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HomeMy WebLinkAboutCT 72-30; PROPOSED CONDOMINIUM BUILDINGS; SOILS INVESTIGATION; 1972-09-20.-~~""~,, :,i,::~"f:~(:~~~~"'~"c .. ' ':-,','-, ,-, ,::, -.""', --,C r :' ".rf·'I-~j' " '~ ... , ': , ' CT 72-sD , , . ''-, '.' . ... --~ ~ , <, "'10, SOILS INVESTIGATION REPORT ---------------------------------PROPOSED CONDOMINIUM BUILDINGS SOUTH TERMINATION OF W~RINA DRIVE CARLSBAD, CALIFORNIA MADE FORa MR. & MRS. RICHARD NOWELL C/O ~~. JOSE CANEDO 6730 FLORENCE AVENUE BELL GARDENS. CALIFORNIA BY CHANG & ASSOCIATES 4488 PACIFIC WAY LOS ANGELES, CALIFORNIA ~.' c", .**_*.************************************************************* ,. , ' . ,-J.-. ". l: . -:'! '! JOB NO. 2172-A SEPTEMBEH 20, 1972 " ' .. , " " ~_ -~"-r:-' ____ ""' __ w_, _' __ :'-" -.:-.... -----'.--\ ,-:'" : •• 'i." " t, , -J TO,a' \' SUBJECT, " .. , . SCOPE, CHANG & ASSOCiATES FOUNDATIONS. SOILS. ENGINEERING. TESTING 4488 PACIFIC WAY • LOS ANGELES, CALIFORNIA 90023 (213) 261-4129 September 20 f 1972 MR. & ~RS. RICHARD NOWELL C/O'MR. JOSE CANEDO 6730 FLORENCE AVENUE BELL GARDENS, CALIFORNIA SOILS INVESTIGATION REPORT PROPOSED CONDOMINIUM BUILDINGS SOUTH TERMINATION OF ~ARINA DRIVE CARLSBAD, CALIFORNIA OUR JOB NO. 2172-A , : This report presents the results of our foundation investigation , performed on the site of the proposed condominiums to be located at the South Termination of Marina Drive, Carlsbad, California. The purpose of the investigation was to determine the nature of the soils underlying the site, ascertain their engineering prop- erties and to provide criteria for the foundation des.ignof the proposed building. ,STRUCTURAL CONSIDERATIONS We understand that the proposed project will include the con~trtic­ 'tion of three condominium buildings, a carport, and,a small rec- reation room. Two of the condominium buildings are to b~ three-" story woodframe structures ,over a concrete garage. The third building will be also 3-story high. but without a garage. The 'major 'structural loads of the structures are to be supported on . , bearing walls and colum~s. The maximum wall and column loads are ... ,'; , estimated to be in the or'der of 5.0 kips/ft. and 150 kips, respec- , tively. Both the carport and the recreation room will be two-story struct- ures. 'The foundation loads for th~se struct~I,'e~ are expected tQ , ; '~. ~ " >l, " , " be relatively light. SITE CONDITIONS • Soils Investigation Report,' South Termination of Marina Drive Carlsbad, California ,The subject site is located south of the southern termination of Marina Drive, in the City of Carlsbad. The south property line of,t~e subject site borders on the Aqua Hedionda Lagoon and the , ,west" property line on a canal. 'The site is vacant and its ground surface is free of weed growth at the present time. It tilts slightly towards south, with 'an' average descending rate being in the order of 2%. The average elevation of the site is approximately 10 ft. above the lagoon level. FIELD INVESTIGATION . On July 28. 1972, six 24" bucket auger test borings were made on, the "subject site at the approximate locations shown on Piate A:."· ' The logs of borings are presented on plates B to G. 5.0 to 8.0 ft. of artificial fill was encountered in ali six borings drilled. It appears that the fill has received some compaction during its placement. ,' .. ' Natural soils on the site differ strikingly between two areas, labelled as Zone A and Zone B on Plate A. The westerly portion '. of the site, or Zone A, is underlain by 5.0 ft. to 10.0 ft. of compressible clay which is in turn overlain by well consolidated .', -, : .. ,,' ~ silty sand. Natural soiis in Zone B, on the other hand, consist primarily of compressible clayey sands. No soils that are suit- 'able for foundation support were found in Zone B to the depth ,drilled. CHANG & ASSOCIATES - 2 -CONSULTING FOUNDATION ENGINEERj; " .. ',-. ;-' . • I " ~-,--:~" ... • , I,' . --". --.---.... - Soils Investigation Report South Termination of Marina Drive Carlsbad, California Ground water was encountered in each of the test borings. The depth of the water table is-20 f t below the existing ground sur- -face in Zone A and 15't in Zone B. The demarcation line shown on Plate A. between Zones A and B, is approximate at best. It can be more precisely defined by drill- ing four to six additional borings. Undisturbed core samples of the soils encountered were obtained .by driving a 2.500" I.D. thin-walled tube sampler into the ground with the drill stem, which weighed approximateiy 1,200 ibs •. -The number of blows required to drive the sampler 1.0 ft. with a 1.0 ft. drop of the drill stem is shown on the boring logs. LABORATORY TESTS Laboratory tests were made on representative soil samples obtained -. 'to ·determine their physical properties. These tests included the determination of moisture content, dry density, cohesion and angle of internal friction from direct shear tests, and the consoiidation characteristics of the soils. The direct shear specimens were sat- urated and consolidated before testing •. Water was added to the consolidation specimens at the 1,000 lbs/sq.ft. load point. Results of the above tests are shown on the boring logs and the enclosed consolidation test forms. CONCLUSIONS AND RECOMMENDATIO[§ General ,","','t, ',' :' ,~,,>, The silty sand soil encountered in Zone A is suitable for foundation support. Buildings in Zone A may be supported on bell caisson type foundations founded in the silty sand soil. CHANG & ASSOCIATES :3 CONSULTING FOUNDATION ENGINEERS » . " <? ,':: . , -'. • Soils Investigation Report South Termination of Marina'Drive' Carlsbad, California The dondominium buildings in Zone B shall be supported on pile foundations or on compacted fill as no firm soil strata was \' found in this area. The carports in the eastern portion of the site may be supported on conventional continuous footings provided all existing fill .. under, future carports is removed and recompacted to 90% relative:! Y' . density. Foundations Zone A In'our opinion, the portion of the buildings situated in Zone A , may be supported on bell caissons founded at least 2.0 ft~ into the well consolidated, silty sand stratum. The following values are recommended·for the design of the foundations I Vertical Bearing 4,000 lbs/sq.ft. Lateral Bearing 400 psf/ft. Coef. of Friction 0.4 , The above values may be increased by 1/3 for wind and seismic 'considerations. " The ,sett~ement of the caisson foundations, when loaded to the maximum recommended pressures, will be approximately 3/~". wj,.th the majority of this taking place during construction. ,Foundation Zone B -Piles 'J', ' The portion of the buildings that are located in Zone B shall be ,~ . ,I , ~.'~""C;!"4't'1 supported on driven, shelled, cast-in-place friction piles. The bearing capacity of thE1{'piles may' ''be determined by the stat-ie, load test method outlined in the ASTM D 1143 Standard, or by using dynamic pile formulae during the driving of the piles. If the -4 ,,', , CHANG & ASSOCIATES CONSUL.TING FOUNDATION ENGINEERS, , ,.; '. 11.. .- -<",'.' "'''>'I~ • ~------~---- Soils Investigation Report South Termination of Marina 'Drive Carlsbad, California latter approach is adopted, the Engineering News-Re,cord Formula or any other dynamic pile formulae recognized by the Locai Build- ing Authorities may be'used. For the purpose of preliminary designs, a pile capacity curve for the, soils encountered is provided on Plate H. It must be pointed out that this pile curve is based on simplified assumptions and ·that the bearing vaiues indicated on the curve are probabiy very conservative. The following values may be used in the pile foundation designs Passive Soil Pressure Assumed Point of Fixity Resistance Against Uplift Downd~ag of Fill Coef, of Friction Between Concrete & Soils 300 psf/ft. 10 ft. below piie cap 1/2 Downward Resistance Negiigible 0.4 Piles in groups should be placed at least :3.0 average p,ile d.l:'B.-:- .meters O. C. and should be driven and poured alternately, aliow,,: ing the concrete to cure at least 24 hours before driving an ad- jacent pile. For the piles driven as recommended, there wiii be .no reduction in the capacity of piles due to group action. Water and foreign materials, if any, should be exciuded from the pile shafts prior to pouring concrete, For resisting lateral loads, the passive pressure of the soils ,and the friction between ;f19or slabs ·:~,p,d soils may be used. 5 - .j' CHANG & ASSOCIATES CONSUl.TING FOUNDATION .ENGiNEERS " -' \ ':-" ~ , , _~ __ ._~1" .. ~~ ~ ... _____ . __ -_ •J , , Soils Investigation Report South Termination of Marina Drive Carlsbad, California The pile foundations should be tied together in all directions by members capable of transmitting in tension and compression a force \ equal to 10% of the larger pile cap load. The pile capacities may be increased by 1/) if seismic or wind loads are considered. -The total settlement of the pile foundations is estimated to be in the order of )/8". The differential settlement,. between the pile and the caisson foundations will be approximately )/8". Foundation -Zone B -Compacted Fill As an alternative to the pile foundations, the proposed condominium building may be supported .on compacted 'fill provided ·.t-hat the naturai . soils on the site will support the grading equipment. The compacted fill shall be at least 12 ft. thick and shall be constructed with granular soils. The minimum compaction of the fiii shaii be 90% of the ASTM D 1557-70 standard.' Conventional spread and continuous footings may be f.ounded into the compacted fill. The following values are recommended for footings founded a minimum of 12" into Vertical Bearing Lateral Bearing Coef. of Friction the compacted fill. 2,000 Ibs/sq.ft. )00 psf/ft. 0.4 Footing embedment deeper than 4.0 ft. is not recommended, as it would place the footing bottoms too close to the compressible lagoon deposit. - 6 -CHANG & ASSOCIATES CONSULTING FOUNDATION ENGINEERS. • , t Foundations -Carports Soils Investigation Report South Termination of Marina. Drive Carlsbad, California All existing fill under future carports should be removed and \' recompacted to a minimum of 90% relative density based on the ASTM D 1557-70 standard. Conventional continuous footings may be used to support the ,carports, using a 1,000 lbs/sq.ft. bearing value. If the natural soils under the fill cannot support grading equipment, pile foundations may then have to be used to support the foundations. Slabs on Grade Floor slabs for the proposed condominium building and the car- ports may be supported on the subgrade soils, inciuding the ex- isting fill soil. If during construction the subgrade soiis . are'loosened, or if trench soils are left under the slab, the ,subgrade soils shall be tamped to a firm condition before pour ... · ing the slab. The soils on the site are moderately expansive. The slabs placed on grade shall be supported on a 4" sand-gravel mixture and be reinforced by 6x6/10-10 welded wire mesh, or its equiva- lent. INSPECTION DURING CONSTRUQTION , ' This office shall be promptly notif~ed if any conditions substan- .',;w. L "/' ;',.' " , , ially differing from that disclosed by the test borings and the test pit are encountered during construction. All caisson drill- ing, pile driving, and soil compaction shall be under continuous - 7 - .' ;:,...:- CHANG & ASSOCIATES CONSULTING FOUNDATION ENGINEERS .', ' ." • • ~ \,.. t' • inspection of a soils engineer. Soils Investigation Report South Termination of Marina Drive Carlsbad. California Before pouring the footings, the foundation soils 'shall be visually inspected by a soils engineer to make certain that the footings are fo~nded into the appropriate soil strata as recommended. see/dh CCI 6 -Jose Canedo 1 -David Weiss & Assoc. -.": - 8 - Respectfully submitted, CHANG & ASSOCIATES ,~t1~/ s. C. Chang Civil Engineer #1521i . CHANG lit ASSOCIATES CONSULTING FOUNDATION ENGINEERS , ; LE GENDL" ' Locarlon ~ Tesf BOring .. ,:,,' 1'" ,. -.. ~-­_ ... _-----, Job No. 2/72-A Plafe: No . A SOCIATES CHANG & AS ENGINEERS O UNDATION ING F CONSUL T __ , ". j '~-.. _' -........ - ---w---------~.----'-------~-- '! . ; LABORATORY LOG OF TeST BORING NO. 1 For South Termination of Marina Drive Carlsbad, California Lab Job No. ?1 ??-A . u u c .. 2 C ... -VI Ctl Q) Ctl Ci .. ~ .s:. E ~ -c 1..: VI \ 01. . ..; o 0 c J! .. . c .-... ~ ~ ... --II)- u.:: w 0'" <1)-c .... g 'ni 0 ... 0::' 0:: u~ ~ . -=~ 0 ~. .-c: :i .. 0 ::l .-0-'(3 ~ Q) 0" VI Q) c~ Q) () .~ u .... VI VI c: VI c: () I-U o C:. Q), .-0 :;:u, Ctl .. 0... 00 DESCRIPTION :; Q) c' .s:. • ::: VI ·~cf w .~~ ... 0... ;::! <Ii Q) .~ o VI Q) C c: c. VI >:e -... U:e o 0 0'-w 0 :: . 01 () ()~ II 0 ... c .-UU c c :E 0 <tJ: ;::! u 0... I APPROXIMATE GROUND ELEVATION = ~ 0 I--Filla Medium Clay, sl. sandy, -f--dull brown to gray. J.;--Firm to 2.5' ; soft I--below 2.5' • 1-5 --"----------~-------- I--Natural Soil. Silty Clay, 51.0 72 12 470 2 ~sh saturated, soft. f-- I-- ~1~ ~sh 35.2 77 I---sr. Clayey C Iayi---Gray---W-orow • f--saturated, sl~ firm. ~ -----------~-.--------------_._---- r--:.. Silty F. Sand, Greenish gray, .... 15 s~turated, firm. 3 27.2 95 32 210 I-r- '--- f-- f-- 1-20 9 23.2 102 I--Water @21'. I-- f-- I-- 25 5 _27.1 98 37 150 ~ -----~-~--------- f--End of Boring I--- f-- ~30 , I-- ~ ",-':" . , . ~ " I-- f-- f--- f--CHANG & ASSOCIATES I-- t---Plote No . B . MOL3802 -:1 ( MOL380Z ·--- LABORATORY LOG OF TEST BORING NO. 2 For South Termination of Marina Drive Carlsbad, California Lab Job No. 2172-A . " u c 2 .. III \ LA) 0: o U DESCRIPTION ... c ~ c 0'" o~ Q) tJ 5 i ... 0.. Vl '0 ::IE . .; c ... o . .-C' Vl Vl Q), .gil o£ ... r:: o 0 .... -c: ... Q)~ .C) ::: .-0 ::: Vl Q) r:: o 0 ou r:: 0..-.-r:: Vl II ~~ e.Q) )(0.. LA) I APPROXIMATE GROUND ELEVATION = ~ O~--~--------------------------------~----+-----~--~-----+----~----+---~ - -- f-- f-- -5 1 I-- I----- -p, sh 10- 5 - I-- 5 Filla Sl. Sandy Clay, multi- colored, very moist, sl. firm. 1-----------------_._------ 14.8 102 Natural Soill Silty Clay, organic, saturated, soft. 32.8 82 14 I-l----------------------------I Sl. Sandy Clay, Gray to brow, saturated, sl. firm. 1---------------------------Sl. Silty F. Sandi Sl. greenish gray, saturated, 6 firm. 2 .3 Dark gray below 16'. With seashells below 23~. 99 22.6 103 Water @ 23.5'. 35 450 175 2' 27.0 97 14--------.----------------- End of Boring CHANG & ASSOCIATES Plate No. C -,--.-,,~ ---'-1---~-. . ._-".-------'----._.-'----------------~--~~"-~ .. -.,...---!'_----' -' ~-...... ------~-----tit ---... ----~ i, MOL380:! LABORATORY LOG OF TEST BORING NO. .3 For South Termination of Marina Drive Carlsbad, California Lab Job No. 2172-A u v c ~ .. u .. J! .. . u.:: :i. 0::'-.. I-c~ 0'0 c.. '~:a w 0 0 c u c.. ~ 0 I-- ~ ~ ~ f-5 1 f--- f-- ~ Ish - I-- f-- ..-- 1-15-2 f-;- '1-- I-- - 20 18 f-- f-- f-- - 25 f-- -- ~ - I--- f-- f-- f-- I--- f-- ~ f-- ~ \- 0:: o U DESCRIPTION I APPROXIMATE GROUND ELEVATION = Filla Sandy Clay, brown, firm moist. ----------1 Natural Soill Sandy Clay, dark, organic, saturated. 1+--------------.-----------1 Sl. Sandy Clay, Brown to gray Sl. firm, saturated. K----------------------------~ Silty F. Sandi Dark gray, saturated, firm. ... .c -0) • --... 4> .... ~ ::i .~ (J c:' :> !Ii >-::e ... C 10.5 102 No I ecovlry 45.4 79 12 . .; c: .... o • --C' II) II) 4>, .c. o II) -U::e 550 /----------------------------_. Clayey F. Sand. White to It. 18.6 114 .33 370 brown, ve!'y ~~~_~t_~ __ v~ry __ ~.!. m. Water @ 19'. End of Boring .... c: o 0 .... -c: ... -~ ~ (,)- --0 ::: II) 4> c: o 0 uu CHANG & -ASSOCIATES Plat. No. D c: 0'" .-c: II) Gl c: () III ... e.G) -)( c.. W ~ ., .. - MOL3BOZ ;, ~ ... -. ------4f-------.----------'----. -------'--~---- LABORATORY LOG OF TEST BORING NO. 4 For South ~Iermination of Marina Drive Carlsbad, California . Lab Job No. ?1 ??-A 41 U c: 2 .. 41 ., .! ., . 41':: :i 0::'-., 1-' c:~ 00 Q.. .~:o w 0 G c: 41 Q..' ~ 0 ~ .. ~ to- t-- f-S 7 I-- I-- f-- I-- ~o. I---p, ~ sh - ~ ~ sh I-- f-- i-- 2()' ~ ~ ~ f-- - I-- ~ I-- I-- - ~ I---...-- I-- ~ - l.....- I-- ~ f-- ~ \. 0:: o U DESCRIPTION ) APPROXIMATE GROUND ELEVATION ~ FilII Clayey Sand, It, ye11o~ to dull brown, fi;rm; mois1 , Clayey below~' -5-, 1*----------_ .. _-_ .. _----------_ .. _--Natural Soil. F-M Sand, sl. 6.4 106 red, brown, very firm,moi~t. Clayey Sandi Dark gray, very firm, very moist. Sl. organic. Sl. Clayey Sandi Dark gray, saturated, sl. firm. 29.5 Water @ 15'; cavings. 111-_________________________ No RE covel y End of Boring -. , ',' . • O' c .... o . .-cr III III ~': o III U:e 1,.20 ' .... c o 0 O' .-g 'ca 'u ;g .... 0 .... III Gl c: o 0 uu .. co !.; (I) .... 'tI' Q) cr C III ;'(n C e. 0'-(J-lC C ::> CHANG & ASSOCIATES Plate No. E > ;, .:" c: 0" .-C III Q) C (.) co .. e.G! xQ.. w --~----._--'-----. e----------. -----~---------------- LABORATORY LOG OF TEST BORING NO. 5 For South Termination of Marina Drive Carlsbad, California Lab Job No. 2172-A II U c: 2 4i .. .! VI • II':: ~ 0:: ....... .. r-c: ~ 00 a.. ~~ w 0 co c: II a.. • 0 --- I-- t--1 1-5 f-- I--- I-- ~Oj US! I-- r-- r----4.5- -;--5 -- I-- ~o- I-- 0' f---'- f-- I-- - I-- r-- I-- """ - ---- -- I'-- f--- I--. ~ MOL.3B02 , ., .. ' ~. ,. In \ w 0:: 0 U DESCRIPTION / APPROXIMATE GROUND ELEVATION = Filla Clayey Sand & Sandy Clay, dull brown, moist, sl. firm to firm 1----------_._-_._._-----_ .. _- Natural Soil. Silty Clay, dark gray, plastic, soft, saturated. 1------------_.-_ .. -. __ .. _-----_. ... c 23 C 0'" U ~ Gl U .. .. ~ Gl ... a.. l/) '0 ~ 14.9 35.5 Sl. Sandy Clay, gray to dull brown, saturated, sl. firrr. 1----------------------_._._-- -If) ... to Gl .I: Cl E ~ . .,; .-..; Gl ..... 23 ~ c_ ~ . 0 .E" .-c-~ If) If) .~ U .... o c'," ~': c' :::l vi o· o If) al ._ U:e >:e -... Cl U .. C .-0 <til: 103 83 13 575 Silty F. Sand. Sl. Greenish gray, very firm, moist. 25.2 103 36 250 Clayey layer @ 18.5'-19.5'. Water @ 20' :t 1--.--------------------_ ... _-- End of Boring . ',,' .. .... C to 1..: o 0 ... .-m-c ... .~ ~ ,,' Gl r::r c If) u-.-0 ;'U; ::: If) c e. Gl C 0'-o 0 UU t.l~ C :::l CHANG & ASSOCIATES Plate No. F C 0'" .-C If) Gl C t.l to .. e.Gl )(a.. W ~ __ • ___ ':'...l... 0' __ -~ -------~ --..-------_ .... LABORATORY LOG OF TEST BORING No.6 For South Termination of Marina. Drive Carlsbad,. California Lob Job No. 21 72-A CI U c 2 .... .. " .! .. . CI':: :i 0:: ....... .. .... e ~ 00 a. -z-w ~-" 0 G e CI a. ~ 0 ~ ~ 2 r:-- ~ -5- - - l- i--- -10- --2-~sh I- 15- r-;- I----- - - I- '1- -:l - - - l- I- i-- I-- 10- I---- - - -- :3 \ 0:: o U DESCRIPTION I APPROXIMATE GROUND ELEVATION = Filla Clayey Sanda Dull brown to gray, firm, very moist. Sl. red. sand 6' -7'. 12.8 118 l.:.Layey ~an(ra-Gray-;-very moist, Sel. I ~r ~. Silty Clay, Dark, saturated, plastic", soft. t----------------------~ -. o c: « Q) .~ -... C) U c: .-<t:u: . ..; c:_ o . .-a-1/1 1/1 ~': o 1/1 u:!: Clayey Sanda Gray, saturated, 13.9 107 33 385 soft. Water @ 15'. ~-------------------.----.---\ End of Boring '",:'-' -c: o 0 ... .-c: ... Q)~ 'u ::: .-0 ::: 1/1 Q) c: o 0 uu c: 0'" .-c: 1/1 Q) c: u CIS ... e,Q) . )( Co W ~--~~--~~--~----~----~----~----,j CHANG & ASSOCIATES Plate No. G MOL3BO;! --.. ' .... '.. r ,.' .~. t. , '". -\" •. , .... ,- "'~~:c~ :.~- ~ 1':,~'; ~_ ;, "I{ '.",~ '~(.;'~-'::-"('" ,:,:,. ":t 'I;. • .~ . ..-;:;. -', ,~', " ,i, '-.- -''C''';' ,~,;,;,~ ", :,' :, :' : , " ., .. .:" '--4t- . ' J, -/ . <iI' "i,:' ,., \' ",' .' 300 !, , shown he~e' are For pil s with' "~'-" ' , , ,',. . ::r • ':..' f . .' " . The pile Icapacitie for 12" qia. piles. diameter~ differin p~le cap~cities rna b direc~ proporti 250 I diameter l :--·----- from 12" 'the . be calcu~ated, , ning of p~le ' , ---j------'~f+----_+ I I , i 200 ~---.-,--'----------J- 1 I ! I -1--1-1 I : 150 I+-, ------j-~-. --'--, ~. .. -'--" I~~-:-'---'----l ".< .! I '! 100 f-------I-----------1- ! j I .' ':" ,----~' f---' ,,-:'., 1 . -(.< 50 o -:::=--.-t-----.--,-L------L-~-,.......I._ _____ _____t, :,l " , 20 40 60 80 100 .. PI~~;:_DEPTH, FEET JOB NO.,2J72>-A , ~, ' PLATE NO. H CHANG & ASSOCIATE~, CONSULTING FOUNDATION ENGINEERS' ", ,:1 : . ,,'. • > •••• .. -,,' 'I l. .~ , '.::.;J:_',.' i '':-. ).. ,"~ ":::I:;":::r,':> ",~ " \~,~~" . ''-~ '.:' -' -: -:_\.'~'> ';"';" ~:};~'~lL\;\: :':": " ' ", ,1-, . .-' ":'\}:~~" :, ,,' • ' ;.;;(~ , '&:, ':''-, ::,'; 1" '::-:~,::~;~i~;~1.i ' i .. T ~, " , ,,~~~(~J:~~;~;r"{: , """t . ~ .. .::: " : :t. ,~. ) I ,':' ( .,i"; : ',' .. :. : .' : .. " ,-1'~' ." , ·"1 , -,," " , '-, ", " 1;'t:\:~~' ,;<!;::, .t ' ~~t.· . " ~.' :~. ~~~~:';.:. ,.~]' r~, . " • It "~~' :, •• ':, .- (.';',. l-~ • ..r'.'~ ,. ~.,;;.: ~'.~' , i" . '\ .'; , .. l~:,\:"" " , . "-, ,~?:';., ~~. t·.:~ ': /;,: ,".' 1.- ", ,.' ~It '~J !~ ."; ,:~(.. f~A 1, : " ) . ~ .~.,.}.. \1 )~, ~t '. '~,::" ", " A, ,< " " \.~,}; • 1,' ,', 'h, • 0,0 ..... ', ,) ,,~ >" I'"~ '" ~ .. -t==j==ttj::tttl=t==:t=:t=t:tt:~~f:==+=+=t=+~f:f:t1 ';':~~('" , ~,". ,t ,'\ I-I-'.' ,:'},' ,:,\.~' ~. " ~', ,', ~ ~----+---~+-4-'~+++-------~----'-+~+44+-----+--4--+-4~++~ 'I,,; I--.-----l--+--+ , ~" :' .:,-:' t'~ . :;~ ,~~ (;~~'i: '~ ·i .", .. < " , ~--+----l--'Hf-+++1I---,-f-- .: " --I--f.-- " , '.f..: ", : ", ~: "',, , " , .~ ::'" , ' , ',~ ," , , ", , '~':" . Lf~ . ,,- :l!'- /,1, ~ .- , .( .,',' " . .... " " ~, " 0.01 0.10 10.0· PRESSURE ,::. ~. " '>:,:;~:',;~l' ". ." ! I. '\ :;~~i~',J~~~J,r~i ,;,;', ' BORI N~n NO ~~ ~~ :t:q · fo of ·~~f~;y:tjfi .. ~!;;,;.,-' .... ·-'-'-----__ --__ 7_'.O_r~)_e __ A _______ . __ ~, _, ___ C_H.' .A.'.N_~_O_~_.N_A_O_S_~_s~_'_t~_~ .. ;~_':A_'_:.A_E_S_' _~...J.~~.~ . ~ -~ ,\". " :::~t""li ,:,' t f. '; !.~;::~. ~ ~ .. ,~ ,: ~ ~, ":.~).~::·,,l,'.~,~~.' "; :; . ':;" ',.:, ,. _.~'~'.~J. : "3 .y. ::? :::j;~r},f·::.':,·;~'>!~:\~:·.'~ r,".t .v.'~Il!lt?>11:r ,"'!..'" ,... ." l~ ;~" h~" ,I" : , :':;'\1' ;',~ , .~ :~~~~~.:, '(, (" . ;: :':1~;-. ~. ",'\"' <. ~,' > 'i/y:;'1;~ '. ';.' ... ~'; '_ 1", _ " :, .. ~,~. : .... , )' .( '. ." .·~::'.{~~~;:~?/~;:,;:i. " :t( < '.' : ?, <. '}f, ~ I . :"'}~,' .. ;~ ... ~:-':,: ,,~:t 1 .. ..::."'; , ~ ""',~ ), . .. .)':1: .:~:'" . ..,. ... , ~"'f .t ,~': ' .. ~ . ,,':.~:} ~,. ~~~,:: ';:; "':.}( :-'; .. ::" ;~~.' ' ,' ..... , .. : ;'. ~ ., .,'. "~'. ~,O~--~--+-~44+I1----'~~~~H-r+++~--~-f~~~~:M C), '---I... /I. 0 -!._-+_H-I-I-H++---I--++-l+-l+H--+-+=F~H-f' ,---l--l-++++lI II---+--},-+-++~+l+---+'---I- ~--+--j--~-~~-++-------,+-~-~~~~.~ J-----I--+--+--+-+++++---+'---~-+-t-.l-+++---+-I--+-I-+++tI .~ . ',' -{ , .' • >.:1, , , "'l 0.01 0.10 1.00 10.0 '; PRESSURE In kips / sq. foot ,.' .' ~ ;'", , ' ..... ,.~. . ':. :_,.r, -:..:' . . ~'" . t' .. " .-:/;. • I ~.; ~I ',' :.~~i~ ~'l' ~\~ '~,; r'" . ~ )'..... ~' ,~.~ ~. . " 1" :?\~!~f'~t ... :-:.;.q-'..;.:·'-'-.:-.. -,.-.-,-.-, -.-4-------Z.;.......O n_e..;;.,......;,B::.::::; .. _B_O_R_I_N_G_~N_O_~_, _. _4_'_I .. c_0_H_· '~A_'N_·_J_G_O_~_: ... ",_:N ... A_._~ ..... ·_s_\23_~_.~!_~~~;..}_~_:._~_: _t'_·s ... · _. _;"":;,:; , .' .