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Home My WebLink About2620 ACUNA CT; ; 80-773; Permit. 3 0 -I I \ C v1 P Ip rn r r INSP~TICN VALIDATE. -4- d .. ... . .~ 1 .. . . I I1 "I "I - I-" OR INSPECTION PERMIT NO. BUILDING 0 FOUNDATION n REINFORCING STEEL n MASONRY 0 GROUT. GUNITE 0 FLOOR AND CEILING FRAME 0 SHEATHING 0 FRAME 0 EXTERIOR LATH n INSULATION n FINAL 0 INTERIOR LATH OR DRYWALL c 4 PLUMBING 0 UNDERGROUND PLUMBING / 0 UNDERGROUND WATER 0 ROUGH PLUMBING 0 TOP OUT PLUMBING n SEWER AND PLKO 6F ~ 0 TUB OR SHOWER PAN 0 GAS TEST 0 WATER HEATER 0 FINAL I ELECTRICAL 0 TEMPORARY SERVICE 0 ELECTRIC UNDERGROUND 0 ROUGH ELECTRIC 0 POOL BONDING 0 ELECTRIC SERVICE 0 CEILING HEAT 0 G.F.I. 0 SMOKE DETECTOR 0 FINAL - - - READY FOR INSPECTION: ONDAY 0 TUESDAY 0 WEDNESDAY 0 THURSDAY 0 FRIDAY Y 0 A.M. SPECIAL INSTRUCTIONS / MISCELLANEOUS / -4 0 PLENUM AND DUCTS n COMBUSTION AIR /SIGN 0 PATIO 0 GRADING 0 DRIVEWAY 0 CONDITIONED AIR SYSTEMS REFER PIPING 0 FINAL REQUESTED BY PHONE NO. PERSON TAKING REPORT / REQUEST FOR INSPECTION TIME: INSPECTOR PERMIT NO, $54 7-3 DATE: 7-YF8 OWNER T L, &dx@ETionl ADDRESS BUILDING 0 FOUNDATION 0 REINFORCING STEEL 0 MASONRY 0 GROUT. GUNITE Q FLOOR AND CEILING FRAME - 0 SHEATHING 0 FRAME MI$ 0 EXTERIOR LATH 0 INSULATION a INTERIOR LATH OR DRYWALL I FINAL I PLUMBING I ELECTRICAL 1 0 TEMPORARY SERVICE ELECTRIC UNDERGROUND ROUGH ELECTRIC 0 POOL BONDING 0 ELECTRIC SERVICE 0 CEILING HEAT 0 G.F.I. SMOKE DETECTOR FINAL 0 UNDERGROUND PL 0 UNDERGROUND WATER 0 ROUGH PLUMBING 0 TOP OUT PLUMBING 0 SEWER AND PL/CO 0 TUB OR SHOWER PAN 0 GAS TEST u\p STEMS REOUESTED BY PHONE NO,- PERSON TAKING REPORT glNQy REQUEST TIME: INSPECTOR DATE: OWNER q”, c. ADDRESS r BUILDING ELECTRICAL 0 FOUNDATION 0 REINFORCING STEEL 0 TEMPORARY SERVICE 0 MASONRY 0 ELECTRIC UNDERGROUND 0 GROUT - GUNITE ROUGH ELECTRIC 0 FLOOR AND CEILING FRAME POOL BONDING 0 SHEATHING ELECTRIC SERVICE CEILING HEAT 0 EXTERIOR LATH 0 SMOKE DETECTOR 0 UNDERGROUND WATER 0 ROUGH PLUMBING n TOP OUT PLUMBING 0 SEWER AND PL/CO 0 TUB OR SHOWER PAN 0 GAS TEST 0 CONDITIONED AIR SYSTEMS 0 WATER HEATER 0 REFER PIPING 0 FINAL 0 FINAL . I READY FOR INSPECTION: SPECIAL INSTRUCTIONS h;\\ c& 6kK 4-3 d&tp=%lQd. REQUESTED BY PHONE NO. \ PERSON TAKING REPORT PRCN ECT : &c/~c-l~:d ‘e ‘ L’ JOB NO- SD 28707 ST RU CTU w\L CALCU LAT 1 ON S DES1 GN ASSUI-ZPTI ONS : CONCRETE STRENGTH AT TWENTY EIGHT DAYS : 1,’iSONR’I : GRADE N CONCRETE BLOCK F b1 = NORTAR T TYPE S 1800 PSI GROUT : 2000 PSI REINFORCING STEEL : A- STRUCTURAL STEEL : A .JI,Z3ER : DOUGLAS FIR-LARCH JOISTS B BEAPIS AND POSTS #/ STUDS %z SDIL PRESSURE 1 /ooo PSF 615 GRADE DESIGN LOADS : IWOF DEAD LOAD FLOOR DEAD LOAD SIGNATURE PROJECT JOB NO. I e &k - i I DESIGNED CHECKED BY DATE SHEET NO. 3 DESIGNED BY CHECKED BY DATE SHEET NO. 4 or BX 16 \ I WIGNED BY CHECKED BY DATE SHEET Ho. 9- 2 4-80 7 I SIGNATURE PROJECT JOB NO. 28707 I CLJ / I .. I. 3 . .. WWRT BL-6 John 6. Fox - P.E. Slephen D. Dlllemulh - P.E. James A. Larel - P.E. SAN DIEGUITO ENGINEERING, INC. P.O. BOX 2004 RANCHO SANTA FE, CA 92067 AVENIDA DE ACACIAS 756-3064 CIVIL ENGINEERING SURVEYING SOIL TESTING SDE 2083 December 24, 1980 T.L. Construction Tom Elliott 124 Cliff Street Solana Beach, CA 92075 SUBJECT: Report of Compaction Tests, Proposed Residential Site, Lot 93, Acuna Court, La Costa, California. Mr. Elliott, In accordance with your request, we have performed compaction tests on the compacted fills placed on the subject site located on Lot 93, La Costa Estates North, City of Carlsbad, County of San Diego, The tests were performed from December 1 to December 9, 1980, during the grading operation. The results of the tests and our findings are presented in this report. Site grading consisted of both cut and fill operations required to construct a flat pad area for the proposed residential structure. The configuration of the graded site is shown on -the atteched Plate No. 1. Prior to the placement of any fill, the areas to receive fill were cleared of vegetation and debris. Loose surficial soils were scarified a minimum depth of six inches, moistened and recompacted. ., SDE 2083 December 24, 1980 Page Two The fill materials, consisting of dark brown slightly clayey silty sand native to the site, were moistened, placed in six to eight inch lifts and compacted to a minimum of 90% of the maximum dry density as evidenced by the field in-place density tests performed at the locations indicated on the attached Plate No. 1. Compaction was achieved with a sheepsfoot and heavy construction equipment. Field density tests were performed according to A.S.T.M. Test Method D-1556-64. Moisture content determinations were made for each of the density tests. The results of the tests are presented on the attached Plate No. 2. A maximum dry density determination was made on representative soils used in the compacted fill. The test was performed according to A.S.T.M. Test Method D-1557-70. The results of the test are presented on Plate No. 2. The expansion potential of a sample of representative soils used in the compacted fills placed on the site was determined by allowing the material, remolded to 90% of its maximum dry density, to swell against a surcharge of 150 psf when brought into contact with wat-er. The expansion of the sample from the air-dry to saturated corditions indicates the soils are moderately expansive. The following provisions are recommended for the design of foundations and slabs for the proposed structure in order to reduce the probability of structural damage due to expansive soil cond!.tions. . , 'SDE 2083 December 24, 1980 Page Three Footings minimum depth of 24 inches below lowest adjacent finish grade. All footings for the proposed structure should be founded a Footing widths should be determined in accordance with current building code design criteria and should be a minimum of 12 inches. Both exterior and interior continuous footings for the structure above the bottom of the footings and 2 #4 bars positioned 1 1/2 should be reinforced with 2 #4 bars positioned 3 inches clear inches clear below finish floor. Slabs by a 4" blanket of free-draining sand sandwiching an impermeable Interior slabs should be a minimum of 4" in thickness, underlain (plastic) membrane and completely surrounded by a continuous footing. The slabs should be reinforced with 6 x 6 6/6 welded wire mesh positioned at the center of the slab cross-section. Exterior slabs should be a minimum of 4" in thickness. Walks or slabs 5 feet or less in width should be reinforced with 6 x 6 10/10 welded wire mesh positioned at the center of the slab cross- section. Weakened plane joints should be provided for all exterior slabs as recommended in the figure below. I 't SDE 2083 December 24, 1980 Page Four Moisture Control Clayey soils should not be allowed to dry before placement of concrete thereon. They should be sprinkled if necessary to insure that the soils are kept in a moist to wet condition (3% minimum above the optimum moisture content,) Provisions for draining water away from the proposed foundations and concrete flatwork should be included in the development of the site. Drainage gradients should be at least 2 percent. by a representative of this office to establish that the recomm- Prior to the placement of concrete, the site should be inspected endations presented above have been followed. Structures such as foundations, concrete decks, swimming pools, walls etc. should not be located within 5 feet of the top edge of a slope. Foundations located outside the 5 feet slope setback should be extended in depth such that the bottom outside edge of the footing is a minimum horizontal distance of 5 feet from the slope face. If there are any questions regarding this report, please do not hesitate to contact this office. This opportunity to be of serv Respectfully submitted, SAN DIEGUITO ENGINEERING, INC. - mkw 0 n B. Fax, RCE 26525 ice is sincerely appreciated. I \ m, m d m m 9 + m m d d ID m 4 w + wm r-01 dr- drl mr- dN 4.4 IDID ++ c4 0 0 0 m 0 00 I m m I mm I II w Irl I I N N N I mm d d II NN dr- w E;; 2 2 E-* 4 d N COUW ot San ego -Community Services Agency - Department of Land-Use and. Environmenal Regulation 837 Willirnston Stred Vita. CA 92083 726-7920 (Zenith 7-2001) A. 1. 2. 3. 4. 5. 6. 8. 1. 2. 3. C. 1. 2. a. 4. 5. 6.