undisclosed or unforeseen variations in the soil conditions that may occur in the intermediate and unexplored areas. Any unusual condil ions not covered in this report that are encountered during site development should be brought to the attention of the geotechnical consultant so that they may make modifications, if necessary. This office should be advised of any changes in the project scope sot at it may be deter- mined if the recommendations contained herein are appropriate. This should b verified in writing or modified by a written addendum. The findings of this report are valid as of this date. Changes in the condition of a property can, however, occur with the passage of time, whether they be due to natural processes or the work of man on this or adjacent properties. In addition, changes in the State-of-the-Art and/or Govern- ment Codes may occur. Due to such changes, the findings of this report may be invalidated wholly or in part by changes beyond our control. Therefore, this report should not be relied upon after a period of one year without a review by us verifying the suitability of the conc usions and recom- mendations. WESTERN SOIL AND FOUNDATION ENGINEERING, INC. Riedler — Update Geotechnical Report Job No. 00 -71 November 14, 2000 Page 14 We will be responsible for our data, interpretations, and recommendations, but shall not be responsible for the interpretations by others of the information developed. Our services consist of professional consultation and observation only, and no warranty of any kind whatsoever, express or implied, is made or intended in connection with the work performed or to be performed by us, or by our proposal for consulting or other services, or by our furnishing of oral or written reports or findings. It is the responsibility of the Client or the Client's representative to ensur that the information and recommendations contained herein are brought to the attention of the engineer and architect for the project and incorporated into the project's plans and specifications. It is further the respon- sibility of the Client to take the necessary measures to ensure that the contractc r and sub - contractors carry out such recommendations during construction. Respectfully submitted, WESTERN SOIL AND FOUNDATION ENGINEERING, INC. , D C. r t i i;.0 EN - Ai—R - 1 1 4i y Vincent W. Gaby, CEG 1755 Expires 7/31/01 Engineering Geologist'O GALEYC�� � ESS;�p�� �k. S 2141,4 f F� Dennis E. Zimmerman, C 26676, GE 928, Expires 3/31/04 Civil Engineer, Geotechnical Engineer Z3 0 0. 928 Ex Distribution: (3) Addressee A (3) Logan Engineering VWG:DEZ/kmg �� �,� CAL���� WESTERN SOIL AND FOUNDATION ENGINEERING, INC.