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HomeMy WebLinkAboutSDP 2018-0011; GOMEZ RENOVATION; FINAL SOILS REPORT; 2021-07-24C. W. La Monte, Company Ime. Soil and Foundation Engineers 7840 EL CAJON BL VD., SUITE 200 Phone: (619) 462-9861 LA MESA, CALIFORNIA 91942 FcOC (619) 462-9859 July 24, 2021 TO: CITY OF CARLSBAD Development Services Department Building Inspection Department 1635 Faraday A venue Carlsbad, CA 92008 SUBJECT: Final Report of Engineering Services Gomez Residentia] Renovation Pad 3159B Madison Street Carlsbad, CA. 92008 Job No. 19-7113 REFERENCES: Report of Field Observation and Relative Compaction Test Results, Gomez Renovation Pad Testing,3159B Madison Street, Carlsbad, CA. 92008 by C. W. La Monte Company Inc. April 29, 2020 In accordance with your request, we are providing this summary of the provided engineering services for the above subject residential project. Our involvement in the project included the following services: • Preparation of the above referenced geotechnical report All work observed was performed satisfactorily in accordance with the recommendations provided in the geotechnical reports and project plans and/ or specifications. All work was performed basically in accordance with the requirements of City of Carlsbad and conform to the guidelines presented in Chapter 18 of the California Building Code. The above subject Final Field Density Report lays out that the Improvements were properly compacted per the results of our testing and have been accepted when properly reviewed. Job No. 19-7113 August 24, 2021 Page 2 If you should have any questions after reviewing this report, please do not hesitate to contact our office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. La Monte Company Inc. o~::!.~, ~3;~ RC.E. 25241, G.E. 0495 Exp, 12/31/2021 No. 25241 Exp. 12/31/2021 No. 495 28 April 2020 City of Carlsbad Public Works Inspector 1635 Faraday Avenue Carlsbad, CA 92008 Attention: City Grading Inspector 166 MATISSE CIRCLE ALISO VIEJO, CA 92656 Tel: 949.305.8920 Subject: Civil Engineer (Design) Grading Certification ROUGH Grade Release RE: PROJECT TITLE: Gomez Renovation / SDP 2018-0011 PERMIT NO: GR 2019-0017 DRAWING No: DWG 517-9A I hereby approve the final grading for the referenced project in accordance with my responsibilities under the City of Carlsbad Grading and Excavation Code. Rough grading for PAD certification has been completed substantially in conformance within (+/- 01 in) tolerance of the approved grading plan. Completion of graded pad and sizing are shown on attached exhibit and consistent with the approved grading plans. Sincerely, Ronie L. Dema-ala P.E. DZN Engineering d'zn engineering C. WI. La Mente Comp9y Tute. Soil and Foundation Engineers REPORT OF FIELD OBSERVATION AND RELATIVE COMP ACTION TESTS RESULTS Gomez Renovation Pad 3159B Madison Street Carlsbad, CA. 92008 A.P.N. 202-084-05..00 Job No. 19-7113-FC April 29, 2020 Prepared for: Michael Gomez 3159B Madison Street Carlsbad, CA 92008 Prepared by: C. W. La Monte Company, Inc. 7840 El Cajon Boulevard, Suite 200 La Mesa, California 91942 7840 El Cajon Blvd, Ste 200 ♦ La Mesa, CA 91942 ♦ 619-462-9861 ♦ Fax 619 462-9859 TABLE OF CONTENTS INTRODUCTION AND PROJECT DFSCRIPTION ....................................................... 1 SITE PREPARATION ANDGRADING ........................................................................... 2 FIELD AND LABORATORY 'fESTING ........................................................................... 3 CONCLUSIONS ................................................................................................................... 4 RECOMMENDATIONS ...................................................................................................... 4 Foundations ....................................................................................................................... 4 Concrete Slabs-on-grade .................................................................................................. 5 SITE DRAINAGE CONSIDERATIONS ............................................................................ 6 LIMITATIONS ...................................................................................................................... 6 Attachments Figure No.1 Figure No. 2 Figure No. 3 Appendix A Plot Plan Field Density Test Results Laboratory Test Results Wet Weather Maintenance Soil and Foundation Engineers 7840 EL CAJON BL VD, SUITE 200 Phone: (619) 462-9861 + LA MESA, CALIFORNIA 91941 ♦ Fax: (619) 462-9859 April 29, 2020 TO: CITY OF CARLSBAD Department of Planning and Land Use 1635 Faraday Avenue Carlsbad, Ca. 92008 Job No. 19-7113-FC SUBJECT: Report of Field Observation and Relative Compaction Tests Results Gomez Renovation Pad 3159B Madison Street Carlsbad, CA 92008 A.P.N. 204-084-05-00 REFERENCE: Report of Limited Geotechnical Investigation, Proposed Single Family Residence, 3159B Madison Street Carlsbad, California by CW. La Monte Company, Inc. dated March 11, 2019 Dear Sirs: In accordance with the contractors' request, this report has been prepared to present the results of the field observations and relative compaction tests performed at the subject site by C. W. La Monte Company, Inc. These services were performed between April 20, 2020 thru April 24, 2020 and included observation and testing during grading of the proposed single-family residence renovation building pad. INTRODUCTION AND PROJECT DESCRIPTION SITE DESCRIPTION: The project site is along the west side of Madison Street located in the city of Carlsbad in the County of San Diego. The property is a rectangular shaped parcel and consists of approximately 0.16 acres. The parcel is known as A.P.N. 204-084-05-00 recorded in the County of San Diego and is bounded with residential development on the south, north, an alley to the west and Madison Street to the east. Job No. 19-7113-FC April 29, 2020 Page2 The project site, prior to this grading, consisted of an existing sloped terrain sloping gently to moderately to the east from the proposed pad on Neptune. Actual surveyed elevations on the site per the approved grading plan range from 300 to 327 feet above mean sea level. PROPOSED CONSTRUCTION: It is our understanding that the site is being developed to receive an up to two-story single-family residence and associated improvements. It is our understanding the proposed new residential structure will be founded on continuous perimeter foundations with a slab-on-grade floors. AVAILABLE PLANS: To aid in the preparation of this report, we were provided with a grading plan by Pasco, Laret, Suiter & Associates provided by the contractor. The grading plan was used as the basis for our Plot Plan preparation and mapping and the resultant map is included herewith as Figure Number 1. The location of the rough building pad fill soils was sketched onto the plan by our personnel. SCOPE OF SERVICE Services provided by C. W. La Monte Company, Inc. during the course of the earthwork consisted of the following: • Continuous to periodic observation by our field technician during the earthwork operations. • Performance of in-place relative density tests in the fills placed. • Periodic observation by our Engineer of significant aspects of the earthwork. • Performance of laboratory maximum density and optimum moisture determinations on the soils encountered in the earthwork, and; • Preparation of this report. SITE PREPARATION AND GRADING GRADING CONTRACTOR: The earthwork addressed by this report was performed by J.E. Roth construction Co. of Jamul, California. The primary equipment utilized by the contractor in the work consisted of a Mini-Excavator and Skid Steer tractor. Job No. 19-7113-FC April 29, 2020 Page3 SOIL CONDITIONS: Prior to grading, the site was overlain with approximately three to four feet of loose topsoil consisting of brown, fine silty medium sands. The upper soils are underlain with formational terrace deposits consisting of orange- brown silty medium to coarse sand. All fill material, was obtained from on-site excavations and consisted of very low expansive, silty fine to medium sands (SM). CLEARING AND GRUBBING: Prior to grading, vegetation and debris in the proposed new renovation building area were removed. Minor amounts of vegetation that remained after the clearing operation were mixed with the on-site soils in such a manner as not to leave any clumps of deleterious matter that may be detrimental to the structural fill. PREPARATION FOR FILLS: Prior to the placement of fill soil a "Removal" excavation was constructed around the lower elevation of the building pad. The "Removal" area was excavated into firm formational soil. Any remaining loose surficial topsoil materials were removed and recompacted during the grading operation. Removal excavations were prepared to receive fill by scarifying to a depth of approximately 6 inches, moisture conditioning, and recompacting the soils to at least 90 percent of their maximum dry densities. FILL PLACEMENT: The fill was placed in approximate six to eight-inch layers, watered to near optimum moisture contents, and compacted to at least 90 percent relative compaction by means of track rolling the lifts. Refer to the attached Plot Plan (Figure No. 1) for the location of placed fill materials. FIELD AND LABORATORY TESTING FIELD TESTS: A representative of C. W. La Monte Company, Inc. was present during the grading operations and performed observations and field density tests. The density tests were taken according to A.S.T.M. Test 1556 guidelines and the results of these tests are shown on the attached Figure 2. The accuracy of the in-situ density test locations and elevations is a function of the accuracy of the survey control provided by other than C.W. La Monte Company Inc. representatives. As used herein, the term "observation" implies only that we observed the progress of work we agreed to be involved with, and performed tests, on which, together, we based our opinion as to whether the work essentially compiles with the job requirements, local City of Carlsbad grading ordinances and the California Building Code. LABORATORY TESTS: Maximum dry density determinations were performed on representative samples of the soils used in the compacted fills according to A.S.T.M. Test 1557, Method A guideline. The results of these tests, as presented on Job No. 19-7113-FC April 29, 2020 Page4 Figure 3, were used in conjunction with the field density tests to determine the degree of relative compaction of the compacted fill. CONCLUSIONS GENERAL: It is the opinion of C. W. La Monte Company, Inc., that the earthwork addressed by this report has been performed substantially in accordance with the City of Carlsbad grading ordinance and the California Building Code. This opinion is based upon our observations of the earthwork operations, the results of the density tests taken in the field, and the maximum density tests performed in our laboratory. It is our further opinion that the site is suitable for the proposed construction. Our recommendations for the minimum design of foundations for the proposed structure are presented below in the "Foundations" section of this report. REMAINING WORK: As of the date of this report, additional work remains to be done on the site for the backfilling of street improvements and utility trenches. Our firm should be contacted when these operations are performed so that we can verify their compliance with the applicable specifications. RECOMMENDATIONS Based on our observations and testing during the subject grading operations we offer the following recommendations concerning the proposed development. Foundations General: Based on the findings of our inspection, it is our opinion the proposed wood framed building may be supported on conventional continuous foundations and isolated spread footings. Our recommendations are summarized below. The on-site bearing materials are anticipated to possess very low expansive potential and therefore, no special consideration and design for heaving soils will be required. Dimensions and Embedment: It is our opinion that the proposed structure may be supported by conventional continuous and isolated spread footings. Foundations should be embedded in accordance with the recommendations of the design engineer and the minimum requirements of the 2013 California Building Code. Continuous footings must be at least 12 inches wide and extend at least 18 inches below lowest adjacent pad grade for single story portions of the residence and 18 inches deep and 15 inches wide for two story portions. Isolated spread footings should have a minimum depth of 12 inches and width of 24 inches. Job No. 19-7113-FC April 29, 2020 PageS Soil Bearing Value: A bearing capacity of 2500 psf may be assumed for said footings when founded a minimum of 18 inches into properly compacted fill or firm natural ground. This bearing capacity may be increased by 500 psf for each additional foot in width over 1 foot. The minimum embedment should be 18 inches Lateral Load Resistance: Lateral loads against foundations may be resisted by friction between the bottom of the footing and the supporting soil, and by the passive pressure against the footing. The coefficient of friction between concrete and soil may be considered to be 0.4. The passive resistance may be considered to be equal to an equivalent fluid weight of 350 pounds per cubic foot. This assumes the footings are poured tight against undisturbed soil. If a combination of the passive pressure and friction is used, the friction value may be reduced by one- third. Foundation Reinforcement: It is recommended that continuous conventional footings be reinforced with at least four No. 4 steel bars; two reinforcing bars shall be located near the top of the foundation, and two bars near the bottom. Isolated footings shall be reinforced in accordance the requirements of the structural engineer. CONCRETE SLABS-ON-GRADE General: Concrete floor slabs-on-grade shall be a rrururnum thickness of four inches. H the slab will support moisture sensitive floor coverings, the slab shall be underlain by two inches of clean, washed sand overlying 10 mil visqueen, overlying an additional two inches of clean sand. Slab Reinforcement: The slab should be reinforced #3 reinforcing bars placed at 18-inch centers, each way or equivalent per approved plans. The reinforcement should be placed on concrete "chairs11 or spacers, to within the middle third of the slab. Theoretically, the above recommended rebar and wire mesh options provide similar reinforcement strength. However, based on our past experience, we have found that the wire mesh is often and is more easily pushed to the bottom of the slab during the finishing process, thus significantly reducing its intended reinforcing, function. The rebar grid, if properly supported, is less likely to be dislodged during the finishing process. Thus, unless the concrete finisher is diligent in this regard, the rebar option is the preferred method of slab reinforcement. Job No. 19-7113-FC April 29, 2020 Page6 SITE DRAINAGE CONSIDERATIONS Adequate measures shall be taken to properly finish-grade the site after the additions and other improvements are in place. Drainage waters from this site and adjacent properties are to be directed away from foundations, floor slabs and footings, onto the natural drainage direction for this area or into properly designed and approved drainage facilities. Proper subsurface and surface drainage will ensure drainage that no waters will seek the level of the bearing soils under the foundations, footings and floor slabs. Failure to observe this recommendation could result in uplift or undermining and differential settlement of the structures or other improvements on the site. In addition, appropriate erosion-control measures shall be taken at all times during construction to prevent surface runoff waters from entering footing excavations, ponding on finished building pad or pavement areas, or running uncontrolled over the tops of newly-constructed cut or fill slopes. LIMITATIONS This report covers only the services performed April 20, 2020 thru April 24, 2020. As limited by the scope of the services which we agreed to perform, our opinions presented herein are based on our observations and the relative compaction test results of the fill soils we observed. Our service was performed in accordance with the currently accepted standard of practice and in such a manner as to provide a reasonable measure of the compliance of the grading operations with the job requirements. No warranty, express or implied, is given or intended with respect to the services which we have performed, and neither the performance of those services nor the submittal of this report should be construed as relieving the grading contractor of his responsibility to conform with the job requirements. The firm of CW. La Monte Co. shall not be held responsible for changes to the physical condition of the property, such as addition of fill soils or changing drainage patters, which occur subsequent to the issuance of this report. The presence of our field representative at the site was to provide to the client a source of professional advice, opinions, and recommendations based upon the field representative's observations of the contractors work and did not include superintending, supervision, or direction of the actual work of the contractor's workers. Job No. 19-7113-FC April 29, 2020 Page7 Ii you should have any questions after reviewing this report, please do not hesitate to contact this office. This opportunity to be of professional service is sincerely appreciated. Respectfully submitted, C.W. LA MONTE COMP ANY, INC ~Ii<~ C ~ 1% Monte, R.C.E. 25241, G.E. 0495 C. W. LA MONTE COMPANY, INC. Soil and Foundation Engineers PR._;-"'PfRT"' LINE h./"'!;TS or 6RADIN6 Pf:R!ViT LEGEND: Approximate Location of Field Density Test Approximate Limits of Compaction (i) NOTE: All tlime11sio11s are approximate anti should 1101 be used/or legal fJUrposes. Project: Job No. Site Plan Gomez Renovation 3159 B Madison Street Carlsbad CA. 19 7113 FC Figure No. 1 Test o. Date I 4/21/2020 2 4/21/2020 3 4/21/2020 4 4/22/2020 5 4/22/2020 6 4/22/2020 7 4/24/2020 8 4/24/2020 9 4/24/2020 SUMMARY OF FIELD DENSITY TESTS Gomez Renovation 3159 B Madison Street Carlsbad, CA. TABLE 1 RELATIVE COMPACTION TESTS ASTMDl-..91 Location Elev. (feet) or Soil Type Moisture Dry Fill Thickness {%) Density (pcf) see figure I -3' I 10.5 123.5 see figure I -2' I 10.8 121.7 see figure I -1' I I 1.0 121.2 see figure I -3' I 10.5 120.5 see figure I -2' I 11.3 120.9 see figure I -I' I 10.6 I l8.6 see figure I FG I I 1.0 119.5 see forure I FG I 10.8 120.4 see figure I FG I 11.2 120.2 TABLE2 -~-- Max. % Relative Density Compaction (pcf) 128.0 96.5 128.0 95.1 128.0 94.7 128.0 94.1 128.0 94.5 128.0 92.7 128.0 93.4 128.0 94.1 128.0 93.9 MAXIMUM DRY ITYud , ~~~-r:r1KD~.1 NT ASTM 1557-91 Soil Type Job No. 19 7113 FC Description Brown Fine Silty Sand Optimum Moisture Maximum Dry Density (%) (pcf) 9.5 128.0 Figure 2 MAXIMUM DENSITY CURVE 145 ' ' \ ' 29 \ ' ~- '. ' .8 ' ' \ \ ' 140 ' .l. ' \ ·, \ \ \ \ ,. \ \ ' \ \ ' ' ' \ \ ' \ ' 135 ', ' \ Soil Type 1 \ ,, \ \ r, ' ' ' \ ' \ \ 1·, ', \ ' ' I', ~ 130 ' \ ' \ ' ... ' \ ·. ' '· ·~ '· \ " "I " t--' C ' ~ ' "" ... '· " ' () \ 5 ·-.. ,, ' ' ' \ ' ' 125 , ', \. ' .E ' \ \ ' I':" \ I'. '· I'. eo ', j ' c. ' ' ', ' ' ', '· '· ·, ' ' ' ..... 120 ·5 \ ', \ ' ' '· :', Cl) '· ' ' I', ~-'· ' ' ' ' ' ' :, ·, ' ' ' ' ' l's 115 '· ' •. ' ' ~-' \. ' ' ' •, ·, ' ', ~ ' ' ·, ,. ' .... 110 '· ~-'· ' ' '· ·-~ ·. ·, " ' 1--. ' 1--. ' t--. ' ' ' ' '· ' ',._ ' ' ' ' ' f. '· 105 ' ', ' ', ' ' ----;: ' ' t-- ' • '. '· ' t--. ' ' 100 ' ' 4 5 6 7 8 9 10 1 I 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Soil Moisture(%) Soil Description Optimum Maximum Type Moisture (%) Density (Pct) 1 Brown Fine Silty Sand 9.5 128.0 Gomez Renovation Project: 3159 B Madison Street C.W. LA MONTE COMPANY INC. Carlsbad, CA. Soil and Foundation Engineers Job No. 19 7113 FC l Figure 3 APPENDIX "A" Page I WET WEATHER MAINTENANCE AT RESIDENTIAL SITES* Southern Californians, unlike other residents of the nation, are unaccustomed to heavy rainfall. Whenever unusually wet weather occurs, San Diegans, particularly those living on slopes of filled land, become concerned (often unduly) about the conditions of their building site. They should not be, generally. The grading codes of the County of San Diego, and the various incorporated cities in the County, concerning filled land, excavation, terracing, and slope construction, are among the most stringent in the state, and adequate to meet almost any natural occurrence. This is the opinion of the San Diego Chapter of the California Council of Civil Engineers and Land Surveyors, whose membership help prepare and review the codes. In 1967, the local Chapter of the California Council of Civil Engineers and Land Surveyors compiled a list of some precautions that homeowners can take to maintain their building sites. This updated pamphlet reiterates those precautions. Everyone is accustomed to maintaining his house. Everyone realizes that periodic termite inspections are a reasonable precaution, and that homes require a coat of paint from time to time. Homeowners are well used to checking and replacing wiring and plumbing, particularly in older homes. Roofs require occasional care. However, the general public regards the natural ground as inviolate. They ought to realize that Nature is haphazard in creation of all land, some of which becomes bu ilding sites. Nature's imperfections have been largely compensated through careful engineering design and construction and enforcement of rigorous building and lot development ordinances. It is only reasonable to assume that an improved building site requires the approximate same care that the building itself does. In most instances, lot and site care are elementary steps that can be taken by the homeowner at considerably less cost than building maintenance. As a public service, engineers in private practice of the San Diego Chapter of the California Council of Civil Engineers and Land Surveyors have compiled this pamphlet of pertinent Do's and Don'ts as a guide to homeowners. The CCCELS respectfully advises that, in offering these guides, it accept no responsibility for the actual performances of home sites or structures located thereon. *Pamphlet prepared by the San Diego Chapter of the California Council of Civil Engineers and Land Surveyors DO'S Do clear surface and terrace drains with a shovel, if necessary, and check them frequently during the rainy season. Ask your neighbors to do likewise. Do be sure that all drains have open outlets. Under the right conditions, this can be tested simply on a dry day with a hose. If blockage is evident, you may have to clear the drain mechanically. Do check roof drains gutters and down spouts to be sure tJ,ey are clear. Depending on you location, if you do not have roof gutters and down spouts, you may wish to install them because roofs and tJ,eir wide. flat space will shed tremendous quantities of water. Without gutters or other adequate drainage, water fall ing from the eaves ponds against foundation and basement walls. Do check all outlets at the top of slopes to be sure that they are clear and that water will not overflow the slope itself, causing erosion. Do keep drain openings (weep-holes) clear of debris and other material that could block them in a storm. Do check for loose fill above and below your property if you live on a slope or terrace. Do watch hoses and sprinkJers. During the rainy season, little, if any irrigation is required. Over-saturation of the ground is not only unnecessary and expensive, but can cause subsurface damage. Do watch for backup in interior drains and toilets during a rainy season, this may indicate drain or sewer blockage. Do exercise ordinary precaution. Your house and building site were constructed to meet certain standards that should protect against any natural occurrences, if you do your part in maintaining them. DONT'S Don't block terrace drains and brow ditches on slopes or at the tops of cut slopes on sloping ground. These are designed to carry away runoff to a place where it can be safely distributed. Generally, a little shovel work will remove any accumulation of dirt and other debris that clogs the drain. If several homes are located on the same terrace, it is a good idea to check with your neighbors. Water backed up in surface drains will tend to overflow and seep into tJ1e terraces, creating less stable slopes. Don't permit water to gather above or on the edges of slopes (ponding). Water gathering here will tend to either seep into the ground, loosening fi ll or natural ground, or will overflow on the slope and begin erosion. Once erosion is started, it is difficult to control and severe damage may result rather quickly. Don't connect roof drains and roof gutters and down spouts to sub-drains. RatJ,er, arrange them so that they will tlow out onto a paved driveway or the street where the water may be dissipated over a wide surface. Sub- drains are constructed to take care of ordinary subsurface water and cannot handle the overload from roofs during heavy rain. Overloading the sub-drains tends to weaken the foundations. Don't spill water over the slopes, even where this may seem a good way to prevent ponding. This tends to cause erosion and, in the case of fill, can eat away carefully engineered and compacted land. Don't drop loose fill slopes. It is not compacted to the same strength as the slope itself and will tend to slide with heavy moisture. The sliding may clog terrace drains below, or may cause additional damage by weakening ilie slope. If you live below a slope, try to be sure that no loose fill is dumped above your property. APPENDIX "A" Page 3 Don't discharge water into French drains close to slopes. French drains are sometimes used to get rid of excess water when other ways of disposing water are not readily available. Overloading these drains saturates the ground and, if the drains are located close to slopes, may cause slope failure in their vicinity. Don't discharge surface water into septic tanks (leaching fields). Not only are septic tanks constructed for a different purpose, but because of their size will tend to naturally accumulate additional water from the ground during heavy rain. Overloading them artificially during the rainy season is bad for the same reason as sub-drains and French drains, and is doubly dangerous because their overflow can pose a serious health hazard. Don't over-irrigate slopes. Naturally, ground cover of ice plant and other vegetation will require some moisture during the hot summer months, but during the wet season, irrigation can cause ice plant and other heavy ground cover to pull loose, which not only destroys the cover, but also starts serious erosion. Planted slopes acquire sufficient moisture when it rains. Don't let water gather against foundations, retaining walls, and basement walls. These walls are built to withstand ordinary moisture in the ground and are, where necessary, accompanied by sub-drains to carry of excess. If water is permitted to pond against them, it may seep through them, causing dampness and leakage inside the basement, more important, the water pressure can cause heavy structural damage to walls. Don't try to compact backfill behind walls near slopes by flooding. Not only is flooding the least efficient way of compacting fine-grained soil, but will also undermine or tip the wall. Don't leave a hose and sprinkler remaining on or near a slope, particularly during the rainy season. This will enhance ground saturation and may cause damage. Don't block swales that have been graded around your house or the lot pad. These shallow ditches have been put there for the purpose of quickly removing water toward the driveway, street or other positive outlet. By all means, do not let water pond above blocked swales. C. W. La Monte Company Inc. Job No. If;--/13 7840 El Cajon Blvd. Suite 200 La Mesa, CA 91942 Phone: (619) 462-9861 • Fax: (619) 462-9859 Location: 7J5f R'/IIIJ/$t!JAJ Grading Contractor: J~~Korl/- Foreman: ~ Weather: tJv~ (l. Tech Received by: (signature)