Loading...
HomeMy WebLinkAboutCT 72-34; RANCHO LA CUESTA; GEOLOGIC GRADING REPORT; 1976-11-11• • • • • \. • .. •.... • • • • E.6U'~j'U"1l e-/7:J-3;/· J::~ i!,-8If~ / -.S- f}Hf}-c)/ £d PRO J EC T G R A DIN G REP 0 R T Tract 72-34 Lots 29-43 (Unit ") and Lots 71-83 (Unit 2) in the City of Carlsbad, California for Newport Shores Builders November 11, 1976 by Pacific Soils Engineering Irvine, California " • • • • • • •• • • • • PACIFIC SOILS ENGINEERING, INC. 1792-1 SKY PARK CIRCLE (SUITE G) IRVINE, CALIF. 92714 TELEPHONE: (714) 557·9450 Newport Shore Builders P.O. Box A Huntington Beach, CA 92648 Attention: Subject: Gentlemen: Mr. Mi ke Jager Final Engineering Geologic Grading Report; Tract 72-34, Lots 29-43 inclusive (Unit I), and 71.,.83 inclusive (Unit 2), in the City of Carlsbad, California L.A. COUNTY OFF-'C~ 1402 W. 240th Street Harbor City'; Ga. 90710 (213) 325~727.2' ,or 715·6771 VENTURA C9UN'TY OFFICE' Pbst,OfJice Box 75 Thousa(1d,Oaks, Ca. 913(;0 , (213) 889·9919 " (SO?,) ~95·6513 . November n, 1976 Work Order lOO236A This final geologic report for the subject tract is submitted in accordance with the requirements of the City of Carlsbad. Geologic data are plotted on the plan included wah the companion Project Grading Report. No buttress or stabilization fills were required for support of ClJt slopes. Based.,on our inspection of geologic conditions of the site, the subject lots are satisfactory for the intended use from a geologic point of view .• Respectfully submitted, PACIFIC SOILS ENGINEERI , INC. Reviewed by: 64xQ2~ REX P. KETTER, Vice President Dist: (10) Addressee REL:RPK/vU • • • • • '. • PACIFIC SOILS ENGINEERING, IN'C. 17921 SKY PARK CIRCLE (SUITE G) IRVINE, CALIF. 92714 TELEPHONE: (714) 557-9450 Newport Shores Bui Iders P.O. Box A Huntington Beach, CA 92648 Attention: Subject: Reference: Gentlemen: Mr. Mi k~ Jager Projec t Soil Engineering GrQding Report; Tract 72-34, Lots 29-43 il1c1usive (Unit 1), and 71-83 inclusive (Unit 2), in the City of Carlsbad, California Preliminary Soi I Engineering and Engineering Geologic Report and Engineering Geologic and SorI Engineering Review of Grading Plan for Tract No.72-34, dated July 5, 1974 by Pacific Soils Engineering, Inc. (W.O. 10(236) L..A. COUNTY OFFICE 1402 W. 240th Street Harbor City, ca. ,90710 (213) 325·7272 or 77.5-61'll VEI\ITURA'CO,UNTY OFFICE Post Office .Box 7-5 Thousand Oaks, Ca. 91360 - (213) 889-99:19 , (805) 495-6513 November 11, 1976 Work Order 1 00 236A This report presents soil engineering data and test results pertaining to the placement of compacted earth fill on the subject property. Foundation cr.iteria are also included in this report for the subject residential Lots 29-43 inclusive, and 71-83 ,inclusive. All fills, cuts or processing of original ground under the pIJrview of this report have been completed linder', our inspection or accpeted .by this firm, and are in compliance with F .H.A. • ' criteria and the Grading Code of the City of Carlsbad, California. All work under'our p'urview was accomplished in occordance with the "Earthwork Specifications" contained in the above-referenced investigation report. • Completed work has been reviewed and is considered SiJitrJble for the construction now ,planned. All slopes are considered grossly and surficially stable and will remain sO under • nomial conditions ~ Compaction test results are ,presented in Table I, and approximate locations of tests are • • • • • • • • • • • • Work Order 100236A November 11, 1976 Page 2 shown on the 'enclosed grading plan (5 sheets). Also shown on the plan are locations q.f tests taken in adjacent areas. These test results will be submitted 'in future grading repo~ts! as these areas are completed, or have been submitted in previous reports. Laboratory Stanaard: ASTM: D 1557-70T Soil Tree D -Clayey Sand E -Clayey Sand F -Clayey Sand G -Sand . Opt. Moist. (%) 12.5 13.5 15.0 15.0 15.5 13,.0 Max. Dry Density (Ibs./cu-.ft.) 118.0 115.5 113.0 108.5 111.5 117.0 116.5 106.0 120.5 65()psf 0.1 - % Swell* ASCE ND H -Clayey Sand. I -Sand J -Clayey Sand K -Silty Sand L -Silty Sand 13.0 16.0 12.0 ND 0.0 ND ND ND ND ND ND 8 ND ND ·4 ND 1 ND ND * -Swell tests were remolded in a one-inch high ring to 90 percent relative compaction utilb;ing material at optimum moisture for samples to be surcharged at 650 psf. Samples were inundai'ed for 24-hours and tren amount of swell was recorded. ASCE denotes .in accordance with ASCE Expansion Index Test. ND denotes not determined • 1. Prior to the placement of compacted fill, the exposed notural surface was scarified, watered as necessary and compacted in-place, suitable to receive fill. Where necessary, alluvial·materials in canyon swale bottoms were removed to eifher in-place bedrock, or competent natura I soi Is. 2. Fill consisting of the above soH types was then placed in thin lifts/ watered as necessary and compacted in-place to a minimum of 90 percent of the laboratory standard utilizing tractor-drawn sheepsfoot type rollers and heavy earth moving equipment. Each fi" was treated in a like manner. 3. Fill placed on slope gradients steeper than 5-horizonta.l to l-vertical was keyed and J:'lACIFIC SOILS ENGIN5ER!NG. INC. • • • • • • • .' • • • Work Order 100236A November 11, 1976 Page 3 benched into bedrock. The opper soils were stripped and/or benched out on the shallower slopes in such a manner that all compacted fill. is in confact with .j.n.to~t bedrock or competent soi Is. 4. ' All removals and excavating for canyon c1eanouts, and processing in preparing fill areas were inspected and approved by this firm's representative prior to placement \ of any fill. ' 5. Compaction tests were taken for eac h one to two feet of fi" placed. The maximum vertical depth of fill placed is on the order of 20 feet on Lot 79. The building pad areas on Lots 71, 72, 81, 82, <:rnd 83 are in cut. Random compaction tests performed , at the finished cut grade and visualinspecti-on indicate a suitable compact finished grade. 6. Based upon preliminary investigation and ,geologic inspection during grading, neither stabilization fills or buttress fills were required in place of proposed cut slopes. 7. The cut portion oftransitional'lo'ts were over-excavated to a depth of 3O-inches and replaced as a compacted fi.l1 to provide uniform bearing conditions,. This was accomplished on Lots 32-35 inc lusive, 39, 40, 73-77 inclusive, and 80, as indicated with a "e" on the enclosed plan. 8. Fi II slopes were back-rolled as they were brought to grade at approximate four-foot intervals~ At the completion of fill placement, the slope was' uniformly compacted by , .frock-rolling and finished by cutting and trimming bac;:k to the compacted core. Slope tests were made after completion of trimming. All slope dehsification has been, completed and the slopes are considered stable under normal conc:litio~. PACIFIC SOILS ENGINeE~ING. INC. • • • • • • Work Order 100236A November 11, 1976 Page 4 9. * ** *** Materials encountered in cut and utilized for compacted fi II range~ from non to .highly expansive in nature. A lot-by-Iot evaluation of the soil conditions were conducted,. with the subject residential lots being considered to range from very low to high in expansion potential, according to Table 29-G of the 1973 Uniform Building Code. Results of these expansion tests are as follows: Lot No.'s 29 -43 71, 78 &79 72-77, 80-83 Soil Type* I, L I, L H, L· Expansi,on Index** 40 ND 115 .Potential Expansion*** Low Very Low High, Per tabulation (page 2) compaction test soil types, upper three feet (%.Sand, Silt, CIcilY) 67 1-4 19 80 11 9 14 43 43 As determined in accordance with ASCE Expansion POfential Method; ND -not determined Per Table 29-C of the 1973 Uniform Building Code Design criteria for foundation and slabs-on-grade for the subject lots are in Items 10 • and 11 of this report. • • • • 10. The following criteria should be used in foundation 'design for'the residential lots. a) The recommended bearing value for both the interior and exterior footings is 1500 Ibs./sq • .ft. having a minimum embedment depth of 12-in?hes and having 'a minimum width of 12-il1ches. b} A lateral bearing value of 300 Ibs./sq.ft. per foot of depth of a maximum Qf 1500 Ibs./sq.ft. may be utilized. A lateral sliding coefficient of 0.40' may be used in design. The above values may be increased one-third for short duration leads such as PACIFIC SOILS ENGINl;:SRINr,;, INC;::. I • • • • • • • • • I· I '. • Work Order 100236A November 11, 1976 Page 5 11. seismic and wind loads« Footing and slab-on'-grade reinforc~ment criteria A .summClry of foundation requirements is presented on Plate A. a) Compacted fill Lots 29-43 inclusive, 78 and 70 are consi'dered to be slightly .-..1 _ .-R ...., ___ _ expansive {low} in nature and therefore the following criteria should be used for design: 1) 3) 4) .AII footings for the proposed structure shall have a minimum embedment of 12-inches below grade. Spread or isolated footings may be used .• placed in the bottom .of the footing and one in the top •. ~~~~~:G£~+-~~'."j-"''';''':'''''::'"''~~~~¢--''''o{' All slabs-on-grade in living areas shall be reinforced with a minimum .of six-inch by six-inch, No. 10 by No: .10 welded wire mesh or eg.uivaler'lt positioned at mid-heig.ht of the slabs; 12 by 12, W2.8 by W2.8 welded wire mesh is considered equivalent' reinforcement. A minimum of 10-mil p.olyvinyl membrane is required under af! slabs-on-grade in living areas. This membrane shall be covered by a minimt!m_ of .one-inch of sand to aid in curing .of the concrete. Slab subgrade for living areas and garage areas shall be m.oistened to at leas~ optimum moistutE!F to a depth of 12:-inches, prior toplacing concrete. PACIFIC SOILS ENGII"JE""RING, .INC. • • • • • • • • • e· • Work Order 100236A November 11, 1976 Page 6 5), No special treatment of the garage areas is required, except that the garage slab should have a positive separation from fhe stem wall~ b) Cut .!ett 71 is considered to be rion-expansive {very low} in nature and the following criteria· should be used for design. 1) 2) All footings for the propos~d structures shall have a minimum embedment of 12-inches below grade. Spread or isolated footings may be used. Continuous footingsr;;eed ~;r~e reinforced. ;:e,.. 1."4(N!(It ."-.13: W I loA _Ql!t~f"~-'""'tt fP!<~~JStd All slabs-on-grade in living areas shall be reinforced with a minimum of six.-inch by six-inch, N~. 10 by No. 10 welded wire mesh or equivalent positioned at the. mid-heig'ht of the slabs; 12 by l2, W2.8by W2.8 we·lded wire mesh is considered equivalent reinforcement. 3) A minimum of 10-mi I polyvinyl membrane is required under all· slabs""on-grade in living areas. This membrane shall be covered by a mihimumofone-inch of sand to aid in curing of fhe concrete. 4) Slab subgrade for living areas and garage areas sh<;111 be moistened to at I.east optimum moisture, to a depth of 12-inches, prior to placing' concrete. 5) No special treatment of.the garage area is required, except that the garage . slab should have a positive separation from the s1'eni wall. _. F,c} Cut ~~~L~~~ inclusive, and compacted fi" ~7.inclusive ond,,~~Q are considered to be highl)' expansive (high) j~ nature and therefore fhe following P.t~CIFIC SOILS ENGINESS:UNG. INC. • • • • • • • • • • • Work Order 100236A Novem~er 11, 1976 Page 7 criteria should be used for design: 1) All exterior footings for the proposed structure shall hgve a~rif!l .. ~~Ja,~9"J.~ of 24..;inches below grade. Interior footings shall have a minimtJm embedment :t6A'WAIJ!!e /Wi~¢,.r"" =:-"':;.,....;io;:-':..~~--;::!~.... a.x 1l"_j-W¢J;("''''!b~R' "".~~~~~~~~-""'--~---. All continuous footings shalf be reinforced with four No.4 bars, two "Kj... .. iF 0118 mll~" ~II'A ~ 0111 "!IA\« t~~w;; ..... ; ow n'~ 2) AI! slabs-on-grade in living areas shal I be reinforced (minimum) with two 3) -- layers of six-inch by six-inch, No. 10 by No. 10 welded wire mesh ~ equivalent positioned at mid-height of the slabs; 12 by 12, W2.8 welded' wire mesh is considered equivalent to 6/1 by 6/1, No .. 10 by No. 10. A minimum of 10-mil polyvinyl membrane is required under all slabs-on- grade in living areas. This membrane shall be covered by a m,inimum of one-inch of sand to aid in curing of fhe concrete. 4} -. Slab subgrade for living areas and garage areas shall be presaturated to at least 105 percent of optimum moistu're, to a depth of 12-inches, and verified by the soi I engineer at least 24-hours prior to placing concrete. 5) The garage slab should have a positive separation from the stem wall. In - addition, a grade beam reinforced continvously with the garage foot-ing shall be constructed beneath the garoge door opening~ beneath the garage slab. PACIFIC SOILS ENG~NEERINGJ INC. • • • • • • • • • • • Work Order 100236A Nov~mber 11, 1976 Page 8 12. Utility trench backfill should be accomplished in accordance with'the prevaiJing criteria of the City of Carlsbad. Respectfully submitted, PACIFIC SOILS ENGINEERING, INC. Reviewed by: BY:~ A~ P;R~.Ef8431 REX P. KETTER, Vice President Dist: (10) Address"ee AJJ: RPK/vll / PACIFIC SOILS ENGINEERU\lG. INC. • Work Order lDD236A November 11/ 1976 TABLE --... Test Test Moisture Dry Relative % Spil Dote No. Location El,evation Content (%) Density Compac;.ti'on Type ....... u~I'&MI~'" -' 9/1/76 10.6 Lot 31 61.0 9,.9 10.9.2 97.0. D 9/2/76 112 Lot 35 73.0. 14.9 115.2 -98.0 D 9/4/76 121 Lot 37 79.0. 11.1 110..7 94~,O D sC ". -.~----.--- 127 Lot 43 95.0 14.9 10.9.5 93.0 0 128 Lot'41 97.0. 13.0. 10.9.3 93 • .0 6> SC 130. Lot 44 lo.6~o. I 12.4 110..0. 93 .. 0. D SC 9/7/76 134 Lot 43 98.0. 14.3 10.8.0. 92.0 D • 135 Lot .42 98.0. 16.3 115.7 '98.0.-D SC 136 Lot 40. 92.0. 12.4 '10.9.7 93.0 0 SC 137 Lot 39 88.0. 10..5 10.9.4 93.0. D SC 140. Lot 38 81.0. H.l 114.4 97.0. D, sc 9/8/76 163 Lot 39 ' 91.0. 11.7 10.8.0. 92.0. 0 164 Lot 40. 94.0. 13 .. 6 113.5' 96.0 D, • 165 Lot 43 10.1.0 15.6 111.0. ' 94.0. 0 10./22/76 672 J -Lot 43, 10.1.0 14.3 10.8.2 92.0. I 673 Lot 42 10.3.0. 11.7 10.6.0. '9'1.0. I 674 Lot 41 10.0.0. 13.0. 110..4 94.0. I 675 Lot 42 -10.5.0 10..4 10.7.3 92.0. I • 676 Lot 43 10.4.0. 11.7 111.0. 94.0. I 677 Lot 42 ,108.0. 12.4 10.6.5 91.0. I 679 Lot 29 56.0. 17.0. 97.4 92.0. K SC 680. Lot 3D 63.0. 15,.6 10.0..1 94.0. K SC 690. Lot 43 10.4.0 10..5 111.0. 94.0. D • 691 Lot 43 10.7.0. 11.1 10.7.1 91.0. D 692 Lot 42 111.0 13.0. 10.9.0. 93.0-D 693 Lot 42 114.0. 9.9 110..6 94.0. D 694, .Lot 41 112.0. 11.7 Ho..D 93.0. D 10./27/76 70.2 Lot 43 120..0. 11.7 110..2 94.0., I • 70.3 Lot 42 122.0. 14.3 10.6.5 91.0. I ,704 Lot 41 124.0. 13.0. 10.8.0. 93.0. I 10./28/76 728 Lot 43 123.0 12.4 111.4 95.0. I 729 Lot 43 . 126.0. 14.3 10.6.1 91.0. I 730. Lot 42 126.0. 15.0 10.7.5 92.0. r 731 Lot 41 128.0. 10..5 10.9.0. 93.0. I SC • 732 Lot 411 1'3'1'.0 11.1 113.1 97~o. I $C 10./29/76 737 Lot 43 129.0. 13.0. 112.1 96'.0. I 1/3/76 . 811 Lot 43 104.0., 13.6 112.6 , 93.0. L I 812 Lot 43 10.7.0. 12.4 109.3 '91.0. L 813 Lot 40. 97.0. 10..5 .. 113.0. 94.-0. L .' 814 ' Lot 41 101.0. 13.6 110..8 92.0. 'L 815 Lot 39 9.2.0. 14.9 115.0. 95.0. L 816 Lot 39 94.0. l~.o. J 12.4 93.-0. L' , 817 Lot 38 ' 84.0. 13.0. 111.5 92.0. L -. ---.. _----. ----~ • (jj)' • November 11, 1976 Work Order 100236-A • 11/4/76 818 \ 97.0 113.6 94~0 Lot 38 11.7 ,t '819 Lot 38 101.0 14.3 109.2 91.0 L 820 Lot 31 74.0 13.0 111.0 92.0 L • 821 Lot 31 78 .. 0 11.1 110.5 92.0 L 822 Lot 32 76.0 11.1 1-09.8' 91 •. 0 L 823 Lot 32 80.0 12.4 111.5 93.,0 L 824 Lot 30 67.0 13.0 109.0 9'0"",0 L 825 Lot 29 60.0 13.0 112.3 93.0 L • 830 Lot 30 71.0 12.4 112.6 93'.0 L 831, Lot 33 87.0 14.3 t11.0 92.0 L 832 Lot 33 91.0 11.7 109.,5 91.,0 L 833 Lot 79 95.0 10.5 113.6 94.0 -I., 834 Lot 79 99.0 13.0 111.7 93.0 L • -11/5/76 842 Lot 38 105.0 9.9 109.0 90.0 1 SC 843 Lot 37 109.0 13.0 l12.6 93.0 L SC 844 Lot 38 87,,0 14.3 113.0 94.0 L SC' 845 Lot 38 90.0 11.7 108.3 90 .. 0 L SC 846 Lot 37 83.0 11.7 111.5 93.0 L SC 847 Lot 37 87.0 13.6 no.o 91.0' t ' SC • 848 Lot 36 78.0 ' 17.0 114.2 95.0 I., 849 Lot 36 8,1.0 ,15.6 109.5 91.0 -L 850 Lot 35 76.0, 12.4 105.9 91.0 I 851 Lot 35 79.0 13.6 108.0 92,0 I 852 Lot 34 75,,0 ]4 .. 3 109.4 91.0 I • 853· Lot 34 78.0 13.6 107 .6 92.0 I ' 854 tot 33 72.0 15.6 11'0.2 94.0 I 855 Lot 32 66.0 13.0 107.0 91.0 856 Lot 32 69.0 14.3 109.4 94.0 I 857 Lot 31 64.0 13.0 . 109.0 93.0 I • 858 Lot 31 67.0 12.4 108.6 9S.0 I 859 Lot 74 108.0 14.9 111.5 93.0 L 860 Lot 74 111-.0 15.,6 115.0 95.0 L 861 ' Lot 75 112.0 16.3 112.6 93.0 L SC 11/6/76 870 Lot 76 109.0 12.4 110.0 91.0· L • 871 Lot 77 107.0 11.7 1'09.1 91.0 L 872 Lot 78 98.0 13.0 114.0 ' 9~.0 L 11/7/76 878 Lot 43 110.4 14.3 111.6 93.0 L SC 879 Lot 42 106.2 11.7 109.3 91.0 L SC 880 Lot 41 103.0 13.0 113.0 94.0 L SC 881 lot 40 99.8 12.4 112.7 94.0 .L SC • 882 Lot 39 96.6 13 .. 0 109.0 9000 L SC 883 Lot 38 93A 10.5 114.0 95.0 l sc 884 Loi' 37 89.~ 12.4 109,5 91.0 L SC 885 Lot 36 83.0 12.4 112.0 93 .. 0 L 886 Lot 36 86,,3 15.6 110.0 91.0 L • @ PACIFIC SOILS ENGINEI;:~ING. INC. --~-- • I Noyember 11, 1976 Work Order 100236-A • 11;7;76 887 Lot 35 82 .. 7 11 07 111.5 93.0 L 888 Lot 34 81.4 12.4 115.0 ' 95.-0 L • 889 Lot 33 75.5 14.3 110.2 91.0 L " 11/8;76 890 Lot 29 62.0 13.0 112.5 93.9 L 891 Lot 29 65.0 10.5 109.8 91.0 L 892 Lot 30 66.0 10 .. 5 111.0 92.0 L 893 Lot 30 69,.1 12.4 113.2 94.0 L • 894 Lot 30 75.0 11.7 110.0 91.0 L 895 Lot 29 69.0 14.3 110.4 92.0 L 896 Lot 29 73.0 . 15.6 l09.0 90.0 L 897 Lot 80 109.0 12.4 112.6 93.0 L 898 Lot 80 111 .. 0 13.0 115.5 96.0 L 899 Lot 74 116.0 14.3 109.0 90'1 0 L . 5C • 900 Lot 75 113.0 15.6 111.5 93.0 L 5C 901 Lot 76 111.0 11.1 113.8 94~,O ,L SC 11/9/76 902 Lot'77 109.0 10.5 112.6 94.0 L' 5C , J 903 Loi" 78 102.0 14.3 108.5 90.0 L 5C 904 Loi 78 105.0 13.0 ' 113.5 94.0 L 5C • 905 Lor 79 99.0 11.7 1 I 1.4 92 .. 0 1 5C 906 Lot 79 103,0 13.6 110.7 92.0 L 914 Lot 73 115.0 12.4 113.2 94.0 L 915 Lot 73 . 1]8.0 13.0 108.4 90 .. 0 ' L 916 Lot 73 12T.O 14.9 99.8 90.0 H • 917 lot 72 123.3 17.0 104.0 93.0 H 918 Lot 82 121.2 15.6 1'01.6 91.0 H 919 Lot 80 114,.3 14.3 105.3 . 94.0 H 920 Lot 74 118.6 . 16.3 100.8 90.0 H 921 Lot 75 116.2 16.3 102.5 92.0 H, SC • 922 Lot 76 113.8 17.0 103.7 93.0 H 5C 923 Lot 77 111.0 15.6 101.8 91 •. 0 H 5C 924 Lot 78 108.7 11.1 116.2 96.0 L 925 Lot 79 106.3 13.0 109.0 90.Q L 11/10/76 926 Lot 32 72.2 13.0 109.8 91.0 ' L 5C • 927 Lot 31 69.8 10.5 111.0 92.0 L 5C 928 Lot 29 67.8 11.7 109.9 91.0 L SC 11/11/76 9385 Lot 43, 138.0 11.7 109.8 91.0 L 9395 Lot 41 122.0 10.5 111.0 92.0 L 9405 Lot 38 110.0 12.4 11'0.2 91.0 L I 9415 Lot 31 85.0 13.0 106.8 91.0 I '. 942S lot 29 80.0 11.1 109.0 93.0 I S Slope Test SC Sand Cone Method; remaining tests by drive tube • Areas failing to meel" minimum compaction requirements were rey./9rked andretested~ Only passing tests are shown on the above table. rji)~ PACIFIC SOILS ENGINEERING. INC. • Work Order 100236A November 11, 1976 • TABLE " • -Approxi mate Lot No. Deeth {feet~ 29 \6 30 4 31 7 • 32 7 33 4 34 6 35 9 36 9 • 37 11 38 13 39 9 40 8 41 8 • 42 8 43 15 7-1 Cut 72 Cut 73 6 • 74 10 75 5 76 5 77 5 78 1 15 79 20 • 80 6 81 Cut 82-Cut 83 Cut • • • PACIFIC SOILS -ENGINEERING, INC. ~ PACIFIC SOIL.S Er~GINEERING, INC. SUMMARY OF FOUt>lDATlON REQUlRElv\ENTS IU~J' 17921 SKY PARK CIRCLE (SUITE ·Gl IRVINE, CALIF. 92714 • ~IJ TELEPHONE: (714) 557-9450 TRACT NO. 72-34 __ • • • • • • • • • • FOOTING , FOOTING Depth Reinf. Slab Moist. Depth Reinf. .. Slob ; Moist lot Ext. Into Ext. .J~, Reinf. Req't. Lot ,~J..~._"Jnts. __ .,:J,:x!,!;_" ~JJ1.t.!:= ,~'.B.~'!Df'L Req It 29 A , ADD I G J 81 30 A A ID D lG J 82 31. A A ID D lG J 83 A ·1 D . DIG J -----."""~ .. ",,..,.-..... -""'---;f""+ ... ~.....-. ..-,.-.... -; , 33 A A I D D i~ G. J 34 A A lD D tG J A lD DIG J 36 A ADD I G. J 37 A A '! 0 DIG J 38 A A lD DIG J 39 A !D -D ! G .J 40 A A JD DIG J 41 A A I D D.! G J 42 A A ID D G J 43 A fA in D I.G J 71 A A x'" X (;J:LA- 72 1<: 73 Ie 74 75 iC 76 \e 77 78 A 79 A -80 C 'I~'-"--' A- D- E- F-,F',"! "G- H- 1- J- 'K'" " ( -. , ;,': -Lf 'J,L i-.,;.....\ ~EGEND .. 12"; :B~(C~below I'owest, adjacent grade One (1) No. ~"'l'ebdt ot top and one (1) at boHom . Two (2') No. 4. rebars at top and two (2) at bottom One (:l) No. 5 rebar at top and one (l) ai' bottom Six (6J inch by six (6) j'nc·h .. No. 1 Q by No. 10 welded wire mesh, or equivalenf. Six (6) inc.h by six (6) ihch -No.6 by No. 6 welded wire mesh, or equivalent. No. rebers, ~inches on center. both ways. - A moisture content of optimum mO'isture req~ired to (2 depth of 12-inches below slab subgrade Presaturationof slab sU})9tadereguired to 105 percent of optin;um moisture to a depth of 12-inches pe(ow slab sLibgrade. . . Slab subgrode 'moistureto be. verified by the soH engineer F prior to placement of visg.ueen and reinforcernent. J" X, -NO SPECIAL'REQUIREI';M:!hrt .~\-Two layers of m.esh I'equiresd· hl!'he slab. Note: 1) ; Exterior foot.ings f6f 2;...sto·ry structures must .hovs a minimum embedment of l8-inches beIQw:grqde. . .' ,. . 2) E,"'t~dor foofings for3-story srmcttJres must nerve a minimum embedment of .24-inches below grade; j'nferiors, 18-im::hes be·low'grade. ..' @ . / . PLATE .. I!A"