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1997-5019 G 'D/~5 Category $O¡q G-¡ Street Address I s~~~ Serial # Name Plan ck. # recdescv / Description Year VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102 Escondido, California 92029-1229 Job #97-227-F Phone (760) 743-1214 Fax (760) 739-0343 August 21, 1997 " i_i- , , , '} !- '~i :- '¡ ¡ j AUG 26 1997 Rt: .iL Só /7' CN J.A. Buza Corporation EN~!NEE:i:¡ii\!G SEF¡\liCE:S Attention: Mr. John Buza CITY OF ENC¡r\J!TÞ,S P.O. Box 8617 Rancho Santa Fe, California 92607 AS-GRADED COMPACTION REPORT FOR PROPOSED RESIDENCE LOCATED AT 3119 CIRCA DE TIERRA. CITY OF ENCINITAS In accordance with the Grading Ordinance for the City of Encinitas, this as-graded compaction report has been prepared for the above referenced project. We have completed engineering observation and testing services in conjunction with the grading operation. This report summarizes the results of our tests and observations of the compacted fill. The compacted fill in the subject areas was placed periodically from August 5, 1997 through August 13, 1997. Actual dates are shown on the enclosed compaction test result sheet. I, GRADING INFORMATION/GROUND PREPARATION Grading plans for this project were prepared by Pasco Engineering. Grading operations were conducted by Steve Stracke, Inc. The following listed report was reviewed by this office as part of this project: 1. "Preliminary Geotechnical Investigation Proposed Single Family Residence", report dated February 10, 1997, prepared by Barry and Associates. This is a previously graded pad which until recently supported concrete slabs for tennis courts. Test pits were excavated within the house area, in place density testing was conducted to determine the density of the underlying previously placed fill. Test results at 5 and 7 feet below existing grades indicated that the previously placed fill at that depth met or exceeded the minimum compaction requirement of 90%. Prior to grading operations, the concrete tennis court slabs were destroyed and removed from the site, as was any vegetation. All questionable loose, compressible soils, and J.A, Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 2 previously placed fill soils were removed from the proposed house plus a 10 foot perimeter. Removals ranged to 5 feet below existing grades based on in-place field density testing. II. FILL PLACEMENT Fill was placed in six to eight inch lifts and compacted by means of heavy construction equipment. Field density tests were performed in accordance with ASTM Method 0-1556- 90 sand cone method, as the fill was placed. The moisture content for each density sample was also determined. The approximate locations of the field density tests are shown on the attached drawing. The locations of the tests were placed to provide the best possible coverage. Areas of low compaction, as indicated by the field density tests, were brought to the attention of the contractor. These areas were re'NOrked by the contractor and retested. The test locations and final test results are summarized on the compaction test result table. The results of our field density tests and laboratory testing indicate that the fills at the site were compacted to at least 90% of the corresponding maximum dry density at the tested locations. If the building pad undergoes any seasonal wetting and drying periods prior to construction, remedial grading could be required depending on the site soil characteristics. Depths of removal and recompact can best be determined just prior to construction by appropriate inspection and testing. III. APPROPRIATE LABORATORY TESTS A, Maximum Dry Density Optimum Moisture Tests: The maximum dry density and optimum moisture contents of the different soil types used as compacted fill were determined in accordance with ASTM Method 0-1557-91. B. Expansion Tests: The on-site soils were visually classified as non-expansive. Therefore no testing was conducted. C. Direct Shear Tests: A direct shear test \^IaS performed on a representative sample of the mixture of soils used during the grading operations to determine the allowable bearing capacity and to provide retaining wall design parameters. VINJE & MIDDLETON ENGINEERING. INC. 2450 Vineyard Avenue. *102, Escondida, California 92029.1229 . Phone (760) 743.1214 . Fax (760) 739-0343 SOIL TESTING PERCTEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J,A, Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 3 IV, RECOMMENDATIONS Site preparation and grading 'Nare conducted in substantial conformance with the Grading Ordinance for the City of Encinitas. All inspections and testing were conducted under the supervision of this office. In our opinion, all embankments and excavations were constructed in substantial conformance with the provided/approved grading plan, and are acceptable for their intended use. The following minimum foundation recommendations for granular non-expansive (0% to 2%) soils should be adhered to, incorporated into the foundation plans, and submitted to our office for review and approval prior to construction. Please note that these recommendations supersede any previous recommendations put forth in any earlier reports. A. Foundations and Slab-on-Grade. Monolithic Pour System 1. Foundations for stud bearing walls are to be used in accordance with Uniform Building Code design (Le., 12 inches wide by 12 inches deep and 15 inches wide by 18 inches deep) for one and two story structures respectively. Isolated square footings should be at least 18 inches by 18 inches wide and 18 inches deep, for one and two story structures. Minimum depths are measured from the lowest adjacent ground surface, not including the sand/gravel under the slab. 2. Use two #4 reinforcing bars in all interior and exterior stud bearing wall footings. Place one bar 3 inches below the top of the footing or stem, and one bar 3 inches above the bottom of the footing. Reinforcement for isolated square footings should be designed by the project structural engineer. 3. All interior slabs must be a minimum of 4 inches in thickness reinforced with #3 reinforcing bars spaced 18 inches on center each way, placed midheight in the slab. Use 4 inches of clean sand (SE 30 or greater) beneath all slabs. A six-mil plastic moisture barrier must be placed midheight in the sand. Provide re-entrant (:t270° corners) reinforcement for all interior slabs as generally shown on the enclosed "Isolation Joints and Re-Entrant Corner Reinforcement" detail. Re-entrant corners will depend on slab geometry and/or interior column locations. 4. The minimum steel reinforcement provided herein is based on soil VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondida, California 92029-1229 . Phone (760) 743-1214 . Fax (760) 739.0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J.A. Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 4 characteristics only, and is not intended to be in lieu of reinforcement necessary for structural considerations. 5. Provide contraction joints consisting of sawcuts spaced 10 feet on center each way within 24 hours of concrete pour for all interior slabs. The sawcuts must be a minimum of % inch in depth and must not exceed 1 ~ inch in depth or the reinforcing may be damaged. 6. All underground utility trenches beneath interior and exterior slabs should be compacted to a minimum of 90% of the maximum dry density of the soil. Care should be taken not to crush the utilities or pipes during the compaction of the trench backfill. 7. Exterior Flatwork and Driveways: a) Walkways, patios, etc. must be a minimum of 4 inches in thickness reinforced with 6x6/1 Ox1 0 'Nelded wire mesh carefully placed two inches below the top of the slab. Provide contraction joints consisting of sawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 24 hours of concrete pour. The sawcuts must be a minimum of % inch in depth and must not exceed 1 ~ inch in depth or the reinforcing may be damaged. b) Concrete driveways and parking areas should consist of 5 inch thick concrete reinforced with #3 reinforcing bars spaced 18 inches on center each way placed two inches below the top of the slab. The concrete should be placed over 6 inches subgrade compacted to a minimum of 95% of ASTM 1557-91. Provide contraction joints consisting of sawcuts spaced 10 feet on center (not to exceed 12 feet maximum) each way within 24 hours of concrete pour. The depths of the sawcuts should be as described in Item #a) above. c) Asphalt concrete (AC) driveways and parking areas should consist of 3 inches AC over 4 inches Cal Trans Class 1/ aggregate base compacted to a minimum of 95% over 6 inches subgrade compacted to a minimum of 95% of ASTM 1557-91. Unless requested, recommendations for a future swimming pool or spa were not included in this report. Prior to their construction this office should be contacted to update conditions and provide additional recommendations. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (760) 743-1214 . Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J.A. Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 5 8. This office is to be notified to inspect or test the following prior to foundation concrete pours: a) Inspect the plumbing trenches beneath slabs after the pipes are laid and prior to backfilling. b) Test the plumbing trenches beneath slabs for minimum compaction requirements. c) Inspect the footing trenches for proper width, depth, reinforcing size and placement. Inspect the slabs for proper thickness, reinforcing size and placement, sand thickness and moisture barrier placement. 9. The following allowable foundation and lateral pressures may be used for design of foundations on certified soils for structures which have continuous footings having a load of less than 2,000 plf and isolated footings with loads of less than 50,000 Ibs. a) Our tests and calculations indicate that an allowable bearing capacity of 2,000 psffor continuous and isolated footings may be used. The allowable soil bearing pressure provided herein is for dead plus live loads and may be increased by one-third for wind and seismic loading. b) The allowable soil bearing pressure provided herein was determined for footings having a minimum width of 12 inches and a minimum depth of 12 inches below the lowest adjacent ground surface. This value may be increased per Uniform Building Code for additional width and depth if needed. c) An allowable lateral bearing pressure of 150 psf per foot of depth may also be used. The lateral bearing earth pressure may be increased by the amount of the designated value for each additional foot of depth to a maximum of 1,500 psf. A lateral sliding resistance of 130 psf may also be considered between the bottom of the footing and soils. The lateral sliding resistance may be added to the allowable lateral bearing value provided that in no case the total lateral resistance exceed one-half the dead load. VlNJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondida, California 92029-1229 . Phone (760) 743-1214 . Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J.A. Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997' Page 6 B. Retaining Walls. Lateral Load Parameters 1. The following earth pressures based on the on-site soils, should be used for design of retaining walls: a) Use a friction angle of 41 degrees. b) Use a wet density of 128 pet. c) Use a coefficient of friction of 0.52 for concrete on soil. d) Use an active pressure of 27 pet equivalent fluid pressure for cantilever, unrestrained walls with level backfill surface. e) Use a active pressure of 38 pet equivalent fluid pressure for cantilever walls with a 2: 1 (horizontal to vertical) backfill. f) Use an at rest pressure of 44 pcf equivalent fluid pressure for restrained walls. g) Use a passive resistance of 620 pet equivalent fluid pressure for level surface condition at the toe. h) Use an allowable bearing capacity of 2,000 psf as described above. 2. Expansive clayey soils should not be used for backfilling of any retaining walls. Retaining walls should maintain at least a 1: 1 (horizontal to vertical) wedge of granular non-expansive soil backfill measured from the base of the wall footing to the ground surface. All retaining walls should be provided with a drain along the backside as generally sho'M1 on the enclosed "Retaining Wall Drain" detail. Specific drainage provisions behind retaining wall structures must be inspected by this office prior to backfilling the wall. All backfill soils must be compacted to a minimum of 90% of the corresponding maximum dry density, ASTM 1557-91, Note: Because large movements must take place before maximum passive resistance can be developed, use a minimum safety factor of 2.0 for wall sliding stability. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, IH02, Escondida, California 92029-1229 . Phone (760) 743-1214 . Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J.A. Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 7 When combining passive and frictional resistance, the passive component should be reduced by one-third. 3. The home owner should be advised that planting large trees behind any retaining walls will adversely affect their performance and should be avoided. C. Setbacks 1. Footings located on or adjacent to the top of slopes should be extended to a sufficient depth to provide a minimum horizontal distance of 7 feet or one-third of the slope height, whichever is greater (need not exceed 40 feet maximum) between the bottom edge of the footing and face of slope. 2. The outer edge of all slopes experience "down slope creep", which may cause distress to structures. If any structures including buildings, patios, sidewalks, swimming pools, spas etc, are placed within the setback, FURTHER RECOMMENDA TIONSWILL BE REQUIRED. **A COpy OF THIS REPORT MUST BE PROVIDED TO THE PROJECT ARCHITECT/STRUCTURAL ENGINEER TO ENSURE THE THE ABOVE FOUNDATION RECOMMENDATIONS ARE INCLUDED IN APPROPRIATE PLANS** The concrete reinforcement recommendations provided herein should not be considered to preclude the development of shrinkage related cracks, etc.; rather, these recommendations are intended to minimize this potential. If shrinkage cracks do develop, as is expected from concrete, reinforcements tend to limit the propagation of these features. These recommendations are believed to be reasonable and in keeping with the local standards of construction practice. Special attention should be given to any "re-entrant" corners (%270 degree corners) and curing practices during and after concrete pour in order to further minimize shrinkage cracks. D, Slopes All slopes should be landscaped with types of plants and planting that do not require excessive irrigation. Excess watering of slopes should be avoided. Slopes left unplanted will be subject to erosion. The irrigation system should be installed in accordance with the governing agencies. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondido, California 92029-1229 . Phone (760) 743-1214 . Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J.A, Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 8 Water should not be allowed to flow over the slopes in an uncontrolled manner. Until landscaping is fully established, plastic sheeting should be kept accessible to protect the slopes from periods of prolonged and/or heavy rainfall. Berms should be constructed along the top edges of all fill slopes. In no case should water be allowed to pond or flow over slopes. Brow ditches should be constructed along the top of all cut slopes sufficient to guide runoff away from the building site and adjacent fill slopes prior to the project being completed. E. Drainage The owner/developer is responsible to insure adequate measures are taken to properly finish grade the building pad after the structures and other improvements are in place so that the drainage waters from the improved site and 'adjacent properties are directed away from proposed structures in accordance with the designed drainage patterns shown on the approved plans. A minimum of tvJo percent gradient should be maintained away from all foundations. Roof gutters and dOW1Spouts should be installed on the building, all discharge from downspouts should be led away from the foundations and slab to a suitable location. Installation of area drains in the yards should also be considered. Planter areas adjacent to foundations should be provided with damp/water proofing, using an impermeable liner against the footings, and a subdrainage system within the planter area. It should be noted that shallow groundwater conditions may still develop in areas where no such conditions existed prior to site development, This can be contributed to by substantial increases of suñace water infiltration resulting from landscape irrigation which was not present before the development of the site. It is almost impossible to absolutely prevent the possibility of shallow groundwater on the entire site. Therefore, we recommend that shallow groundwater conditions be remedied if and when they develop. The property owner should be made aware that altering drainage patterns, landscaping, the addition of patios, planters, and other improvements, as well as over irrigation and variations in seasonal rainfall, all affect subsurface moisture conditions, which in turn affect structural performance. vmJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondida, California 92029-1229 . Phone (760) 743-1214 " Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J.A, Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 9 V, GENERAL INFORMATION It should be noted that the characteristics of as-compacted fill may change due to post- construction changes from cycles of drying and wetting, water infiltration, applied loads, environmental changes, etc. These changes can cause detrimental changes in the fill characteristics such as in strength behavior, compressibility behavior, volume change behavior, permeability, etc. The owner/developer should be made aware of the possibility of shrinkage cracks in concrete and stucco materials. The American Concrete Institute indicates that most concrete shrinks about 1/8 inch in 20 feet. Separation between construction and cold joints should also be expected. The amount of shrinkage related cracks that occur in concrete slab-on-grades, flatwork and driveways depend on many factors, the most important of which is the amount of water in the concrete mix. The purpose of the slab reinforcement is to keep normal concrete shrinkage cracks closed tightly. The amount of concrete shrinkage can be minimized by reducing the amount of water in the mix. To keep shrinkage to a minimum, the following should be considered: A. Use the stiffest mix that can be handled and consolidated satisfactorily. B. Use the largest maximum size of aggregate that is practical, for example concrete made with 3/8 inch maximum size aggregate usually requires about 40 pounds (nearly 5 gallons) more water per cubic yard than concrete with 1 inch aggregate. C. Cure the concrete as long as practical. The amount of slab reinforcement provided for conventional slab-on-grade construction considers that good quality concrete materials, proportioning, craftsmanship, and control tests where appropriate and applicable are provided. This office is to be notified no later than 3 p.m. on the day before any of the following operations begin to schedule appropriate testing and/or inspections. A. Fill placed under any conditions 12 inches or more in depth, to include: 1. Building pads. VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondida, California 92029-1229 . Phone (760) 743-1214 . Fax (760) 739-0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J.A. Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 10 2. Street improvements, sidewalks, curbs and gutters. 3. Utility trench backfills. 4. Retaining wall backfills. 5. The spreading or placement of soil obtained from any excavation (footing or pool, etc.). B. Inspection and testing of subgrade and basegrade beneath driveways, patios, sidewalks, etc., prior to placement of pavement or concrete. C. Moisture testing. D. Foundation inspections. E. Any operation not included herein which requires our testing, observation, or inspection for certification to the appropriate agencies. VI. LIMITATIONS Our description of grading operations, as well as observations and testing services herein, have been limited to those grading operations performed periodically from August 5, 1997 through August 13, 1997. The conclusions contained herein have been based upon our observations and testing as noted. No representations are made as to the quality or extent of materials not observed and tested. The attached drawing details the approximate locations of cuts, fills, and locations of the density tests taken and is applicable to the site at the time this report was prepared. This report should be considered valid for permit purposes for a period of six months and is subject to review by our firm following that time. IF ANY CHANGES ARE MADE, PAD SIZE, BUILDING LOCATION, ELEVATIONS, ETC. - THIS REPORT WILL BECOME INVALID AND FURTHER ENGINEERING AND RECOMMENDATIONS WILL BECOME NECESSARY, VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondida, California 92029-1229 . Phone (760) 743-1214 . Fax (760) 739-0343 SOIL TESTING PERCTEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS J,A. Buza Corporation As-Graded Report, 3119 Circa De Tierra August 21, 1997 Page 11 If you have any questions or need clarification, please contact this office at your convenience. Reference to our Job #97-227 -F will help to expedite our response to your inquiries. We appreciate this opportunity to be of service to you. Ralph M. Vinje GE #863 RMV/MPRlmmd Distribution: Addressee (6) mpr\fillcont\97 -227 -f.rf1 VINJE & MIDDLETON ENGINEERING, INC. 2450 Vineyard Avenue, #102, Escondida, California 92029.1229 . Phone (760) 743.1214 . Fax (760) 739.0343 SOIL TESTING PERC TEST SOIL INVESTIGATIONS GEOTECHNICAL INVESTIGATIONS JOB NO: 97-227-F NAME: J.A. Buza Corporation LOCATION: 3119 Circa De Tierra, Encinitas LABORATORY COMPACTION TEST RESULTS: Soil Type 1: Soil Type 2: Soil Type 3: Soil Type 4: mpr\fillcont\97 -227 -f.pI1 Orange Tan Silty Sand Maximum Dry Density: 130.8 pet Optimum Moisture: 8.8% Tan Very Fine Silt and Sand Maximum Dry Density: 127.0 pet Optimum Moisture: 13.3% Orange Tan Fine Sandy Silt Maximum Dry Density: 130.6 pet Optimum Moisture: 10.3% Dark Tan Fine Silty Sand (Import) Maximum Dry Density: 120.5 pet Optimum Moisture: 14.0% JOB NO: 97 -227-F NAME: J.A. Buza Corporation LOCATION: 3119 Circa De Tierra, Encinitas Field Density Tests Results: Removal-Recompact '/, ,;". ..'.i.i,..,."..,'.i.. 'Fi~ld '.',"~~:., " ..f / :.: ~~<'X ,""'," I,'" . ,%' ,Dry, "',' ':i;.~):.;:;;~;:;': ,'L/ "', ',. ...."i'.". .. I;.::., .,': "i" 'i'" ."".......'."..;"';'i'.."; Date Test :i"i':'ii'i'~"'""i"""":~;"'.i'i:"',.,'i.".é,,;.. "',.: .,, ' !Field' Densitý ;' D,(I$ìtý' 1997 No. " ',',:. ,i'i,.' .':, "',:, 1'"111 ",J ,Moisture, " :Pèf " i:,'"".!,,,Pèf ,,', ",," "',', ,,:.. IX ,,:"> ':i" :',', 08/05 1 House Pad Area + 10' Perimeter -5' 9.0 120.9 130.6 92.4 In Place Density, Existing Fill 08/06 2 House Pad Area + 10' Perimeter -3' 9.5 118.9 130.6 90.9 08/06 3 House Pad Area + 10' Perimeter -1' 10.3 118.9 130.8 90.9 08/07 4 House Pad Area + 10' Perimeter -3' 11.1 117.3 127.0 92.4 UC 5', Keyway 08/07 5 House Pad Area + 10' Perimeter -1' 9.9 125.0 130.6 95.7 08/07 6 House Pad Area + 10' Perimeter +1' 10.0 121.4 130.6 93.0 08/07 7 House Pad Area + 10' Perimeter +2.5' 9.8 105.9 127.0 83.4 Failed 08/08 8 House Pad Area + 10' Perimeter +2.5' 9.5 114.7 127.0 90.3 Retest #12 08/08 9 House Pad Area + 10' Perimeter +3' 10.5 121.3 130.6 92.9 08/08 10 House Pad Area + 10' Perimeter +5' 11.1 122.4 130.6 93.7 08/08 11 Driveway +.5' 10.0 114.5 127.0 90.2 UC 1.5' 08/11 12 Driveway +2.5' 12.5 120.8 130.6 92.5 08/12 13 House Pad Area + 10' Perimeter +6' 12.0 126.6 130.6 96.9 08/13 14 House Pad Area + 10' Perimeter + l' FG 12.8 116.3 120.5 96.5 08/13 15 Driveway +4.5' FG 11.8 120.4 130.6 92.2 mpr\fillcont\97 -227 -f,tr1 TYPICAL RETAINING WAll DRAIN DETAil' ,'-;-'1/ 0--; ~" "N \ V" " ,~ I' Waterproofing Competent, approved soils or bedrock Filter Material. Crushed rock (wrapped in filter fa bric) or Class 2 Permeable Material (see specifications below) ::..~~~~:~~l~JI~I..I.~\~fi..'....:" ,...'. .' ..."..','. ',".'. ..",. .... . ..... . .. ....... àS.STÂ~¡jÁRD~""", . ,. ~~EVESIZE "'."".' rr~~~~~I~G.. .' 314 .;,::9ø.1QO I"~ '318 .. ':::.i4g;:JÖO:,'.. ,NO. 4.:.~'~H"'~$#Ø( :~~o,"""i:¡I[~i Perforated drain pipe . ... ...., . ..... .. .. ........... .......... ....... ........ .. .. .. ... ..,.,...,..., ...,.....,.., .. .. ........... ........................ ........ ... . . .... ..................."""""'" ... ... ...... ................,.",."".. ... ':..s.~ry959y'ý~!~ht,~:Z9-'... . ,.. .... ......... ...... ... . CONSTRUCTION SPECIFICATIONS: 1. Provide granular, non-expansive backfill soil in 1:1 gradient wedge behind wall. Compact backfill to minimum 90% of laboratory standard. 2. Provide back drainage for wall to prevent build-up of hydrostatic pressures. Use drainage openings along base of wall or back drain system as outlined below. 3. Backdrain should consist of 4" diameter PVC pipe (Schedule 40 or equivalent) with perforations down. Drain to suitable outlet at minimum 1 %. Provide %" - 1 W crushed gravel filter wrapped in filter fabric (Mirafi 140N or equivalent). Delete filter fabric wrap if Caltrans Class 2 permeable material is used. Compact Class 2 material to minimum 90% of laboratory standard. 4. Seal back of wall with waterproöfing in accordance with architect's specifications. 5. Provide positive drainage to disallow ponding of water above wall. Lined drainage ditch to minimum 2% flow away from wall is recommended. ' * Use 1 Y2 cubic foot per foot with granular backfill soil and 4 cubic foot per foot if expansive backfill soil is used. VINJE & MIDDLETON ENGINEERING, INC. PLATE 1 ISOLATION JOINTS A~D RE-~NTRANT CORNER REINFORCEMßil Typical - no scale (a) (b) ISOLATION JOINTS CONTRACTION (c) RE-ENTRANT CORNER--- REINFORCEMENT NO.4 BARS PLACED 1.5" BELOW TOP OF SLAB RE-ENTRANT CORNER CRACK NOTES: 1. Isolation joints around the columns should be either circular as shown in (a) or diamond shaped as shown in (b). If no isolation joints are used around columns, or if the corners of the isolation joints do not meet the contraction joints, radial cracking as shown in (c) may occur (reference ACI). 2. In order to control cracking at the re-entrant corners (:1:270° corners), provide reinforcement as shown in (c). 3. Re-entrant comer reinforcement shown herein is provided as a general guideline only and is subject to verification and changes by the project architect and/or structural engineer based upon slab geometry, location, and other engineerin:g and construction factors. VINJE & MIDDLETON ENGINEERING, INC. PLATE 2 . ' HYDROLOGY & HYDRAULIC ANAL YSIS FOR JOHN BUZA J.A. BUZA CORPORATION P.O, BOX 8617 RANCHO SANTA FE, CA 92067 PREPARED BY: EXP. 3/31/99 W::!~~~E 21:f77 1'\ "y'r v fZW~ St~\~..~ PE 721 00. IS r~~ II;' 1.1 \:." : LS '--..J -~) ': '.. :... J MAR 05 1997 ENGINEERING SERVICES CITY OF ENCINITAS III IV TABLE OF CONTENTS I INTRODUCTION..,..................................1 II DISCUSSION....,...........................,.....,..l CONCLUSION......,.................................1-2 HYDROLOGY,....".,............".....,...........3-7 V HYDRAULICCALCS.........,............",......,,8-10 VI APPENDIX.......................................... 11-1 3 VI EXHIBITS...........................................14-Foldout Page 1 I INTRODUCTION The purpose of this report is to address the impacts of storm flow runoff on the proposed single family residence grading plan referenced to as the Buza Residence Grading Plan. The site is physically located approximately 350 feet east of the intersection of Val Sereno Drive and Circa De Tierra on the south side of Circa De Tierra. It is known as APN 264- 250-18 and is legally described as lot 161 of Map 7531 in the City of Encinitas. The geographic location ofthe site is North 33°02'52" latitude and West 117°13'17" longitude. Based on the calculations contained in this report conclusions will be drawn as to the adequacy of the drainage systems shown on the Buza Residence Grading Plan. II DISCUSSION The hydrologic soil group is "D". Approximately 0,2 acres of offsite land currently drains onto the subject property, For the purposes ofthis report it is assumed that runoff generated from the offsite land will continue to flow across the property line and therefore contribute to this project's total runoff for that basin. However, as recommended below, the owner of the subject property may wish to contact the owner of the offsite area and discuss the maintenance of what appears to be a silted in swale running along the common property line, The purpose of this swale seems to be to prevent the flow of drainage across the property line. Reestablishing this swale would reduce flows unto the subject property and reduce silt carrying runoff across the proposed driveway. Capacities for the 12 inch square area drain are calculated herein using a headwater depth of 0,5 feet and a factor of 3 to account for the area of the grate, (See area drain capacity calculations herein) The existing 24" RCP storm drain that crosses the subject property will not be impacted by runoff from this project. The runoff from the 0.69 acre on-site property will be discharged through the curb via 2-3" PVC pipes. The curb will be core drilled to accept the 2-3" PVC pipes. III CONCLUSION It is apparent, based on visiting the site, that the area directly to the east of the easterly property line (referred to above as the offsite drainage area) has been graded to accommodate a horse corral. It appears that a swale and berm were provided to intercept, contain and convey runoff south along the property line and preclude any offsite siltation on the subject property. However, the swale has been filled in by silt over time and is now not intercepting the storm flow as it flows west toward the subject property. Consequently, it would behoove the owner of the subject property to bring this matter to the attention of the owner of the offsite drainage area as spelled out above. Buza Hydrology/PE721 Page 2 It is the professional opinion of Pasco Engineering that the drainage system proposed on the corresponding grading plan is adequate to intercept, contain and convey Ql00 to the discharge points as shown, "II1II 3 IV HYDROLOGY CALCULATIONS 4 ** ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Hwy. 101, suite A Solana Beach, CA 92075 Ph. (619) 259-8212 Fax (619) 259-4812 * ************************ DESCRIPTION OF STUDY ************************** * ydrology Analysis for the John Buza Residence. PE 721 * * 00 year storm * * ee Exhibit * * ************************************************************************ ** ************************************************************************* ILE NAME: 721.DAT IME/DATE OF STUDY: 16: 6 2/28/1997 -- ------------------------------------------------------------------------- SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- ------------------------------------------------------------------------- MANUAL CRITERIA SER SPECIFIED STORM EVENT(YEAR) = 100.00 -HOUR DURATION PRECIPITATION (INCHES) = PECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 PECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE AN DIEGO HYDROLOGY MANUAL "C"-VALUES USED OTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 2.900 FOR FRICTION SLOPE = .95 LOW PROCESS FROM NODE 1.00 TO NODE 2.00 IS CODE = 21 -- ------------------------------------------------------------------------- »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< == ========================================================================= OIL CLASSIFICATION IS "D" URAL DEVELOPMENT RUNOFF COEFFICIENT = 4§§!I? ~...-..~ NITIAL SUBAREA FLOW-LENGTH = 300.00 PSTREAM ELEVATION = 94.00 OWNSTREAM ELEVATION = 90.10 LEVATION DIFFERENCE = 3.90 BAN SUBAREA OVERLAND TIME OF FLOW (MINUTES) = 100 YEAR RAINFALL INTENSITY(INCHjHOUR) = 3.278 UBAREA RUNOFF(CFS) = 1,02 OTAL AREA(ACRES) = .69 18.568 TOTAL RUNOFF(CFS) = 1. 02 === ======================================================================== ND OF STUDY SUMMARY: EAK FLOW RATE(CFS) = OTAL AREA(ACRES) = 1. 02 .69 Tc (MIN.) = 18.57 s ND OF RATIONAL METHOD ANALYSIS == ========================================================================= h ** ************************************************************************* RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT 1985,1981 HYDROLOGY MANUAL (c) Copyright 1982-92 Advanced Engineering Software (aes) Ver. 1.3A Release Date: 3/06/92 License ID 1388 Analysis prepared by: Pasco Engineering, Inc. 535 North Hwy. 101, suite A Solana Beach, CA 92075 Ph. (619) 259-8212 Fax (619) 259-4812 * ************************ DESCRIPTION OF STUDY ************************** * YDROLOGY ANALYSIS FOR BASIN "B", OFFSITE AND ONSITE AREA. PE 721 * * 00 YEAR STORM * * EE EXHIBIT "A" 3-3-97 MS * * ************************************************************************ ** ************************************************************************* LOW PROCESS FROM NODE 3.00 TO NODE 4.00 IS CODE = 21 ILE NAME: 721B.DAT IME/DATE OF STUDY: 11:25 3/3/1997 -- ------------------------------------------------------------------------- SER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: -- ------------------------------------------------------------------------- 985 SAN DIEGO MANUAL CRITERIA SER SPECIFIED STORM EVENT(YEAR) = 100.00 -HOUR DURATION PRECIPITATION (INCHES) = PECIFIED MINIMUM PIPE SIZE(INCH) = 4.00 PECIFIED PERCENT OF GRADIENTS(DEClMAL) TO USE AN DIEGO HYDROLOGY MANUAL "C"-VALUES USED OTE: ONLY PEAK CONFLUENCE VALUES CONSIDERED 2.900 FOR FRICTION SLOPE = ,95 -- ------------------------------------------------------------------------- »»RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< == ========================================================================= OIL CLASSIFICATION IS "D" URAL DEVELOPMENT RUNOFF COEFFICIENT =~ NITIAL SUBAREA FLOW-LENGTH = 250.00 PSTREAM ELEVATION = 120.00 OWN STREAM ELEVATION = 92.80 LEVATION DIFFERENCE = 27.20 RBAN SUBAREA OVERLAND TIME OF FLOW(MINUTES) = *CAUTION: SUBAREA SLOPE EXCEEDS COUNTY NOMOGRAPH DEFINITION. EXTRAPOLATION OF NOMOGRAPH USED. 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 5.489 SUBAREA RUNOFF(CFS) = 1.06 OTAL AREA(ACRES) = .43 ~~~ ,'S' 8.349 TOTAL RUNOFF(CFS) = 1. 06 -~ -- ------------------------------------------------------------------------- -- ------------------------------------------------------------------------- ND OF STUDY SUMMARY: EAK FLOW RATE(CFS) = OTAL AREA(ACRES) = 1.06 .43 Tc(MIN.) = 8.35 7 -- ------------------------------------------------------------------------- -- ------------------------------------------------------------------------- ND OF RATIONAL METHOD ANALYSIS e V HYDRAULICS CALCULATIONS tj ** ************************************************************************* HYDRAULIC ELEMENTS - I PROGRAM PACKAGE (C) copyright 1982-92 Advanced Engineering Software (aes) Ver. 3.1A Release Date: 2/17/92 License ID 1388 Analysis prepared by: PASCO ENGINEERING, INC. 535 N. HIGHWAY 101, SUITE A SOLANA BEACH, CA. 92075 PH. (619) 259-8212 FAX. (619) 259-4812 -- ------------------------------------------------------------------------- * ************************ DESCRIPTION * IN. SLOPE FOR 6" PVC PIPE * * * OF STUDY ************************** PE 721 * * * ************************************************************************ IME/DATE OF STUDY: 11:37 3/3/1997 == ========================================================================= ** ************************************************************************* » >PIPEFLOW HYDRAULIC INPUT INFORMATION«« -- ------------------------------------------------------------------------- PIPE DIAMETER (FEET) = .500 PIPE SLOPE(FEET/FEET) = .0300 PIPEFLOW(CFS) = 1.02 MANNINGS FRICTION FACTOR = .012000 = ------------------------------------------------------------------------- ------------------------------------------------------------------------- CRITICAL-DEPTH FLOW INFORMATION: ---------------------------------------------------------------------------- CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL CRITICAL DEPTH (FEET) = .47 FLOW AREA(SQUARE FEET) = .193 FLOW TOP-WIDTH(FEET) = .221 FLOW PRESSURE + MOMENTUM(POUNDS) = FLOW VELOCITY(FEET/SEC,) = 5.298 FLOW VELOCITY HEAD(FEET) = FLOW HYDRAULIC DEPTH(FEET) = FLOW SPECIFIC ENERGY(FEET) = 10.47 .44 .87 ,91 - -------------------------------------------------------------------------- - -------------------------------------------------------------------------- NORMAL-DEPTH FLOW INFORMATION: - -------------------------------------------------------------------------- NORMAL DEPTH(FEET) = .40 FLOW AREA(SQUARE FEET) = .17 FLOW TOP-WIDTH(FEET) = .405 FLOW PRESSURE + MOMENTUM(POUNDS) = FLOW VELOCITY(FEET/SEC.) = FLOW VELOCITY HEAD (FEET) = HYDRAULIC DEPTH(FEET) = FROUDE NUMBER = 1.677 SPECIFIC ENERGY(FEET) = 12.08 6.109 .580 .41 .98 /lREfl PR4/N C/lP~C/TT C/l¿C¿¡tATIOAJ6 CII~(.J:' C/1PAC / 7Y CJr,' /,111 JI /2# APEA' OR4/lj u./ /.4TR/C/# 6RA7é, t/Sé.f Q:= 5.0? .o/'s Iú/-lDêE: P==- P6;è//4¿-;n~ (/7) . V ==- VcP/Ï¥ ( .,&'r ) V/¡/Íoe Q ðy ..3 rD ACC¿?v/ur.~ A/2rA Or 6£A7é. -oCPTI-I 4///l/¿48¿.6,(5 10 /9: ~ 1'/7 ~")7!:;/z-' C> r /2 1/><:12 It [//24 IÁ/ 15 4 (I) = 4. 0 FT. 7lIæE¡CD/i?:r.' aC,4p ==- 3.ð(4)(I)/.ST3 =. 4cp.5 »» 7JZt¡ »» ¿PUP"> CJ (t)O , B/ 5/97 ;J¡/ ,0 /2",Y /1' .4R&4 L4M/AI h/ß/J?/t//A GÆ47E /s ðJ::' (~ #ýO£CJ~y C4c..c.S' Fe?£. &/a:>j , ,.. t/cPTll ð'F (), :5 rT (. \/ )/,5 I OcA,P~ 5) = 3.0 f...l-. '5 -:- 3 = /,4/ CP-5 Qc,4fJ C. '7) ) (;)1(;0 .", . . o~ =: ¡:'r. a-éíP' //~H¿JIJ/lß7Z.. I ~ c::J~. II VI APPENDIX .---, I ~ , .- - --¡-: .. . ." -- I - - ~ - \ , ~\ 1 COUlffY OF SAN DIEGO DEPARTMENT OF SANITATION & .FlOOD CONTROL' . ~ AJ 83 ð CJZ 'S-?-., tù II 7 tJ I 3 I / 7 " f& ;;;- z. i --..--....-. ....-. '-- _. . I 15' : I 33° 45' prepltf..d br .' U.S. DEPARTMEN11' OF COMMERCE NATIONAL OCJ::^,~IC AND ^T~ OSPIIEKIC ^D~:I~ISTRATION SPECIAL STUDIES DRANCH, OFFICE OF II UROLOGY. NATIONAL WEATHER SERVICE M' - Þ-4 I » I -..,J 30' 1181 45' 1168 30' . 1170 15 ' 301 15' ~ -"- -' -" -' --a -.. -' COUNTY OF SAN DIEGO DEPARTMENT OF SANITATION & FlOO!> CONTROL 451 301 151 II 77002 ':52 " tV 1170 13 (/7 ~ 33° 17.-4- ::: 6. 0 451 .... ,-1- u.s. DEPARTMENlr OF COMMERCE Prcr..+'4 b, NATIONAL OCI'^:\IC AND ArJmil'JlEIUC AO)IINI:;TRATION I SP¡::CIAL STUDIES U"A~CII. O~ï"ICI:: Of' IIIO1:OLOGY, N^TlO~^L WE^TIIER SERVICE - 30 I -t ~. -. t-1 . " ...... I )~ V4 1 u:u liS I Pi I 1178 "1168 II ~i I )0' l!t I )01 It . VII EXHmITS '/:SIff' Þ24lpM e AtZnf MAP ~,ø.z.. pe.. ur 0- --! 1-S ~\~ r ~E.~ c... , ~~~' _JJJ o~~ PORl' \ ON OF LOl' Î 44 MAP 753Î B. ) þ., Ñ - ~ ~I '! ! ,I AI ¡ .i "j ,I ¿;XI~ p~ IZel .~ - - CAMINO ----==- - " ) '" ',', " ~ ~<t \ ; $1. ~ 0 " ~ .1'. :~ 'J ,'< :j :! ,I J 'A"J V) w a: 0 w 0 -1 Q a: L.t.. 0 APN 2 65- 41 2-01 :: 'ii , I" .jl WORK:,:,e,E '~ .':ij 'j BE.CO~~E.NOE.O B'í: ~o~~ ~PPBO\JE.O B'í: Qþ., iË: ---- Qþ.,iË'.----- .,'" " .."to,\¡: pþ.,sco