Loading...
HomeMy WebLinkAbout2525 EL CAMINO REAL; SOILS; 68-97 D; Permit' I . I · SOIL'S REPORT 68-97 2525 EL CAMINO REAL ·1_ I_ '-I I I I I .. I I 1· I I I I I I I 1· REPORT OF FOUNDATION INVESTIGATION PROPOSED SHOPPING CENTER EL CAMINO REA,L NEAR THE VISTA 'FREEWAY . CARLSBAD, CALIFORNIA FOR PLAZA CAMINO REAL (OUR JOB NO. A-66O35) I I :I I I I I I 'I. I I I ,- 1 I I I I· I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 711 n. alvarad6 st., los angeles, ca. eoo2s, (213) 413-3550 -.. March 24, 1970 Krumm & Sorenson, Architects 1052 West Sixth Street Los Angeles, California 90017 Attention: Mr. Melvin Krumm Gentlemen: Inspection of Shops Floor Slab (Our Job No. A-66035) Plaza Camino Real Shopping Center Carlsbad, California You have requested that we report the results of our inspection of cracks in the lower floor slab of the shops portion of the subject shopping center. The inspec- tion was made on January 21 with Mr. Roy G. Johnston. We were accompanied by Messrs. Jerry Aalfs, Phil Ferguson, and Charlie Severson. It is our opinion that the cracking is due to shrinkage of the slab on grade. There are also indications that curling of the slab has occurred at some locations. · In a few instances, it appeared that the cracking may have been aggravated by a· slight expansion of the _subgrade soils. We did not observe any cases of differential settlement in the structure and no evidence of structural problems. LC:ka (3 copies submitted) cc: (1) Brandow & Johnston Ass.ociates Attn: Mr. Roy G. Johnston Yours very truly, LeROY CRANDALL AND ASSOCIATES by'§:~~-,. LeRoy Crandail\:::> I I I I I I I I I I I I I I I I I I I LeROY. CRANDA!-L AND ASSOCIATES consulting geotechnical engineers, 111 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 --- June 3, 1968 Plaza Camino Real c/o The May -Department Stores Company 10738 West Pico Boulevard Los Angeles, California 90064 Attention: Mr. Kelly Towner Gentlemen: (Our Job No. A-66035) Approval of Connnehcement of Construction Penney's Store Proposed Shopping Center El Camino Real near the Vista Freeway Carlsbad, California for_ Plaza Camino Real As requested by Mr. Jerry Sorenson of ~runnn & So~enson, Architects, this letter _presents our opinion regarding the commencement of construction -of the Penney's Store. Although it was intended to pres·erve the settlement nomuments within the Penney's Store area for future observations, unfortu- nate_ly t_hese monuments were destroyed during the removal of the surcharge filL However, we were able to restore four of the monuments and have had settlement readings taken to date. The settlement data from the Penney's Store area indicate no addi- tional settlement since the removal of the surcharge fill. The monurp.ents indicate a slight rebound (upward movement) as was anticipated. Based on the settlement data and our experience with the_ rest of the area, we be- lieve that the site of the Penney's Store may now be considered ready for ~onstruction of bui-ldings. LC,-PM:lb (4 copies submitted) -cc: Krunnn & Sorenson Brandow & Johnston Associates Shuirman-R'.ogoway ~ Associates Yours very truly, I I I I I I I I I I I I I I I I I I .I. LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 111 n. alvarado st., las angeles, ca. 90026, (213) 413-3550 October 11, 1967 Plaza Camino Real c/o The May Department Stores Company 10738 West Pico Boulevard Los Angeles, California 90064 Atte~tion: Mr. Kelly Towner Gentlemen: Removal of Surcharge Fill Proposed $hopping Center (Our Job No. A-66035) El Camino Real near the Vista F~eeway Carlsbad, California for Plaza Camino Real The surcharge fill which covers the subject building area was to have remained for a period of.18 months. The surcharge fill was placed in August of 1966, and the scheduled date for the removal of tQe surcharge is March of 1968. · The depth of surcharge fill and the length of surcharging was selected .so that all the anticipated settlement due to the permanent fill-wo~ld be eliminated. We have been requested by Mr. Towner to review the settleinent data obtained to date, and to advise him if it would be possible to commence the removal of the surcharge in January, 1968 instead of March, 1968, as origi- nally plan~ed. We have reviewed the settlement data obtained as of Septem- ber 21, 1967; and find that the c.onditions are favorable for reducing the pe:t;'iod of surcharging. If the surcharge fill in the two areas outlined on the attached plate is adjusted as discussed below, the entire s1,.1rcharge fill may be removed in January of 1968. This additional surcharging would not be n,ecessary if the removal date is left at March, 1968. · . . Additional fill was placed over the· Woolworth extension as recently as June of 1967, and the observed settlement in this area has been at a some- what higher rate than the rest of the site. Accordingly; we recommend that an additional ten feet o-f fill be placed over the area as outlined on the attached plate. This will expedite the settlement ·to permit surcharge removal in January inste~d of March. I I I I I I I I I I I I I I I I I Plaza Camino Real Page 2 October 11, 1967 (Our Job No. A-66O35) The observed settlement at Monume.nt A-1 has been less than predicted, while the settlement at the rest of the monuments has been the same or some- what moi,e than predicted. This Iriay be due to somewhat com~ervative assumptions in the calcµlations and not due to a slower rate of consoiidation in the area of Monument A-i. However, to assure that all the settlement due to the perma- nent fill has taken place, we recommend that an additional ten feet; of fill be placed over the are~ around Monument A-1 as outlined on the attached plate. The required additional surcharge fill sho~ld remain in place for a . period of at least two months. Accordingly, the fill should be placed soon enough to allow t4e removal of the entire surcharge fill by January, 1968 • . The casi~g around the. settlement monuments within the a,dditional surcharge fill areas should be extended to permit the continuation of the settlement readings. The. surcharging for the utility lines can be removed rtow, if desired. That earth could be used in the additional surcharge recommended above. LC-PM:lb .,Attachment (4 co.pies submihed) cc: (2) Krumm !Sc Sorenson (1) Welton Becket and Associates. (1) Brandow & Johnston Associates (1) Stacy & Meadville, Inc. (1) Shuirman.Rogoway & Associates Yours very truly, ,. ~~~--Mot--.. ---.--~ ,-; -- 1: 1· .,· .. ,,"~\}·/·.~ ~:' -~· '.,:_, :·:,:; '.: --'.~ ,~ ...... -: .. :,-:.'_ ··. ". }::;,:\ > 0 ) ) ,·1·-'. . < . . . ~ . .. ' -~~:}~--··: ·----t: .... : Si-':,-. -:~·:~)\< ·' _:t::;;,;;:~,:-:~)-. .--:: --.. , : . ',,.· . . ' :;_ ~,..., ...:. .-.:,..,' ,., -..... ',.. '',' '' .. ~ :· '· ---:~ -:,~?iifJ)r~:li 1~·:,i_, ---··-·· . . ' :, " :: ·. . N i·1,4oo h,..,.' l I ·', ·., . ', 'I ;\•: .. -----···. _· > I .: ... , . ,~·-·_' , ·:<. .; ... , •• :.· t ,.-,. _. -- 0 0 N l'1 3: AREA TO RECEIVE- 101 OF ADDITIONAL SURCHARGE FILL 0 0 (X) ~ (\J 3 A-I __ · _ ,J ,/:._ SET~EMENT MONUMENT NO. . -.,,. . 8-2 I 8-3 --1 I _.,,. -,.0 I 01 . 1,. ----· I ------··· -. I . -_.,,. I -. . ~ _.-'\ ---. ~r : i _.,,. ---\ ---------~ \· \ \ \i: \ ---. r, ~. ~, \ ., :::::-----\ \ \ \ \ \ \ PROPOSED . i l i . ' .! I BUILDINGS i "' A-14 _,,.,. ......... _.......,.',/ ,.,; \ -----_, ~ ,.,; \ .) 0 0 st (\J :::: -~ BUILDING LINE ----"1-I .1 ~I ~ I I ·1 ·1 N 11,00.0 ) " --.L.. AREA TO RECIEVE 10 1 OF ADDITIONAL SURCHARGE FILL P L O T S CALE . / 1: 'i 1 P L·A N I 11 = 1001 LEROY CRANDALL AND ASSOCIATES I I I I I I I I I I I I I I I I I. I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 111 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 -·-- October 10, 1967 Plaza Camino Real c/o The May Department Stores Company 10738 West Pico Boulevard Los Angeles, California 90064 Attention: Mr. Kelly Towner. Gentlemen: Settlement o.f Surcharged Area· Proposed Shopping Center (Our Job No .• A-66035) El Camino Real Near the Vista Freeway Carlsbad, California for Plaza Camino Real As requested by Mr. Keily Towner, we herewith submit the plots of the settlement monument readings up to September 21, 1967. For the locations of monuments, please refer to the Plot Plan; Settlement Monument Locations, submitted previously. Please note that Monuments A-3 and· A-12 are no longer operable and future settlement readings on these monuments will not be possible. In general the rates of settlement ate as expected. LC-PM:lb Atta9hments (26) (1 copy submitted) cc: Krumm & Sorenson Welton Becket and Associates Brandow & Johnston Associates Stacy & Meadville, Inc. Shuirman• Rogoway & Associates Yours very truly, LeROY CRANDALL AND ASSOCIATES I I I I I I I I I I I I I I I I I- I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 711 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 July 27, 1967 Krtii:mn & Sorenson, Architects 520 West Seventh Street Los Angeles, California 90014 (Our Job No. A-66035) Gentlemen: Anticipated Settlement of Structures Proposed Shopping Center El Camino Real near the Vista Freeway Carlsbad, California for Plaza Camino Real Our report for the subject project, dated August 12, 19'66, referred to the possibility of differential settlements within building areas of as much as one inch over a distance of roughly 100 feet (1/4 inch in 25 feet). This settlement was predicted as being in excess of the normal settlemept anticipated in the design of structures pf this magnitude. At the time of .our report, it was understood that the exterior walls of the May Company store could be structurally Separated into 25-foot sections, so that dif- ferential settlements of approximately 1/4 inch within a. section would be acceptable. At that tiµie, it was. contemplated that a surcharge fill 30 feet in thickness would be left in place for a period of 12 months. After several conferences with the interested parties, it. was de- cided that the 30-foot depth of surcharge would be left in place for 18 months, instead of 12. With this increase in the time of loading, it was our opinion that all settlement due to the permanent compacted fill w~uld have been eliminated by the surcharging process. The data supporting this opinion were presented in our letter of February 14, 1967 and the plates accompanying that letter. To date, the settlement records indicate that this opinion is realistic. Barring any unforeseen deveiopments, all areal settlement will have been eliminated by the time the surcharge fill is .re- moved. I I I I I I I -1 I I I I I I I I I I. .JI Krµimn & Sorenson, Architects :i:>age 2 July 27, 1967 (Our Job No 0 A-66O35) In view of the extension of the surcharge loading period, it will not be necessary to structurally sepatate the buildings into 25-foot sections, as initially i,;idicated. This matter has been -recently discussed with Mr. Kelly Towner, who has indicated his agreement with the foregoing statements. Accord:.. ingly, the str~ctural design of the buildings need only be concerned with the foundation settlements that w~uld be anticipited on a normal site. LC-PM:lb. (2 copies submitt~d) cc: (3) Plaza Camino Real Attn: Mr. Kelly Towner (1) Welton Becket and Associates Attn: Mr. Robert Railli.ist (1) Brandow & Johnston Associates (1) Stacy & Meadville, Inc. (1) Shuirman•Rogoway ~ Associates Yours very truly, , LeROY CRANDALL AND ASSOCIATES I I I I I I I I I I I I I I I ·1 I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 111 n. alvarado st., los angeles, ca. 90026, (213) 413c3550 II - June 9, 1967 Plaza Camino Real ,c/o The May Department Stores Company Suite 1 10738 West Pico Boulevard Los Angeles, California 90064 Attention: Mr. Kelly Towner Gentlemen: Expansion of Buildings E and F _Proposed Shopping Center (Our Job No. A-66035) El Camino Real near the Vista Freeway Carlsbad, California for Plaza Camino Real This letter and the attached plates present the results of a supplementary soil investigation of the subject shopping ce~ter site. We understand that the proposed Buildings E and· f will be expanded as shown on the attached Partial Plan. We were requested by Mr. Kelly Towner to evaluate the soil conditions beneath the proposed expansion and determine whether surcharging of the area will be required. In conjunction with our investigation of soil conditions of the proposed Phase II Dev~lopment of the subject shopping center, we drilled one boring (identified as Boring·3) at the location shown on the Plan. This location was selected as being the location most likely to encounter soft deposits, should any exist beneath the area_of the expansion. The boring log is presented on Plate 2. After inspecting the undisturbed samples obtained, the field moisture content and dry density of the soils were determined by testing the undisturbed samples. The test results are shown to the left of the boring log. I I I I I I- I I I I I I ·I I I I I I Plaza Camino Real Page _2 June 9, 1967 (Our Job No. A-66O35) The boring and the tests indicate that the area of the expansion is no.t underlain by soft compl:'essible deposits.· Accordingly, it will not be necessary to extend the surcharge :!;ill to cover the area of the proposed expansion. LC-PM/er Attachments (2) (3 copies submitted) cc: {3) Krumm & Sorenson (1) Brandow & Johnston Associates (1) Shuinnan.Rogoway & Associates ---. .=a • lliiiiil . Yours very truly, LeROY CRANDALL AND ASSOCIATES / I I I I I . J . I. 0 ~ I I 0 I 0 I I ~ I i l.f) I ~ i -, 1· I I I PH ASE IT. PARTIAL PLAN SCALE 1".=100' LE ROY CRANDALL AND ASSOCIATES PLATE I I I I I ' 0 I 1 w lJ.J - .., I I I I· so 40 30 10 10 0 -1 20 30 6.0 109 s.o 108 40 4.8 110 7.7 lOS 12.9 114 19.7 110 5 17.3 108 14. 7 ll5 60 14. 7 115 70 N<Yl'E: LOG BORING 3 DATE DRILLED.: May 4, 1967 EQUIPMENT USED: 6"•Diftlllter Rotary Waah SUR.CHARGE FIU. -SILTY SAND• fine, lump1 of Clay, mottled brown and grey CCMPACTED FILL -· SILTY SAND -fine, patch•• Clay, ·1,rown and grey of SANDY CLAY • streak• -of alkali, greyish-brown CLAYEY SANI) -fine~ light greyish-brown Drilling mud used in drilling proces1. Water level not e1tablis~d. OF. BORING LEROY CRANDALL ANO ASSOCIATES O• o TC' ,, I I I -1 I I I I I I I I .1 I I I I I I LeROY CRANDALL AND ASSOCIATE$ consulting geotechnical engineers, 111 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 June 2, 1967 _ Plaza Camino Real c/o The May Department Stores Company 10738 West Pico Boulevard Los Ange.les, California 90064 Attention: Mr. Kelly Towner Gentlemen: Set.tlement of Surcharged Area Proposed Shopping Center (Our Job No. A-66035) El Camino.Real Near the Vista Freeway Carlsbad, _California for Plaza Camino Real As requested by.Mr. Kelly Towner, we herewith submit the plots of the settlement monument readings up to May 3, 1967. For the locations of the monuments, please refer to ½he Plot Plan, Settlement Monument Locations, submitted previously. Please note that Monument A-12 is no longer operable and future· settlement readings on this monu~ent will not be possible. In general the rates of settlement are as expected. LC•PM/cr Attachments (26) (4 copies supmitted) cc: Krumm & Sorenson Welton Becket and Associates Brandow & Johnston Associa-te~ Stacy & Meadville, Inc. Shuirman-Rogoway & Ass~ciates Yours very truly, LeROY CRANDALL AND ASSOCIATES I I I 1. I I 1· I ·1 I I I I I I I I LeROY CRANDALL AND ASSOCIATES consulting geotechnic-al engineers, 111 n. alvarado st., los angeles, ca. 9002El, (213) 413-3550 ··-~ May 25., 1967 Plaza Camino Real c/o The May Department Stores Company Suite 1 10738 West Pico Boulevard Los Angeles, California 90064 Attention: · Mr. Kelly Towner Ge.nt lemen: (Our Job No. A-66035) Expansion of Building C -Woolworth's Proposed Shopping Center El Camino Real near the Vista Freeway Carl_sbad, California. for Plaza Camino Real As requested by Krumm & Sorenson, Architects, in their letter dated May 17, 1967, this letter presents our recommendations regarding the surcharge fill ];'equirements for the proposed expansion of the Wool- worth's store. We understand that the lower level of the proposed Woolworth's store.will be extended·an additional 40 feet to the south; however, the configuration of the upper level exterior walls will remain unchanged. We have reviewed our soil data, and find that the presen½ surcharge must be extended if future settlements are to be restricted. Our reconunendations regarding the r~quired ext~nsiort of the surcharge fill a];'e presented on.the attached Plate, Extension of Surcharge. LC~~:lb . (4 copies submitted) Attachment cc: (2) Krumm & Sorenson (1) Welton Becket and Associates (1) Brandow & Johnston Associates (1) Stacy & Meadville, Inc. (1) Shuirman·Rogoway & Associates Yours very truly, LeROY CRANDALL AND ASSOCIATES I I I I 0 ~ 0 ~ :1 I I -I I ..J ..J ti. wz oe>O tiJ a: -(/) c:r (/) 0:cZ a..oW oa:.,_ a: :::> X a.. (I) L\J :cz 0 ... 0 wa:-u,O(1) 03Z a....Jc:r oOa.. a:Ox -0 a..3w • 0 N -0 (II t 0 (I) .l. .:I NI 0 ¢ ./\ 3 1 3 w <.!) 0::: <{ :r: (.) 0::: :::> 0 ~ Cf) II = LJ... - 0 I.LI ..J z <I: (.) 0 (/) Cf) z w i-: X w 0 LEROY CRANO·ALL ANO ASSOCIATES I I I I I I I I I I I I I I I I 1-· I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 711 n. ~lvarado st., los angeles, ca. 90026, (213) 413-3550 .. March 22, 1967 Shuirtnan•Rogoway and Associates 5657 Wilshire Boulevard, Suite 206 ·Los Angeles, California 90036 (Out Job No. A-66035) . . Attention: Mr. Lawrence P. Rogoway Gentlemen: Paving Design Recommendations Marron Road Plaza Camino Reai Shopping Center El Camino Real near El Vista Freeway Carlsbad, California As requested by Mr. Larry Rogoway, this letter presents our paving design recommendations for the subject road. We previously investigated the site and presented our recommendations in our report dated August i2, 1966. We understand that the· subject r~adway will be located within the parking lot of the proposed shopping center. The par~ing lot has been filled· with compacted fill ranging from 5 feet to 30 feet in thickness; the fill consists primarily of silty sand compacted to 90% of the maximum density obtainable by the ASTM Designation Dl557-58T method of compaction modified t~ use three layers. The placing of the compacted fill was in- spected by our firm, with the test data presented in our report dated January 12, 1967. During our investigation of the site, we performed California Bearing Ratio tests on two clay samples and two silty sand samples. The tests indicate that the clay soils have a C.B:R. of 1, and the silty sands have a C.B.R. of 7 to 8 when compacted to 90%. The C.B.R. of the silty sand ranges from 11 to 15 when compacted to 95%. For the existing fill soils, a C.B.R. of 6 may be used in design.. If subjected to passenger vehicle traffic only, the p'roposed roadway may be p_aved satisfactorily . with· two inches pf asp.ha.1:tic paving and three inches of select base course. I I I .1 I I I I I I I ·I I I I I I I I Shu.irman°Rogoway and Associates Page 2 March 22, 1967 (Our Job No. A-66035) If the roadway is to be subjected to heavy wheel loads from trucks, it should be paved with three inches of asphaltic paving and six inches of select base course. The base course should consist of material having a C.B.R. of at least 80 and should be compa·cted to a't least 95%. The Class 2 Aggregate Base as defined in Section 26 of the State ·of California, · Department of Highways Sta.ndard Specifications, dated July, 1964, will be satisfactory for base course. LC-PM/er (8 copies submitted) IJ!IJ!I --. lliiiii Yours very truly, I I I I I ,, I I I I I I ' I I I I LeROY CRANDALL AND ASSOCIATES· consulting geotechnical engineers, 711 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 -- March 20, 1967 Plaza Camino Real c/o The May Department Stores Company 10738 West Pico Boulevard, Suite 1 Los Angeles, California 90044 Attention: Mr. Kelly Towner Gentlemen: (Our Job ijo. A-66035) Expansion of Building C -Woolworth's Proposed Shopping Center El Camino Real near ~he Vista Freeway Carlsbad, California for Plaza Camino Real As requested in your, letter of March 17, we have re-evaluated our recommendations regarding the extension of the surcharge fill to cover the proposed expansion of Building C, as presented in our letter of March 9, 1967. ·As you know, sufficient surcharge fill must be placed to preco?sol- idate any soft natural soils underlying the permanent fill. Since the depth of the permanent fill is some 12 feet greater td the ·south of the basement wall, greater settlement will be produced under the permanent fill, so that a greater depth of surcharge will .be required. If the top of the present surcharge fill is extended southward only up to the new building line, the - resultant surcharge· loading will not be sufficient· to eliminate the effects · of future settlement of the deeper permanent fill in the immediate vicinity . of the south wall of the expanded building. The surcharge extension recommended in out letter of March 9 would essentially eliminate future settlement in the vicinity, of the suuth wall. However, this recommendation presumecl that poorer soil conditions might exist in.this area than were found inthenearby borings, or were·indicated I ·1 I I I I I I 1·· I I I I I J I I I I Plaza Camino Real Page 2 March 20, 1967 (Our Job No. A-66035) by the settleroont monuments. Rather than e~tending the top of the sur- charge 20 feet to the south of the new building line, as previously recom- mended, you may wish to restrict the extension to 10 feet at this time. If future settlement readings are favorable, :r.10 further extension would be neces- sary; if the future readings are. unfav9rable, it is possible that the sur- charge wi:U have t:o be extended even more· than 20 feet to make up for the · time lost. The ·alternative condition has been showri on the attached sketch entitled "Extension of Surcharge", which has been revised from that sub- mitted with our letter of March 9. LC-PM/er Attachment (4 copies submitted) cc: (2) Krunm1 & Sorenson (1) Welton Becket & Associates (1) Brandow & Johnston Associates (1) Stacy·& Meadville,. Inc. (1) Shuirman•Rogoway and Associates Yours very truly, .. ----i~r~~ ------___..,_; - - - - r fll :0 0 -< 0 :0 J> z 0 J> r r J> z Q }> (/) (/) 0 0 ~ fll (/) ·-·--~---------------------,--------------------,-.------------------------ t-= IL 2 120 PROP. PROP. BLO.G. "c" EXPANSION 80t--------..~---------- > 4 0 ~2' ... "-A'-... '-2' ... '-... '-2' ... '-... '-._ kl J w FILL o------------------,-------:--------------------------------,-..1 Q) -CAN BE REMOVED IF DESIRED. @ _ CAN BE OMITTED UNTIL AND UNLESS SHOWN TO BE NECESSARY BY FUTURE SETTLEMENT READINGS. EXTENSION OF SURCHARGE SCALE 111 = 40 1 REVISED 3-20-67 REVISED 3 -9-67 I I I 'I ,. I- I I I I· I I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 111 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 March 9, 1967 Plaza Camino Real c/o The May Department Stores Company Suite 1 10738 We~t_Pico Boulevard Los Angeles, California 90064 Attention: Mr. Kelly Towner Gentlemen: (Our Joo No. A-66035) Expansion of.Building C -Woolworth's Proposed Shopping Center El Camino Real near the Vista Freeway Carlsbad, California for Plaza Camino Real This letter is written in response to Mr. Kelly Towner's letter of March 1, 1967. On February 9, 1967, we presented our recommendations regard- ing the extension of the. surcharge fill, to cover the expansion bf Bui].ding C. On the basis of ·an 18-month period (total time) of surcharging, we have revised our reconunendations regarding the extension of the surcharge fill. Our ~evised recommendations are presented on the attached plate, Extension of Surcharge. The top of the surcharge should extend beyond the building in plan, as shown, so as to allow for the effect of th.e compacted fill. adjacent to the building. · LC-PM/er Attachment . .(4 copies sµbmitted) cc: (2) Krumm & Sorenson (1) Welton Becket & Associate$ (1), Brandow&_ Johnston.Associates (1) ~tacy & Meadville, Inc. (1) Shuirman,•Rogoway and Associates Yours very truly, LeROY CRANDALL AND ASSOCIATES by. r;}~4,,.L-~ j/J: D. ~a7' · ·. --.. ,_ J .. ~~~.'lililf:::-:'....-·\I ~-u---lllii·-e'.illl-0·-1-----t--------1---.. - r fT1 ::0 0 --< 0 ::0 l> :z 0 l> r r l> z 0 l> U) U) 0 0 l> --i fll j ff) I . .,_: la.. z 120 ,--------------------------'------------'---------~~ PROP. PROP. BLOG. ''c" EXPANSION 80i---------,.._------t---- PROPOSED > 40 l,J .J l,J ·0-------------------------------------------~ 0 -CAN BE REMOVED IF DESIRED. EXTENSION OF SURCHARGE SCALE 1" = 401 REVISED 3-9-67 ...~.--... ---~.._ ... _ . ......,_,_...,, .,, ____ ...... -----.. ___ ............ ,.. ___ .. _, _______ ,_ ___________ .. _..,.___.. ___ -··--· .... ·-· :I- I I I I I I I I I I I I I I. I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 111 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 .., -- February 14, 1967 Plaza Camino Real c/o The M8:Y Department Stores Company Suite 1 · 10738 West Pico Boulevard Los Angeles, California 90064 Attention: Mr. Kelly Towner Gentlemen: Surcharge Requirements Proposed Shopping Center (Our Job No. A-66035) El Camino Real near the Vista Freeway Carlsbad, California for Plaza Camino Real As requested by Mr. Kelly Towner, this letter and the three_attached . plates present the criteria for establishing the required surcharging time to preconsolidate the soils beneath the May Company building area. As presented · in our report dated August 12, 1966, the soils underlying the site are hetero- geneous deposits varying from firn,. san4 to soft clay. The consolidation of the sand deposits occurs rapidly, while the clay consolidates very slowly. To accelerate the settle~ent, it was decided to surcharge the site by · placing approximately 30 feet of surcharge fill above the permanent fill. To eliminate areal settlement of the future buildings, the surcharge fill must remain in place for a stt£ficient lengt-h of time to fully preconsoli- date each of the various strata beneath the site. It is apparent that the greatest length of time will be required ·to preconsolidate the clay layers with the slowest rate of consolidation. ·To illustrate this condition, we have pr~sented on Plate 1 the computed settlement conditions for the most .critical stratum in the vicinity of Monument A-16, located near the south- east corner of the May Company building. As indicated on Plate 1, a period of 18 months will be required to achieve the necessary settlement of this most critical stratum. If the surcharge remains for a sufficient time to preconsolidate this most·critical stratum, it is apparent that full consoli- dation will have been achieved in all other stra-r;:a at the location under consideration. I I .I I I ·1 ,_. ·1 I I -I .I- I I I I· I 1- I Plaza Camino Real Page 2 February 14, 1967 (Our Job No .. A-66035) · For your general information, Plate 2 presents the computed settle- ment for all strata at the location of Monument ~-16. Plate 3 presents the settlement condition~ for various depths of ~urcharge, and reflects the additional knowledge we have· obtained from the settlemen_t monuments. J;.C-PM: lb Attachments (3) (4 c9pies submitted) cc: (2) Krunnn & Sorenson (l)'Welton Becket & Associates Attn: Mr. Robert Raitnist (1) Brandow & Johnston Associates (1) Stacy & Meadville, Inc. (1) Shuirman.Rogoway and Associates Yours very truly, - .. - ~ (/) w ~·I I (.) .z z I- z w ~ w _J I- TIME IN MONTHS 0 2 · 4 6 8 10 12 14 16 18 0 -----~------~-----,------r------,,-------,--------r-------,-----r-----,--.----n-----:-20 22 ' ~ ' 5,.0 ,, ______ _ • ...... - \ SETTLEMENT FOR PERMANENT -FILL· CON0ITIO·N {APPROX. 201 ) 10.0. \ ---+--_;_-J_ ----L \ L \ 1' SETTLEMENT FOR SURCHARGE "-. FILL CONDITION (20 1 PERM. + 301 SURCH. FILL) ~ ! I _'. j ' I I I ' ~ I\ ~ YEARS 10 YEARS ~· 20.0 '---.. --~--~---'--'-----I---C...---4------~-----.. -~ ...__ ___ --1-----~-- I I I I 1 I . -=t----k_~.-. +--I I ~ I I I ------+--------i------... 25.0 TOTAL SETTLEMENT 1-30.0 -+-- I ----+--· ------I I\ ,,_--i.----.----- w (/) ' i I l I ! ' 35.0 a-------t----t-----+-----+----l---------1 I 40J I j I I I I . I J J ~ ,~:;+ruMENT- COMPUTED SETTLEMENT ( MONUMENT FOR ALL A -16) STRATA [EROY CRANDALL AND ASSOCIATES P'l:-ATE · 2 I I. I ··~ 0 ~ ·.~· 0 a ~' •'J ,I a: I ' I\., ~ ' 0 ' ~. 1' I I I (/) 1.0 w :I: u z 2.0 T I M E I N M O N T H S .,.. . j'. :! ,I I, " 2 -4 6 8 10 12 14 16 18 20 ,, 22 5 YEARS 10 YEARS ~-. REQUIRED ~:tME TO ACHIEVE TOTAL '~ -----SETTLEMENT FOR PERMANENT u FILL C0NDl;TI0N --"'>or+------,-+-----*-------+---------'---+----4-------' . t--¾----+-------'-- S·ETT LEM ENT FOR PERMANENT ~ FILL CONOITl·ON (APPROX. 20 1 ) ll . I -~ ---'~---~~--+-~-+-~ ~ -~ " " ' SETTLEMENT FOR SURCHARGE I. ..........._ _ FILL GONDIT ION (201 PERM.+ 30'. $URCH. FILL) ~ 1 ~ ll z : 3. 0 t------,-,----,--+----+--__3,,-...:--+-----+----+---_:__-..,.,.+--,------l---,-----II-----+----,---+----'........, I I I ~~ ll 1 ~~ D I ~--n i-I ! I ----u z 4.0 t-------r-----i---,-----+-----t-----+--___:--+----+------4--___:~~~====== t::=:;:;;:=f====d ; 1 1 1 1 1 1 1 1 1 1 -1----c_ TOTAL SETTLEMENT i w I I I I I I I I I I .I .J 5.0 r-----t------+-----¼-------+-----+------+-----+------1-------1------+-----1---\-l~--l-------+----- I- 1- w cn 6.0 I -;~ , I I I --l--l-+-~t----~-t-i1 ___:_i1 --r-1 11~7 \__-.: ___ _ .,.. I I . I I I I I --+------ TOTAL SETTLEMENT 7.0 --------------------~-----------------__._ _____ __... ________________________ __ I COMPUTED SETTLEMENT FOR THE (MONUMENT MOST A-16} CRITICAL STRATUM t:EROY CRANDALL AND ASSOCIATES PLATE I I_ I I 1. 0 ! I I. I I 1· 1- w W· LL TIME IN MONTHS (FOR FULL SURCHARGE) 0 5 10 15 20 25 30 0,--------..,.---,-r-----,----;.---,----.------,----..;;..,;..---_;;_, 10 i---------r---,-----t-----r--------+-----+--------l 20 z --. -.-. 7 . _ .. ..J ..J --LL ·3Qt----- __ _j __ · w (.!) er I I i ~ l ! 40---+--f-- I 1-50---'-~--+ a. w 0 60.._ _________ _._ ___ _..1,;,_,_ ___________ --'-___ __, SURCHARGE _REQUIREMENTS -(MONU. A-16) (TO-AC:HIEVE TOTAL SETTLEMENT FOR PERMAN-ENT FILL CONDITION) LE ROY CRANDALL ANO ASSOCIATES PLATE 3 I I I I I I I I I I, I I I I I I I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 711 n. alvarado st., los angeles, ca. 9002s, (213) 413-3550 February 9, 1967 Plaza Camino Real ·~/ o The May Department Stores Company Suite-1 · 10738 West Pico Boulevard Los Angeles, California 90064 Attention: Mr. Kelly Towner Gentlemen: .Expansion of Building C Proposed Shopping Center (Our Job _No. A-6603_5) El Camino Real near the Vista Freeway Carlsbad, California for Plaza Camino Real We were recently advised that Building C will be expanded to the south as.indicated on the attached Partial Plot Plan. This enlargement will .extend beyond the limits of the present surc;harge fill,. and will req1,1ire a corresponding southerly extension of the st1rcharge. We recommend that the . surcharge be shifted a sufficient distance to the south to adequately cover the expansion of Building C. Since this area has not previqusly been fully surcha~ged, a somewhat greater depth of surcharge should be placed to pre- consolidate this area within the time remaining. Our reconnnendations for surcharging are shown on Plate 2, Extension of Surcharge. We have observed that the surcparge fill in the vicinity of Monu- ments A-5 and A-6 has been badly eroded as a result of recent rains. The surcharge in these areas should be replaced to the original grade at the time of the placing of the surcharge fill for the expansion of Building C. LC-PM:lb Attachments (2) (4 copies submitted) cc: (2) Krumm & Sorenson (1) Welton Becket & Associates (1) Brandow & Johnston Associates (1) Stacy & Meadville, Inc. (1) Shuirman.Rogoway and Associates iours very truly, I I -I I I- I I I I • 6 ·-·---Iii ---. r_ 0-'-,. ~"'-, __ _ '· .) ''--.._ · -. 2 0 \\ ,, Q · J14 _..,PROPOSED EXPANSION i ! / / \. -"· ./ C -------------/ --, \ -) \ \ / \.J _ _.r --··· -- \ LEROY CRANDALL AND ASSOCIATES PLATE I \ 'f i : ! \ ----... AC!=llll3 51111ATalli?-. .... call 0.... 11111-n,J. . -----' r rn ::0 0 .• -< n· ::.u J> .z 0 J> r r J> -o I z :r o ~-1 l> rn . U> (I) N 0 n J> -1 · rn (I) i-: LL 2 > w ...J w 120 PROP. PROP. BLOG: II C II EXPANSION 80 t----------,-,-----..--PROPOSED SURCHARGE FILL Q,...__ ___ ~-------------,----------------------'----'------__J (D -CAN BE REMOVED IF DESIRED. EXTENSION -OF SURCHARGE SCALE 111 = 40 1 (SEE PLATE I FOR LOCATION) I I I I- I· I I I I -1 I I I I- I I I I I LeROY CRANDALL AND ASSOCIATES consulting geotechnical engineers, 711 n. alvarado st., los angeles, ca. 90026, (213) 413-3550 -- August 12, 1966 Plaza Camino Real c/o The May Department Stores Company Suite 1 · 10738 West Pico Boulevard . Los Angeles, California 90064. Attention: Mr. Kelly Towner -Gentlemen: (Our Job No. A-66035) Our "Report of Foundation Investigation, Proposed Shopping Center, El Cam:i.no Real near the Vista Freeway, Carlsbad, California, for Plaza Camino Real" is herewith submitted. The scope of the investigation was planned in collaboration with Mr. Kelly Towner. We were advised of the _general features of the proposed buil,dings and the proposed grading of the project by your consultants, Krumm & Sorenson, Welton Becket & Assoc.iates, Brandow & Johnston Associates, Stacy & Meadville, and Shuirman~Rogoway and Associates. The results of our investigat:i.on were discussed with the parties concerned during the course of. the investigation, and preliminary recommendations were furnished as the · data became available. The development of the site will require ·apprec:i.able cutting and filling. The· high ground of the site will be excavated and placed as com- pacted fills iµ the lower valley area~· The proposed grading will require cuts as great as 140 feet and fills as great as 30-feet. The weight of the fills will cause appreciable consolidation of the soft soils which under.lie the valley area. The magnitude and duration of.the resulting settlement is . the governing factor irt selecting suitable foundations for the proposed structures. Because of the settlement, driven piling, which might otherwise be the most suitable foundation type, have several serious disadvantages. A more feasible alternate would be to precompress the .fill areas by placing I I- I. I -1· . I :I I I I I I I _I I 1· I I Plaza Camino Real Page 2 August 12, 1966 (Our Job No. A-66035) a ten:iporary surcharge fill and thus ca"4sing·the total areal settlement to occur within-an acceptable peri,od of; time ratl).er than qver a period of many years. After removal of the ~urcharge,.the buildings could be supported on conventional spread footings supported· in the compacted fi 11. _ Reconnnendations for site gtadi~g, for foundation design, and for floor slab and paving support are presented in the report • LC-PM:lb (4 copies submitted) cc: (2) Krumm & Sorenson (1), Welton Becket & Associates (1) Brandow & Johnston Associates (1) Stacy & Meadville, Inc. (1) ~huirman•Rogoway and Associates Respectfully submitted, LeROY CRANDALL AND ASSOCIATES 1· I. I I I I I I I I I I I -1· I I 1· I I TABLE OF. CONTENTS Scope --------------------------------------------------. . . . Structural Considerations---,---------------,,.----------- Site Conditions---------------------------~~------:.. ___ _ Surface Conditions~------~---------------------~--- Subsurface Conditions---------------~-------------- Settlement Considerations------------------------------ Recommenda tions --------------------------------:.-------- Genera_! ---------------------------------------------- Grading-------------------------------------------- Excavation ------------------------------'-------- Compacted Fills Surcharge Fills -------------------------------- --------------------------------' . Foundation Design---------------------------------- Walls Below Grade ---------------------------·------- Floor Slab Support-~------------------------------- Paving ---------------------------------------------- Appendix --------------· ----. -----. ---------------------- ·Explorations ---------------------------_ :_ _ ----------- Laboratory Tests----------------------------------- Page No. 1 1. 3 3 3 4 6 6 7 7 7 10 11 12 13 13 A-1 A-1 A-1 I I I I I I I I I I -1 I I ·I TABLE OF CONTENTS (Continued) Plates Plot Plan and Vicini1;:y Map-------------------.,.--------- Subsurface Section ---------------.,.-----------"".,.--------- Typical Settlement Characteristics _______ .;. ____________ _ Detail of Surcharge Fill __ .;.,_ ________ .., __________________ _ Logs of Borings -----------------------.·-. -------. ------ Unified Soil Class-ification System--------------------- . . . Direct Shear Test Data -----""-:·'"----------------------.;.---- Triaxial Shear Test Data----------..; ____________________ _ Consolidation Test Data _____________ _. ____________ .., _____ _ Consolidation T:i,me-Rat~ Data-------------------.-------- Compaction. and CBR Test Data ·. --· ---· ----------------- A-1 D-1 E-1 Plate No. 1 2 3 4-A and 4-B through A-24 B C-1 and C-2 C-3 through D-10 through E-1O F I I 1,. I I .. 1. :1 I I· I· I I ·1 . . .I Ii :1 ·I I I REPORT OF FOUNDATlON INVESTIGATION . PROPOSED SHOPPING CENTER EL CAMINO REAL NEAR THE VISTA FREEWAY CARLSBAD, CALIFORNIA FOR PLAZA CAMINO REAL I I I I -I I I I I I· I I ·I· 1: II I .I I 1· SCOPE This report presents. the re·sults .of our foundation investigation of the site of the proposed shopping center that is to be constructed for Plaza C.amino Real in Carlsbad, Caltfornia. The site is located southwest of the intersection of El Camino Real and _the Vista Freeway frontage road. The locattons of the proposed buildings ·and our exploration borings are shown on Pbte 1, Plot Plan. Also shown on :J;>late 1 are the locations of borings drilled during a preliminary investigation of a portion of the site in 1959 . (our Job No. 59206); the results of ·the previous borings were utilized to the extent possible in our eurrent · analyses •. The investigation was authorized t-9 determine the characteristics of the soils beneath the site and to provide teconnnendations for design of foundations and for paving~ Development of the site. will require appreciable grading, and reconnnendations for excavation and placing of fill were to be establ,ished. The results of the field explorations and laboratory tests, which together with the previous data form the basis of our recommendations, are presented in the attached Appendix. STRUCTURAL CONSIDERATIONS The J>roposed buildings which comprise the shopping center are shown in plan on Plate 1. The May Company store _will be two stories high, with reinforced concrete columns, floors and roof; the walls will be of reinforced mas9nry or ltght-weight concrete block. Maximum column loads will be on the Qrder of 350,000 pounds. We understand that the exterior walls can be I' I· I I I I I I I I I I ·1 I I I :1 I I Pc;1.ge 2 structurally separated into 25-foot sections, so that diff~rential settle- ments up to about one-fourth inch within a section will be acceptable. It is understood that Building "A" will be a J •. c. Penney store. The structural featuies of this building are.not known at the present time. However, it is anticipated that the building will be two stories in height and that loadings will be comparabie to those in the May Company store. The tenant shop buildings will be two stories in height with a common mall. The exterior walls and the second flo~r w:ill be of reinforced concrete con- struction; interior partitiorts and the roof will be of steel and wood con- struction. Column loads will range .from. 200,000 to 300,000 pounds. As discussed above for the May Company store, these structures should· also be capable of acc.epting differential settlements of one-fourth ;i.nch in 25 feet. There will be a May Company 'J;_.B.A. buil_ding located on the higher ground in the southeasterly por~ion o_~ the-site. The structural features of this building have not been established a-t the present time. However, it is anticipated that the 1,uildi~g will be.orte story high and that founda- tion loads will be relativel,y light. The lower floors of all of the buildings will be estqblished at Elevation 28. Based on the planned. fioor grade and existing topography, compacted fill up to 22 feet in thickness wfll be required within the building area. Compacted .fill ra~ging from 5 to 30 feet in thickness will be required in the surrounding parking areas. Excavation up to 20 feet deep will be required at the southwest corner. of the tenant shops. Cut slopes up to 140 feet in height wili be required along the south property line .• -The proposed grades in the valley area of the site are shown on Plate 1. I ·1 I I I I I :I I·· I I I I I· :1 I I I' I Page 3· SITE CONDIT.IONS SURFACE CONDITIONS The site is 1¢cated in the valley and on the south flank of Marroµ Canyon, just east of the Buena Vista Lagoon and the adJacent 111arshy ground. The site is clear of existing structures and is covered with moderate to heavy vegetation, with numerous trees on much of the hillside. The bulk of the property is flat and only a short distance above sea level (roughly Elevation 10). To the south, the lowlands are flanked by a :relativeiy steep hillside which approaches Elevation 200 just south of the property. Contours which de.scripe the major relief of the site are shown on Plate lo SUBSURFACE CONDITIONS The hillside area in the southerly portion of the site is underlain by geologically old~r deposits •. These· materials consist primarily of ~ilty sand and clay, and to a lesser extent sand, clayey sand, and silt. These soils are firm to very_firm and are generally co~esive; however, an exten- sive sand deposit was encountered in Boring 21 above Elevation 140 which was dry and cohesionless. The clay soils are somewhat expansive and would swell and shrink with changes in .moistu~e content. The soils forming the valley lowlands are recent alluvial deposits consisting 0£ clay, silt, silty sand, clayey sand., and sand, and contain some organic matter. The alluvial deposits vary in thickness from zero at the southerly edge to iOO feet o:t more in the nc,rtherly portion of the .site. Underlying .the alluvium are the older deposits which form the hillside area. The ailuvial soils are generally soft a,1+d compressible to depths ranging up to 35 feet below· the existing grade. Between these compressible surface rta terials and the older soils, the allu:viai materials. vary generally from moderately firm to firm, but ·contain layers of softer soils. ~ -. liiiii I I I 1· I I I ·1 I I I I 1· ·1 I. I I I I .\ Page 4 A subsurface section illustrating the soil conditions is presented on Plate 2, Subsurface Section. The location £or which the section was pre- pared is identified on Plate 1. The section was prepared by means of logical interpolation between the logs of the explorat:i.on borings and is necessarily exact only in the vicinity of the borings. , The borings in the lower portion of the site were drilled with rotary-wash-typ_e equipment using drilling mud to prevent caving. After _completion of the drilling, the mud was removed and the water level was measured in the· borings at depths· of \ to 3\ feet below the existing ground surface. The borings in -the hillside portions of the site were drilled using bucket-type drilling equipment; water was not encountered in these borings. Siight raveling and caving occurred insevera,l of the· hillside borings, especially in the sand deposits in Boring 21; however, neither ·casing nor drilling mud was required to advance the bucke_t-type borings. Data relative-to the water levels and the extent of caving are indicated on the boring logs in the attached Appendix. SETTLEMENT CONSIDERATIONS The weight of the fills that are to· be placed in the lower portion of the s.ite will cause consolidation of the compressible alluvial soils, resulting in large areal settlements. Relatively large differences in settlement will occur across the site due .to different thicknesses of the compacted f:i.11 and the va,riations in the underlying soil conditions. The computed settlement due to_the planned fillin~ within the building area is ~s great as 34 inches. Approxim~tely half of the total anticipated settle- ment will take place within a period of about three months; the remaining settlement will take place gradually over a period of years. ------. lliiiiii I I I I I I- I I I I I -1 I I I I I I- Page 5 If a sufficient period of time ·were av_ailable between the placing of fills and the const_ruction of buildings, ½he effect of the areal settle- 1!!-ent on the buildings could be reduced to permis.sible values. However, this .would require several years for the remaining settlements to reach an acceptable amount. The settlement can be forced to occur in a shorter time by preconsolidating_ the soils temporarily with surcharge fills. After the settlement has reached the desired amount, the surcharge loading is removed and no furthe-r areal settlement is expected. The time. required for the a-rtticipated settlement -to occur will depend on the amount of ·surch':1-rge which is placed; the greater the surcharge loading, the quicker the anticipated settlement will occur. Th~ alluvial soils und'er.lying the site vary from sands with rapid consolidation characteristics to clays with very slow consolidation charac- teristics. At a given locatiop., the time required for fhe desired settle- -ment to take place will be governed by the slowest consolidating deposit. This condition is illustrated by the time-settlement c:u:tvei;; pre~ented on Plc:i.te 3, Typical Settlement Characteristics, -for the soils eri.c.ountered in Boring 10. The soils in Boring 10 represent about the average soil condi- tions for the alluvial soils in the building area. As indicated on Plate 3, ·the rexnaining settlement at the location of Boring 10 after applying 30 feet , of surcharge_ fill for a period of_ 12 months will be nominal (actually less _ than one-half inch). To completely eliminate future areal settlement at all locations w~ld require either a very large su;rcha;rge or a much longer period of time. However, if a differential settlement on the order of one inch in 100 fee'!: distance is accept;:able~ the amount of surcharge a;nd the time required can be reduced appreciably. I I I I I 1:-- I I I I I I I; 1· I I- I I I l 1>a-g~ 6 If the site is surcharged al? discussed in a following section, we believe that any further settlement afte-r removal of the surcharge fill will be small and that the differential settlement within the building area will' not exceed one inch over a distance_ of roughly 100 feet (one-fourth inch in 25 feet). We understand t:h{l.t the .proposed structures can be designed to acconunodate such a differentia_l. settlement. · RECOMMENDATIONS GENERAL ~o prevent structures and ground floor slabs from subsiding with the fills, driven piling wo~ld be ne~essary and would be required to pene- trate the underlying firm natural soils. (The shallow water level would preclude t~e use of drilled cast-in-place piling, which would nonnally be more economical than driven piling.) The depths of the planned fill a·nd the thickness of the underlying soft soils wou_lc'I make pile foundations quite costly.· This type of foundation would also have other undesirable features. Settlement of the planned fill would impose downdrag loads on the piles, and such loads would have to be added to the structural loads. in determining the required pile lengths.· The use of piling would further complicate matters in the connection of utilities to the rigidly supported buildings. For these.reasons, we believe economies and.better overall per- formance will be achieved ·by the pla~ing of surchalrge fills and supporting the proposed buildings on conventional spread footings. -Reconunendations for grading, ;for foundatitm de·sign, for walls below grade, and for paving and floor •Slab support are presented in the following sections. I I I I . I 1· I- I I I I I I I I I I I Page 7 GRADING Excavation Although the so;i.ls to be excayated are firm to very fil;'tll; no -significant difficulties are anticipated ip, excavating the site· as planned. Conventional earth-moving equipment.should be sufficient • Cut; embankments up t;o about 140 feet high will be required. Generally, the soils are cohesive except for s~nd deposits encountered . above Elevation 140 in Boring 21. Based on analyses of the stability of slopes in these materials, we recommend that the excavations be done at slopes not steeper than 1\:1 (horizontal to ve~tic~l) up to·approximately Elevation 140. -Above Elevation 140, the slopes should be flattened to 2:1. In view of the rather wide spacing -of the exploration borings and possible variation in s·oil conditions, the excavations should be inspected by per- sonnel of our fi.rm a,s the -grading progresses so·that the cut slopes can be adjusted if necessary. We recommend t;hat 8-foot-wide b~nches be installed at a maximum of 30-foot -ver.tical spc;1.cings; _also, interceptor ditches and proper downs lope qrainage devices should be installed. Because of the sandy nature of the soih, _ they will be highly ~usceptible to erosion; accordingly, we recommend that the completed slopes be planted as soon as possible to minimize erosion. It will probably be necessary to place_jute matting or sctne other protective material ·on the sandy portions of the slope to-reduce et.osion. Compacted Fills The excavat~d materials may be used in ~he required fills; however, because of the expansive nature of. the clay ·soils, the clays should not be used i,;mnediately beneath the slabs.-The sandy soils are recamnended for the I I I I I I I I I I 1· I I- I I I I I I Page 8 upper two feet of fill beneath slabs and the upper one foot w~thin parking areas •. Part of Building E will be in cut. To minimize the differential . . settiement between footings established in .the cut areas and those estab"." lished in fill areas, it may be de-sirable to over-excavate the soils in _ the c-µt area t:o a depth o_f three ·feet below _the proposed footings and repl?ce the over-excavated material with comp_acted fill. A decision on this point should be deferred until the settlement pattern produced by the surcharge fill has been evaluated.· Before" .filling on the site, all major vegetation should be stripped from the area t-o receive fill. Because of the soft nature of the surface. alluvial ·soil!?, light equipment may be required for removing . ' the vegetation. Stripping or over-excavation of the upper soils will not be necessary, but all debris should be removed fron1 the site •. After clearing the. site as recol1llil.e:nded, the required fill should be placed in layers and properly compacted. Because of the soft s.oils il1llil.edfately underlying the site, compaction w:ill be.difficult to obtain within the first few feet of fill. To mini~ize possible problems due to the soft subgrade, the compaction·9f the in~tial layers of fill can be less than that required for the bulk of the fill. However, the· first three feet of fill s_hould be compac-teci to at least 80%., with the next two feet not less than 85%. All subsequent fill should be compacte4 to· at ·1east 95% beneath and adjacent to the building area, and to at least 90% in parking areas. The extent of the 95% COl;Ilpaction required for building areas· is depicted on Plates 4-A arid 4-B, D¢tai1 of Sure:har:ge _Fill.. -The degree of compaction ·_ is based on the .ASTM Designation Dl~57-58T method of compaction modified to use three layers. -1 I -1 1- 1 I: -- 1· I I I I I I 1- 1: I I I I Page 9 If the fill is canpacted as recommended, fill embankment·s may be sloped at 2:1 (horizontal to vertic~l) as planned. Fill placed over terrain sloping steeper thari 5:1 (horizontal to verticai) should be keyed into t-he natural soils by cutting benches into the s_loping terrain. To minimize future shallow sloughing, fill slopes should be over-filled and trillDlled back t0 ac;:hie:ve a £inn. surface.. Alternately, 'the fiil slopes should be slope- rolled with a sheepsfoot roller, done at the completion of every two feet of fill, and the _entire slope grid-rolled. Drainage should be carefully pianned, ari~ the completed embankients should be planted as soon as possible to mini- miz_e. ero~ion. · For estimating earthwork quantities; a shrinkage of 5% may be assumed when excavating and compa_cting the natural soils to 90%; that is, it will require about l.05 cubic yatds of excavated soil to make 1 cubic yard · 0f 90% compacted f;i.ll. · When compacted to 9·5%, _ the. shrinkage of the natural _soils will be roughly ~0%~ The areal settl~ment will result in loss of grade; for estimating purposes, it may be assume9 that the average loss'in grade in fill areas will be 0.1 £0ot -per foot of fill placed~ Accordingly, the compacted fill should be placed a sufficient height above the desired finish grade to allow for the anticipated ,settlement~ After bringing the site.to grade by placing'the properly compacted· fill, the building areas should.be covered with ,surcharge fills as discussed · i;n the following subsectio11-. The surcharge fill nee·d not· be thoroughly com- . pacted, but should be placed in layers not more than one foot in thickness _and ·rolled· with the earth-mov~ng ·equiJ'Illent. It· is expected that the sur- . charge fil.l sh0uld have a field density (moist) o.f approximately 100 pounds per cubic foot'. -I I 1· I_- I._ I. I- I I I I I I I ·1 I Page ld The clearing of the site and the placing and compa6tion of all required fill should be controlled and certified by our firm. Surcharge Fills Following seve.ral · conferences on the areal settlement conditions, the co_nstruction schedule was adjusted to permit a ii-month period for sur- charging the building area. For this condition, it was agreed that the site would be surcharged by ·filling 30 feet above the compacted fill planned_ to · Tai·se .the grade of th,e site. The surc:harge fill is to remain in pl,:ace·· for 12 months following its completion. The configuration of the surcharge fill is_presented on l?lates 4-A and 4-B. As previously discussed, the surcharge fill need not be thoroughly compacted, ·but should be placed in layers_ :not mo:re than one foot ;in. thickness and rolled with the earth-moving equipment. Settlement monuments should be pl~ced to obse:i:;ve the rate and the magnitude of the actua:1 settlement w~ich occurs within'the building'area. These observations can be compared with the predicted·settlements to dis- close. az:ea~ which may vary from the predictions. It may then be desirable to make adjustments in the surcharge loading by moving earth from· areas of rapid settlement to areas of slow~r settlement. · If' areas of. extremely slow ' . ' ,settlement are found to exi~t, su~plemental techniq4es can be employed to . hasten the settlement. Either sand drains or wells co~ld be installed at such locations to expedite the consolidation of the alluvial soils. Areal settlement of approximately 0.1 foot per foot of fill placed will occur due to the fill to be pla·ced i~ the parking area. We understand that 'the parking a:rea will not be paved until some 16 months after placing the planned fill •. Approximately 80% of the settleme:nt within the parking areas wi.11 take place within the 16-month period; and the remaining settle·- ment _should ·not be critical for the pavi_ng. or ~he site drainage. Accord-· ingly, general surcharging of tffl·ing areas w_ill not be required .• -=27ii liiiiil I I . ·' I· I I I ·-1~ I I- I I I I Page 11 Because of the sensitivity of underground utilities to s-ettlement, we recorinn,end that the locations of the future utility lines be surcharged. ·This can be done by placing a surcharge fill a.t least ten feet thick over the locations of the utility lines.. The top of the surcharge fill should ·extend ~t least ten feet beyond the utility lines, and the face of the sur- charge fil,.l should be sloped at 1~:1 (horizontal to vertical). The sur- charge fill should be left in place for a period of at least 12 months~ FOUNDATION DESIGN If the grading recommendations ·are £91lowed, the proposed buildings may be supported on conventional spread footings and floor slabs may be sup- .ported on grade. It will, of c6u~_5.e, be rieces!?a·ry to consider areal settle- . ments re~ulting' from the weight of fills-as previously discussed. Conventional spl;'ead footi7:tgs establ:ished on the .properly compacted ·fill may be designed to impose .. a dead plus live load pressure.of 3,500 ·pou~ds per square foot at a depth of three feet below the lowest adjacent grade or_;eloor level. . . A one-third increase in the bearing value may be used when co?sidering wind or seismic loads. (Bec~use of the relativeiy large bearing value,. it will be c.ritica-l that .the f:j.ll be placed under control· and supervis~on as rec~ended in the previous.se9tion.) The proposed: T.B.A. building, which is located entirely in a cut area, may be supported on conventional spr1;1ad footings established in the ' . . . · undisturbed natura1 soils. Foot.ings for this building, extep.ding at least two feet: below the adjacent final grade or· f_loor _level, whichever is lower, may. be de_signed to impose a deaci plus live load pressure of 4,000 pound·~ per square foot; a one-third increa~e in the bearing value may be used for wind or seismic loads. ·I ·1: ·.· .. 1·.,. .. ·1 · '' 1: .. 1.·.: I: I ... 1:_.-:: 1· I I· Page 12 The .maximum ultimate settlement of the proposed buildings, sup- ported .as· rec,qnmended, will be on the, order of one-half iiicli.. This building settlement does: not include the settlement of the arei:t due to the weight of ··new ~ill planned; the areal settlement will be minimized by placing surcharge fill as· disctissed in a previous section. We understand that ·the exterior wall~ of the·build~ngs will be structurally separated into 25-foot sections, -so that differential settlements up to about one-fourth inch within a section wi fl. -bE! acce_ptable. All necessary footing ·and l,ltility trench backfill within the build- ing.areas and·six feet beyond in plan ~hou~d be mechanically compacted; flooding should not be permitted.. Also; exterior grades should be sloped · to provide dra:i,.nage of surface water away from the buildings. for_ resisting lateral loads; a: coeffi'cient of frict.ion o_f 0.4 may . be used between footing~ (_)r the floqr slabs .. and· the suJ>pcitting soils. The passive res:i,.§!t:ance of the undisturbed natural soils or prpperly compac·ted fill may be. a~sumed to be equal to:the.pressure developed by a flui<:l with a density of 2~0 pounds per cubic foot. WALLS BELOW GRADE For· design of walls ·below ,grade ret~ini_ng level _backfill, it' may be assume.a-that the soils will exert 'l:!. lateral pressure equal to that developed by a fluiq with a.-density of 30 pounds per cubic ·foot. All required back-. . fill should be mechanic:ally compacted to B:t. least 9Q% _of the maximum density obt.~inable ·by the ASTM De_signation D1S'.5T-58T method 0£ compaction modified to us~ th;r.ee layers. If the backfill i$ properly compacted and normal pro- visions are· .taken· to ininim-ize infiltration ,o·f water into' the backfill, the walls ·need not be _designed to resis·t hydrostatic pres·sures ~ We. would sug- gest, however, that walls below grade at le~st .be damp-proofed. I -1. 1··, : ·1. 1·-· -1·; . 1· I I -1. -I:_· I I: :1 .. I· 1· ·I I·· I Page 13 FLOOR SLAB SUPPORT If the subgrade is prepa~ed as reccxrtmended, including the placing of at° least two feet of the sandier soi1s beneath the slabs, adequate sup- p_ort will be J?rovided for the floor slabs on grade. If a floor covering that·wo-qld be ·critically affected by moisture, such as vinyl, is to be used/w:e would suggest that the floor slabs be supported on a four-inch- thfck. iayer of .gravel -or on a membrane to provide a. capillary break. A ' . . . suggested graci~ti-on for the gravel layer would be as follows: .Sieve Size 3/4" No. 4 No. 100 Percent Passing 90 -100 O 10 . 0 3 . If a me111b:t'a,ne :J,s used, it should ·be covered with a -thin layer of sand to allow curing of th,e,slab, or a lc,w-sl'IJlilp.conqrete shotilci_ be used to minimize. possil?le curling of the slabs •. PAVING: Califo-rnia Bearing -Rat:i.o· tests were performed. ~n four sample1:1 of the on-s-ite soils·. The· tests i:r,.op:ate that the clay soils have a CBR of 1, and the sandy soils have a CBR of :7 to. 8 when,·compacted to 90% •. If at least the . . . up.per one foot· of subgrade ~-oils beneath th~. pavement consist of the sandier. soils as rec~ended, parking are~s s~bjeet ·to light automobile traffic may b~ paved satisfa,ctor_ily. wfth two inches of -asphaltic .paving and at least ·three-inches of :select base cour·se. Roadw.ays and other areas subject to hecJ.vy wheel loads may be paved with three. inches of as1>ha_ltic paving. and 1;1ix iIJ.Ghes o-J:. select base cour.se. The $elect 'base c·ourse · should have a CBR of 8() and should be· compacted to at _least 90%. Proper drainage o·f · pave~ surfaces is reconnnended to increase· the life of the paving. I, 1>~ 'I.--~ I·--· I 1·. I: ·I I .I 1,. 1:· I I. I· :1 1-. :I I Page 14 Because of the areal settlement, the parking lot should bEl sloped as much ·as possible.. This will reduce. the possibility of undrained depressions 0¢.curring. -oOo- I I I· ·I I ·1 .. 1. I I ·I I· .1.: .I I: ·1 .I. 1: I I Page A-2 Direct Shear Tests Direct shear tests were performed on numerous undisturbed samples to.determine the strength of the soils. The test~ were performed at field and in,creased· moisture contents and at var:i.ous surcharge pressures. Selected samples were also tested at. two different surcharge pressures to provide more complete data. To detennine the strength of the soils when compacted, tests were also performed on ten remolded samples compacted to· 90%. The ref:!ults of t'he shear tests are present~d on :Plates C-1 and C-2, Di~ect·$hear Test Data. Triaxial Shear Tests Triaxial shear. tests wet.e also ,perfonne<l on five .undisturbed samples to further determine the strength.of the soils. The Sc;llilples. were · tested at field moisture content. The result.s of the triaxial shear tests are presente.d on Plate C-3, Triaxial Shear Test Data. Consolidation Tests Confined consolidation tests.were performed on 17 undisturbed samples of the natural so.ils and two ·remolded samples compacted to 90% to determine the compressibility of the soils. The conso:J_idation t:est re1:1ults are p1;esente<l on Plates D-1 through_ I>-10, Consolid.ation Test Data. · To provide data relative. to the rate at which settlement would occur _in the field, frequent time readings .o~ consolidation were made for selected increments of. load during the testtng of all samples. Typical data _-of ten representative samples are i:,resented on Plates E-l through E-10, Con-· solid~tion Ttme-Rate Data. ·I I: 1-·· ·1 I 1·. 1. :1 I· I ·I I -1. I I Fage A-3 Compaction and CBR Tests . The optimum moisture content and mi:1Xlmum dry density of the soils were determined by performing compaction tests on four samples. The tests were performed in accordance with the ASTM Des±~nation Dl557-58T method of · compaction modified to use three layer.s instead of five. After completion · of the compaction t'es.t~, California B~aring Ratio tests were performed on -. .· . the samples. The tests were performed in accordance with the ASTM Desig- nation Dl883-61T method. The results of the compaction and CBR tests are presentecl on Plate F, Compaction and CBR Test Data. -oOo• 7· I I I. I i i ~ •• I ci I 1.· I-I i 1· I- I I I BORING DRILLED: March 29, & 30, 1966 . EQUIPMENT USED: S"•Diaaeter Rotary Wash ELEVATION.· 9·.6* .I-WATER LEVEL 23 • 6 . (3i31-66) j 31.1 89 ct Sll,ff ·CLAY -some organic utter, roots, """"ut----1 sxx.ffti,l;S·!r!I~~-:~:;r.h-brovn i 32.9 84 I 0 -~ 10 I i 21.7 103 25.9 100 38.S 81 r ·su.TY CLAY .. dark grey Layers of FAT CLAY. SAND• fine, light grey SOIIIII organic matter • some organic matter, dark.grey Layera of FAT CLAY -20 -l 30 -+----+--------...!'+.4-1-~ 22 •. s 101 SANDr SILT.• grey ! . I 24.4 100 SU.TY ClAY ~ s..-send, •lightly organic, 1111>t t led grey - ' -30 { 40 +-,.--+-~-+-___.,__,..,__~ 36., 87 SAND -fine, light b,:ownisb-grey i i ! ! i I -1-, - ' -40 , ,o I I I 21.1 . 106 I 22.4 lOl I 37.8 Sj i i I -50 J_ 60 +--+----+--I· ' 25.2 97 • I I i I I -60 70 +----+----1---1 23.3 102 21.1 101 23.6 100 SiLTY CLAY• some sand, slightly orgaoi•, · mottled gny La7ei'a of CLAYEY SAND Layer of SILTY SAND SAND .. fine, grey LaJ•r• of SANDY SILT : I *El~~ations refer to U .s .G.S. datum. NO'?K: Drilling mud used· in drilling proceea.. Mud removeg after drilling completed; water level measured at a depth of l.7' on 3/31/66. LOG OF .aoR ING LEROY CRANDALL a ASSOCIATES PLATE A-1 I I.· I. I 1-<l I I I I 0 ~ i BORING 2 .DRILLED: March 30, 1966 EQUIPMENT USED: 5"-Diameter Rotary Wash SILTY CLAY and FAT CLAY • dark grey Layers of SAND ,l10-+-7<'T"-..+-.,..,.---+---..~, I l I , I I I l-10 r I ' r20 ~~!.l--.W..Z...-1----"""~--I SANDY CLAY -slightly organic, dark grey i. I -20 ~· I I 30 , 27.2 96 25.0 98 -30 · 1 · 40 _1--19_,'L>f.1--.-.-------4--..-- -40 1 I · j .. 15.9 118 tes.s Sand, mottled light grey and light brown SILTi CLAY • mottled light grey and light brown Jointed NOTE: Drilling mud used in drilling process. Mud removed ~fter ·drilling completed; water level measured at a depth of Q.5 on 3/31/66. LOG OF BORING LEROY CRANDALL a ASSOCIATES PLATE A•2 I I 1-- I-I I I I- I I I i I 0 -t-10 j I ! i -3o t4o -40 I i I i 41.0! 77 22.8 100 BORING 3 DRILLED: March 29, 1966 5"-Diamater Rotary Wash SILTY CLAY• dark grey Layer of SILTY SAND Sandy (in layers) Layer of 1ILTY SAND 'SILTY SA?m -fine, clayey, slightly organic:, mottled grey Layers of CLAYEY SAND SAND -fine, light grey Layer of -SILTY SAND i..ns of clay Layer of SANDY CLAY Grey NOTE: Drilling mud used in ~rilling process. Mud removed after driiling completed; water level measured at a _ 4epth of 2.0'on 3/30/66. LOG OF BORING LEROY CRANDALL 8 ASSOCIATES PLATE A•3 _I_ ·r '- I I I I 0 ~ ll ~ I LLJ 0 ~ -I '-' ~- I --.. I I w i I I I I -10 I 30 1-20 I I ! l -so 7 -70 -so -9 1'' i6,, :.'-S 10 22.~ 103 23.5 100 21.4. iOl 19,0 . 109 20.4 106 23.0 103 26.3 99 ' ' ./:,_~f;l~,:'~,,: .. -. ,.:·, __ \: .-:~ .. L-~:>,.i .. :11•· : · -·f·Fr~J·eoR ING·. -.4 . • •' •, ... :.:-:-:· • :· ' • •• ,K ,DATe::.:o'RfLLED: March: 24,'&.25, 1966 EQUIPMEN't: ·USED.·;·-: S"•Diameter Rotary Wash ,• ":•; ' .•t I :"~ ~ : •, • .: • • > ' ' StLtY CLAY -. some organic matter, roots , grey Layer of :SILTY SAND ;_:·Dark ·grey :1,-1 . __ ... • ,.:,:; I • • _:.' • C ,,:::)·:~-::, :• , •. Mottled )'grey' . . '.: '. -~' ', . . Layer of-SAND , · -. :: •·/:h·. '_ · · -• • t ,·: • ·:·.-· '•' tayei'--of· 'SILTY ci.AY , ·_,t · .. Light arey . Grading clayey ._·-< .''! . Layers of . SIi.ff SAND Feir gravel l ' SAND • fine to medium, light grey ML SAmSD..r~.;. patches of clay and sanq, slightly organici. dark grey NOTE: Drilling mud used iz:1.drilling process. Mud removed . after drilling completed; water level measured at a depth. of 2.81 0n 3/24/66. LOG OF ·soR I NG lE'ROY CRANDALL 8 ASSOC I ATES PL ATF ' ' I I I I -20 'f 3o[ BORING 5 DATE DRILLED : EQUIPMENT USED: March 29, 1966 5"-Diameter Rotary Wash ELEVATION . 9 .4 '• ML SANDY SILT -slightly organic• mottled grey• 1 w.......,CH---t and brown FAT CLAY -some organic matter, dark grey Layere of SiLTY CLAY Layers of SILTY SAND and SAND SAND• fine, light grey FAT CLAY -some silt,. some organic matter, dark grey · SANl1i CLAY• grey Layer of -SAND j 23.3 101 I I -30 !-404· ~ . .L4::!:-+-----t1~0~8-+i-~ I I . -40 50 22.3 Light greyish-brown 19.0 108 03 NOTE: Drilling mud used in drilling process. Mud removed after d.rilling comp.let-.d; water level measured· at a depth of 2 . .5' on 3/30/66. LOG OF BORING · LEROY CRANDALL a ASSOCIATES PLATE A•5 I .I ·1 I ' Cl ::.::: I I ci ~· I ·,-; I ·1 I I L WfTER. LEVEL(3·21·Ml I • I . ' I . ! I • 130.0i 91 I BORING 6 DRILLED: March25,1966 EQUIPMENT USED: '"·Diameter Rotary Waeh ELEVATION 10.2 CL SILTY CLAY and FAT CLAY -mottled grey CU Layer of SAND , : 23. 6 l 100 I 0 _L 10 :--r--+-1;441---1 ; 20.9 105 i I _SAHD -fine. mottled brownish-gray I I i 26.0 99 I i ' I I . I -~ 20 4,---+-~--+1--1. 1 -10 ' ; 21.4 103 . I I i I j 29.0 92 ! I j j -20 f 30 .j.-' --+, ---+-___,. ! ! 21. 7 1 .103 ; I I 26.6 97 I ' I i ·30 140 21.0 I 103 i i . I 25 .• 7 100 · : -40 -;-50 +---I---+--- : I . I 36.9 83 I ,. i I i • J -50 ~ 60 -60 .· 70 80 23.9 95 · 25.6 100 22.2 103 18.5 107 20.7 105 Layer of··SILTY _CLAY SA?lmSlLT ~ slightly organic, mottled grey · Clayey SILTY SAND• fine, mottled grey Layer of SAND SIL'l~ CLAY• dark grey SILTY.SAND -fine, slightly organic, mottled grey SP SAND• taediUlll, light ~rey NOTE: . Drilling mud' used iri drilling.process. Mud _removed after drilling completed; water level measured at a depth of 1.8' on 3/26/66. .LOG OF BORING LEROY CRANDALL a ASSOCIATES PLATE. A-6 -I I I I I I I- I .-~ i· 0 i -4 I J2.2 I ~ 20 22. - ·1 ! 1 j j J I 1-10 [36.4 j 86 I I. r-30 I I -! ! I ! i-20 -j I ! 21. 7 ! I : ' I ' ' ;22.2 101 ! i i !. ~60 .;..!ll!:LU:'-----l---'"----t--"'I ! I ; -50 ~ I 18.6 109 70 17.2 -60 '---...... 80 -'--__,__ __ _.____, BORING 7 DRILLED:_ April 4, 1966 .EQUIPMENT USED'. 611-Diameter Rotary Wash FAT CLAY -lenses of Silty Sand, dark grey SIL'rl CLAY -sandy; mottled greyish-brown SILTY SAND• _fine, grey SILTY CLAY lenses of Silty Sand, dark grey SILTY. SAND• fine, grey Patches of clay CLAYEY SAND • fine, grey SILTY SAND• fine, slightly silty, grey Layers. of SAND Gravelly NOTE: Drilling mud u::;ed in drilling process. Mud removed after drilling completed; water level measured at~ depth of 2.3' on 4/5/66. LOG OF BORING LEROY CRANDALL I:) ASSOCIATES PLATE A-7 I ,I ~ ,1 I ~· ~ ~ R l ci ·~ I· \J ' -I I I- « I I I -· I I . • ~t~, ." ' . -, r •v. '.':~ \_WA !R ~fVEL (4-1-88 38.3 81 20., 104 -10 30.1 -88 -50 . 31 .. 7 -6() -26.9 94 -70_ 24.5 98 -80 ' 18.5 109 ·L·tt~·.::.:-~,:·.-. · ,;_::·-'-t: ... :.):(\~;:/:r//. :·_ ,:,· ·::<·:-a OR I NG:·:, 8 -- _-titffE'. \'DR!-t't.'.ED _; .March· ·31, 1966 · EQU 1·PMENT:·:. USED:::,: 5"•Diaaeter Rotary Wa~h . ' ~ .. ; . '• . ; ·'· . : ' .. . \ ... ~-. SANDY CLAY . .: aottled gte,- light grey ·· SII:rr ci,Ay·' :..-a lightly organic, dark grey Layera of 'sANi> and FAT CLAY SM Stm SAND -aiad SAND -fine, greyish-brown SP. ··· · --· · · · .. t.ayer -ef SILTY CLAY Ceciented NOTE: Drilling mud u·sed in drilling -process. Mud removed after drilling completed; water level measured·at a depth of 0.8'on 4/1/66. LOG· OF BORING LEROY CRANDALL 8 ASSOCIATES Pl t:i Ti=" ' 0 __ ..... .,.~ . I I I t-<( i I I I 1. -10 -20 21. 7 102 ·30 32.6 91 40 2i,8 103 NOTE: SOR ING. 9 DATE DRILLED : March 28, 1966 EQUIPMENT USED: .5" .. Diameter Rotary Wash 10.9 su .. n-SAND -fine, ·patches of clay, roots, slightly organic, mottled greyish-brown SANDY SILT• clayey, some organic matter, dark brown Sandier Lumpa Gf c:lay SAND¥ CLAY• aottled greyish-brown Very sandy SANI> .. fine, mottled grey and light brown Drilling mud used in drilli,ng process. Mµd- removed after drilling completed; water level measured at a depth of 2.8' on 3/29/66. LOG OF BORING LEROY CRANDALL a ASSOCIATE~;' PLATE A•9 I I I I I i 1- <l: I -I I I I l - I ! 23, 7 I -10 .:_ 20 : 2Q 3 ! 37. 2 82. I BORIN.G 10 DRILLED: March 26, 1966 · EQ-U I PM ENT USED: 5"-Diameter Rotary Wash ELEVATION 9.6 .. CL SILTY Cu\Y and FAT CLAY -rqots ~ dark grey . . CH . Layer of S ILl"i SA~ SIL'n: SAND -fine, slightly organic, mottled grey Layer of SIL'n: CLAY. SIL'l".l CtAY and FAT CLAY -dark grey : -io -~ 30 _: .... 2 ... 1 ...... s...__,_:---".l.1.4.. SANDY CLAY -slightly organic, dark grey I : j 17 i l ; I • I I I 108 Layers of SAND SILTY SAND -fine, mottled grey and brown i 21.5 103 NOTE: Drilling mud used in drilling process. Mud removed after.drilling completed; water level measured at a depth of 2.7'on 3/26/66. LOG OF BORING LEROY CRANDALL S ASSOCIATES PLATE A-10 ~ .r I I 1· I I ~ ::.:::. ci -I •. <.:::.: I I I I ·-· -- I 10 7 -'-WATER LEVEL(4-5-I l , Ii 22.0 98· 1 : I : 30.] 86 I I j 31.5_ 89 ~10*1---i---+--: i 20. 9 104 0-; : -; I i I ; 25.6 95 ~20 -l---4-----.----..1 I . I -to-. I 25. l ! 97 I I I i ! I i 123.0 l 101 I I i 24.6 100 I ~30-----,----,--i----+~~ I -20 -1 j 2~.l 98 i ! ' ~40---~..-t--=c=--+--~ -30 j I 20.7 105 so 22.0 102 -40 ~-.... 60 -'-----'----+---'-4 BORING II DATE DRILLED : EQUIPMENT USED: April 4, 1966 6"-Diameter Rotary Wash 12.4 1ILL -SILTY SAnD • fine, weeds, brown ~ILl'Y SAND -fine, brown FAT CLAY " lenses of Silty sand, dark grey C~YE"{ SAND• fine, grey Lenses of Silty Clay SILTY SAfID -fine, patches of clay, grey SILTY C!.J;Y -some sand, slightly organic, dark grey Lenses of s ilty Sand SILTY SMID • fine, grey Lenses of Clay NOTE: Drilling mud used in drilling process. Mud removed after drilling completed; water level measured.at a depth of 2.S'on 4/5/66. LOG· OF BORING LEROY CRANDALL a ASSOCIATES PLATE A-11 I I I ·I ci -I I I I -'-WATER LEVEL(4·15·66) -j 23. 1 I 90 ! ! 38. l ! 82 ll I I • l 28. 2 i 91 i I ! : 1 r 10 ~ 1g. 9 I ______ _._. - t I 0 ~ i ; . I l 25. 3 i i ' ! ' l3OR ING 12 DATE DRILLED : April S, 1966 EQUIPMENT USED: 6''-Diameter Rotary Wash ne, wees, brown SILTY SAKD -fine, light brown SILTY CLAY -some organic matter, dark grey Layers of VAT CLAY SILTY SAND -fine, clayey, dark grey Grey. ' '. i ~ 20 t-i6:·g-..L-tmr-:--~~--I CLAYEY SAND -fine, dark grey Layer1 of SILTY CLAY l : ", . ,i l -10 ~ ! 21.3 i 103 1 I ! j i i I ~ JO fn-;9-t-··tos +- l -40 ~ l 1 ' i 24.6 103 i l l.. 40 +..-,,..........,r-+--.-i 19 .O II i . -30 !50 17.l 112 tl 60 ...____.,____ :NOTE: })rilling mud used in drilling process. Mud removed after drilling completed; water level measured at a depth of l.~'on 4/5/66. LOG OF BORING LEROY 'CRANDALL a ASSOCIATES PLATE ,A-12 I I 1· ~ ::x:: I ~ ci -I- '° \o I I • t- <( I I , I I I BORING 13 DATE DRILL-ED : April 5, 1966 E:QlJIPMENT USED: 6"·D~ameter Rotary Wash· ELEVATION. 13.0 SILTY SAND • fine., slightly silty, light brown CLAYIY .SAND -fine, da~k grey Layer• of SANJ1l CLAY SILTY SAND -fine,. dark grey Brown SILTY CLAY -aome sand, highly jointed, light browni1h-grey SILTY SAND -fine, cemented, light browni_eh-grey NOTE: Drilling mud used in drilling process. Mud removed after drilling completed; water level measured at a depth of 2.0'on 4/6/66. · LOG OF BORING- · LEROY CRANDALL 8 ASSOCIATES PLATE A-13 ~- I 1- I I I ; ::t: I I I I- I i I I ' I ' l I , I I · i. 34.3 87 - .l-wArER L~.V _L(4·!S·H,) -lO" ! 24. 2 j 91 I jl8,7i 1111 : I I J 10· ~ 26 • 6 I 96 1 f: ·-I ' I . I ! : I I i ! · I 0 J ! 19. 9 I 107 ! ! I I . ; I f 20 ! 29,Z.+.:---'-=-l-~~-,-1 ·I I ·l ; i 26.8 96 -10 l' 30 ,i .!.Q..2-.Lt _!_!~_j_!· __IW,~~ 118.3 L 110 I I I 1 j -20 4 20. 2 : 1101 I -30 -40 I ~ 40 i 23.6 I ! 100 ! I I ; 23.4 I I ' ; I 101 50 i 21 •J2...~!U!.ttt.-+---'I' ' 29.2 95 BORING 14 DATE DRILLED : April 5 1 1966 EQUIPMENT USED: 611-Diameter Rotary Wash Grey, clayey SILTY CLAY • some sand, grey Brownieh~rff Lenses of-Silty Sand Layer• of SILTY SAND SILT! SAN]) -fine, cemented lumps, grey OLAYIY SAND• fine, grey Layer of SANDf CLAY, dark grey Mottle~ dark_grey and brown SILTY SAND -fine, grey SANDY CLAY -mottled grey SILTY SAND• ·fine, light brown '-------'-60 2 l. 0 04 NOO:E: Drilling mud used in drilling process. Mud removed after driiling compl~ted; water level meas"1red at a depth of 3._5' on 4/5/66. LOG OF BORING LEROY CRANDALL a ASSOCIATES PLATE A•l4 I I I 1. ; ci - t- <l: I I I I ! 117.5 l 98 i :.1-WA!IIII LEVE~(4·!1·66j l O ~ ; l 8 • 4 ; 109 l i i20.8 97 ! ! i _ li..._,l,,_,,,8:..!.'•=2-----.,._l.,,,_,05,,__.._ .. .. i ! I [ -10 1 : ! i ' i i I I I I -20 ; I • I I ! ' i l !' -I I ' I ! ' ! ~30 i ~ I i I· 1-f-I I i I 1 ' I : -l+O ~ • I i I I I ~- I t. ! I :-50 ~ , I· 98 i 122.6' lOlf 30' 'I 13.7 112 ' ! 'o-,2-L-9 4 : i 124.6 101 ! i soi 21.5 108 i ! ZLQ •. 9 ro1 6~0 LQ_j_l.0-1 I I I ' i i 25.0 99 ! l t24. 7 ' 102 ! r 70-t--· -· -· r· --- 1 I : -60 I '23.l 103 80_.__--L, __ __.___. BORING 15 DRILLED: April 4, 1966 6 11 -Diameter Rotary Wash ine, slightly silty, light brown Dark grey Mottled grey and brown, clayey CLAYEY' SAND -fine, slightly clayey, grey SILTY SAND -fine, slightly silty, light brawn Patches of gravel Light grey HOTE:. Drilling mud used in drilling process. Mud removed after.drilling completed; water level measured at a depth of 3.51 on 4/5/66. LOG· OF BORING· LEROY CRANDALL. a ASSOCIATES PLATE A-15 ,,-C' 1.· I I I I -::, -1 I I I ,/ ,· I l . -40 BORING 16 DATE DRILLED : March 31 & April 1, 1966 EQUIPMENT U-SED: 5"-piameter lotary Wash -some prgan c matter, roots, mottled greyj&h•tirown Lay•r of SAND· FAT CLAY -roots, dark grey Layer of SILTY SAND CLAYEY SAllD-slightly organic, dark grey Mottled grey and brown Sandier Brownis h._gtey . SILTY SAND -· fine, few gravel, greyish-brown· Layer of SILTY CLAY NOTE:, Drilling mud using in drilling process. Mud removed after drilling completed; water level measured-at a depth of_ 1.5' on 4/5/66. LOG OF BORING LEROY CRANDALL a ASSOCIATES PLATE A-16 1· 1· I I 1· i ~ ,I O' -·I I • 1-c:t I ·1 60 -ELL~ 120 -10 5.8 91 : 50 ~ i 12.8 118 i I • ~ 20 ½o-; s--I• ' 1 . i 40 i ; ll .. 9 112 i l I I J I ! : ! ~ 30 T1~-z-t--11z-; I I I i l:l. 40 BORING 17 DATE DR i LLED : EQUIPMENT USED: 64.6 April 1, 1966 18''-Diameter Bucket SILTY SAND -fine, roots, brown L!;hfr~~n CLAYIY SAND -fine, mottled light brown and grey SILTY SAND• fine, yellowish~brown Light grey ·s1LTY CLAY -sandy, highly jointed, greyish- white ~rownish-grey NOTE: Water not encountered. No caving. LOG OF BORING LEROY CRANDALL a ASSOCIATES PLATE A-17 I I I I I i \VJ I I I --:, I I -· I I ,~ ... ' .~ ~\ w 1.7 98 140 22.4 78 10 · 5.2 99. '{ /; ·, ELEVATION 1~6·.~: .. --:··>'._''<~'·. ;.tr:·, FILL -SILT! ·SAIID • fine, weeds, br0Wll .. .:' SlLff SAlli> -.. fine;: roota,. light brown · , ,-. Clayey · ;,: :. .. · · ./.< Jfllavuh-1>rown· · ·' , · >·:.· ,' ightly •ilty . :·:; ·.' : ','·~ ,· :·' .\.:: }·:;:.,.:" '. . ·.:. ? . ~-,. :·. ' · ',, ... Streaka· of clay -:-:.: . i ......... -~ ..... --_,. -. ,_,,..........,._ ·-13&120 1120 30 ' ! I i I -I 110 ! . 40 so 90 60 80 70 _., t .10 , I 80 .. ··. ..... ,, 60 90 so ..:....---~ --r -·------------· -----· -·-- 6.1 101 l.O 97 . : <.::\:::,~jLi~';:~;4·:~, . .:-: "t--'--t'-'--"---t-"----1 . .1.._._:.1:.1.:.:.~:: .... S ... P--1 _.: -~~: _:·:~J,: --~tne;·.; mtti~ grey and ii! .·. :~1:71•h-b~- \ti o.s 99 -----1------,---~~!~i : •: ... , '·:·.': , I '•,' • Mottl~ yellow and grey 2.2 95 S.6 93 . . . ... 3.4 97 10.2 107 4.9· 101 S.3 92 34.2 87 31.4 90 22.6 100 37.8 86 13.8 104 :.t;{~~ ' :.=:~~::~ =~ .. -~··: {:; . . ' SILff SAllrJ·· very fine, light·yellowish-brovn . :;: ':. : __ (' ·', _::,\/ '.·. :· · .. :<{:.·;:· '.· .. · ·, \. i;.--;:j · Lqei"il 'of' SILTt CLAY . • · jointed -~i; ~f fM~~:;/f:': !'t;'F f t :· -: ' , --. • ,:, Later of CLA!n SAlll> -mottled brown aui! grey su:rr Cl.AT ~ •andJ,join.ted. few shells. dark grey 's)l.TJ SAJID -fine. lens.es of,Clayey Sand, mottled grey and light brown · . t.a,er ot' CLA1'1f SILT llffE: . Water not encountered. Bo caviag. LOG OF BORING LEROY CRANDALL a -ASSOC I ATES PLATF ""1" \ ,,, I. I I I I 3,9 94 ' l 100 --10· ..... : ---....-l---+-~.1 -1 i I 7.8 95 I '' : ! 21. 7 I . 97 I 22.7 100 50 VJ~ BORING 19 DATE DRILLED : EQUIPMENT USED; ELEVATI-ON' 109. 7 April 1, 1966 18''-Diameter Bucket Lay•r of SILTY OLAY• jointed G~,:yish•brown · Light grey SILTY CtlY -mottled brown and grey Layers of SILTY SAND Slightly silty, Joi~ted, streaks of gypsum. Layers of CLAYEY SAND Layers of' SILTY SAND SILTY SAND• fine, slightly silty, patches of clay, mottled grey NOTB: Water not encountered. No caving. LOG OF BORING' LEROY CRANDALL S ASSOCIATES PLATE A•l9 , .f';/ I I .1 I I ' ci - .1 I I· I 12.9 11.1 I I 5.8 [ I ' i I 10 iiL.1-....... i _..,,Ll.-1--..1117',,I-H,i r 1 1 30 1 9,6 121 20 12.9 116 BORING 20 DRILLED: April 2, i966 18"-Diameter Bucket mott ed grey SILTY SAND· -fine, cemented, mottled grey Greyish-white, slightly cemented Layer of SILTY CLAY NOTE: Water not encountered. No caving. 20 LOG OF BORING LEROY CRANDALL 8 ASSOCIATES PLATE A-20 I I I 0 :x:: f aja t .. w ~ ·1--~ 1. I I 8.3 · 119 '' ' , ' ,{. ' ' ·..: ,: ' ••• ~ '1 ' • ' j I 2.9 106 ~.1.2 95 • 14 8.6 111 24.1 99 6 ll0-1 24.1 98 I 6.5 122 7 120 4.5 121 9 .• s 120 110 10.7 123 7.0 126 9 100 i.2.5 121 ll.7 119 1 90 11.6 124 10.1 J22 11 80 15.0 lU I 8.9 123 12 70 '----'-13Y------.L.----'---' Buckitt . -ne, rown . C811ent•d• reddish-brown '1• ' ./'·. ,;>.: : (.a.AD '.usm· FltOJ.11· S':::co ·6 '> . ,:\. -~-.::·_ 1.ayeta of GRAVILLY SAND ·, '' ,l < ~ .. _:. ,, ... _',-,:::·;;.}~:~~:·/-:· .. ~ ": ,' :'.~~:_-: :."t:-::~-=~·f:,·· .: , -. • .. •· · · . Layer~:'.of Sltff CU.Y" • Jointed • • . ~ t ·~•.:.:,in~~~~t.&.,;.:~~~:,i; .. ,.,:,~:~_,c_:__.. . ··.: ' -. . ... ·' )/'l1l\\. :?;;{.::~·.•::I·.,·.·. · , SMm • ,:tine~: 35.401·gr"nel, light brown 1~151 gravel 1lo aravel ~ >-' ' : . "• .. ' ,,.! . ,, ,; ·'·.-. ::.~.;/;:/~·}f:i.\ .. : ... <,_ "::'.·::. '·; ::·· .. '. · CLU'ff SAHJ> -fine. mottled brown Patches of a and and clay . Snrt CLAY -highly jointed, grey Mottled reddish-brawn and grey SILff S.AJIJD -fine, clayey, ~ttled grey Greyish-white Slightly· ·cemented Layer of ·CLAYEY SA!ll) -grey CLAYE'f S~ -slightly jointed, light brownish-grey· SU.TY SAID -fine, cemented, grey Layer of SILTY CLAY -jointed Slightly silty !CTI: Water not encou~ered. .RaYellng1~1n g~avelly layen (to 26" in diameter); caving from 27' to 48' (to 30" in df,ameter). LOG.OF BORING ~EROY CRANDALL a ASSOCIATES . _.,j 1 I _I ·--1 I I I I I i i J . · t · . . { 7 ~ 7 . 109 ·' .. . J . . . 1ot7;r ' ! 170 I j . ! ' ·. / :--.· ,·,.-,: ·-: -~~f·t··i·;,__·t111' -, :~-::·, ~_.-:.\~ :~ ,·: ... , }i:}·'!{ ?1 -, .. -. , -, .·, ,·::·· ''.'.·sORtNt'.:: 22 · : ·· :·DAf{·:;6~:,LLe:o: 'MarcJ1-·29 ·& 30, 1966 EOU l'PMENT·:: USED.:\18"-Diameter Bucket •,\, ELEVATION . titl ··· .. :·:'.··: .. ·· .. }·>:: SM SILTY SAND -fine, greyish-brown : . . Slightly cemented_ ., .. , . . · .. /.'.} Yellowish-brown ::' ·\ :,, .. : ::· . .... ,.Clayey. . ..•. , .. · ,. :·j _:,-· .. , • . , . -" ri'y .. :,::, ... !_)·; :~ .. :--., . . :, ·. ;:: :·.:-v/J.:_:>.' :i. :_:_.\_,,:,,-·, -~·._f·_:_/~_?,t;,·,_.,:;_/_':'·'._" · .. . ,,, '~ < . ;-···, :~·~,.' . ' ::, • ' . ~ i ~ : ., '. ,,(1 ,'' :. I_ .. 160 20 fs-; ..... :-i--. ............ ----1 3.1· 103 '' ,•, lSO ro 2.6 102 ~ ;_;i• Lqera• ()f SAND '' : . . I ' 140. 40 .. · ;.. . ' ;-<-/,•f"',,.' • I . .-_ ,.· .. , · .. ·.(, ., , , . ..:...1. ,--· ~~ .. -3 ... o~---· ~, 100-~ ..:.,.: " 'r ' , ' ,' .} • .,.., , I / ' ~, ,~ ' '," ; _: ,, I~ • ,;. -~'-; : ' 1{ ·: ' ' '' • 130-t !m 10·. s -• · 106 · I . . _ , T" i~~&.iii~~;~;T · :_: :":,,:; -,-· Layer of SILTY CLAY -jointed • • ~ ' :.f; .:.· ·· Slightly silty, no eementation 3.4 120 Very silty 120 SP · SAtffl .. fine, light g_r~yish-brown 110. •:;: :• ..... 100 +-ct.-1'r--1-!"--"lnt-t--1111;\{ ·t.ayer of SILTY CLAY -jointed Grey " . 8.2. ;; 90 / i ,., r 11 ;3 80 38.3 100 I i / 70 31 .. ~ 11 I I / 60. 33 .. 2 12 6.S 50 130 104 94 t .,"'I ,81 / 91 98 118 :., ..... tl}l: fit. Lenses of Silty Cla~ . i Layer· of SILTY CLU -.·jointed Layer of CLAYEY' sxt.T SD.TY CLAY-~ ·jointed,. mottled brown and grey Lettsee of st1t:y sand Dark grey Occaional' •bell and cemented lump Greyish-brown SD.TY SARI> -fiae, slightly cemented, grey Creyiah-white tml: Water not encountered. Ra:veling ·from 50' to 56' _(to 24" in diameter);no caving. LOG OF' BORING LEROY CRANDALL S ASSOCIATES PLATF ~ ,,,, ,. ' l ' ! I I I I I I I I . I t 90 - 70 I i 40 ,50 I .60 l I i 3.8· 10.5 127 I I. 18.4: 106 i I : 14.1 t--• I I 13.91 117 i i .>.9t-1Ili BORING 2~ DATE DR I LL.ED : EQUIPM'ENT USED: April 2,. 1966 18';·Diameter Bucket S SILTY SAND·-fine, lenses of clay, light ?«>Ti: greyish-brown · Greyish-white, slightly cemented SAND':i' CLAY -lenses of silty clay, light brown SILTY SAND~ fine, clayey, slightly cemented, gr.,,tsh-Vhite SILTY CLAY -highly jointed, greyish-brown SILTY SAND• fine, cemented,_light greyish-brown SILTY Cl.AT -highly jointed, greyish-brown SILTY SAND -fine, cemented, light greyish-brown Water not encountered. No caving. LOG OF' BORING. LEROY CRANDALL a ASSOCIATES PLATE A-23 I- I- I I I I I l !1a.1 10, - I : : 1201 I. I I I 10 trr,-37--.......... ~~- I I I I 9.7_ i. 106 ! '1,i i i 90 ~ ! I 140~_. : I 7.7 107 21.9 101 2.7 100 70 4.2 99 60 10.8 111 so .40 BORING 24 DRILLED: April 2, 1966 EQUIPMENT USED: 18"-Diameter Bucket ELEVATION 128.8 SM· SILTY SAND -fine, lenses of clay, slightly cemented, mottled light brown.and grey LOG Layer of SILTY CLAY• jointed Greyish-brown Layer of SILTY CLAY -highly jointttd _ s1iTY CLAY -highly jointed, greyish•brown Layer of CLAYEY SAND -grey Sandy SILTY SAND -fine, mottled grey and yellowish-brown · Patches and layers of silty clay I 1ml: Water not encountered. No caving. I ----w--·----- OF BORING LEROY CRANDALL a ASSOCIATES PLATE A-24 I I- I I I 1· I I I I I I I I I I I I MAJOR DIVISIONS GROUP TYPICAL NAMES SYMBOLS ~:cio· .. ,,r~ GW Well graded gravels, gravel-sand mixtures, ~-b·. I ittle or no fines. CLEAN • ot·o:1 ··Oo-Oo GRAVELS ~-•.• Oo .. 'C?oo:~~1 _(Little or no_ fines) o~::~oQ GP Poorly graded gravels or gravel-sand mixtures, GRAVELS .,oo O 0~ little or no fines. (More than 50 % of 0;0q:o:o coarse· fraction is . I~ LARGER than the ~~ ' 6 GM Silty gravels, gravel-sand-sill mixtures. No. 4 _sieve size) GRAVELS . ' WITH FINES ~ COARSE (Appreciable amt. GC Clayey gravels, gravel-sand-clay mixtures. GRAINED af fines) .'Ai SOILS ~::-:··:·-:":·:·· (More than 50% af }):\?~ SW Well graded sands, gravelly sands, lil!le or matetial is LARGER no fines. than No. 200 sieve CLEAN SANDS ::.{::-:.-, si~e) (lillle or no fines) · lf}k SP Poorly graded sands or gravelly sands, little SANDS or no fines. (More than 50 % of '• :.: coarse fraction is ., .. SMALLER than the :·, •' SM Silty sands, sand-silt mixtures. No. 4 sieve size l SANDS :• WITH FINES .. .. (Appreciable amt. ~ SC Clayey sands, sand-clay mixtures. of fines) :~ .: ~, ... ,· Inorganic silts ond very fine sands, rock flour, ML silly or clayey fine sands or clayey silts with slight plasticity. SILTS AND CLAYS ~ Inorganic clays of low to medium plasticity, (Liquid limit LESS than 50) CL, gravelly clays, sandy clays, silty clays, lean ~ clays. FINE OL Organic silts and organic silty clays of low GRAINED plastic1ty . SOILS {More than 50 % of MH Inorganic sills, micaceous or d1atomaceous material is SMALLER fine sandy or silty soils, eiastic silts. than No. 200 sieve size) ~ SILTS AND CLAYS CH ( Liquid limit GREATER than 50) Inorganic clays of high plasticity, fat clays. I OH Organic clays of medium to high plasticity, organic Sills. -HIGHLY ORGANIC SOILS ~ Pt Peat arid other highly organic soHs. ~ 17-,,--j-,r BOUNDARY CLASSIFICATIONS: Soils possessing characteristics of two groups a·re designated by co.mbinations of group symbols. PARTICLE . S I Z E L I M ITS SAND GRAVEL SILT OR CLAY I icoARSE . I FINE MEDIUM FINE NO. 200 NO. 40 NO. 10 N0.4 3/,pn. U.S. STANDARD SI.EVE COARSE . 3in. S -I Z E UNIFIED SOIL CLASSIFICATION Reference : The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No. 3-357, Vol. I, March, 1953. (Revised April, 1960) I I COBBLES I BOULDERS ! (12,n) SYSTEM LEROY CRANDALL AND ASSOCIATES PLATE B I I I I. I I -0 0 I.I.. Q) '-0 :::, C" CJ) 1000 SHEAR STRENGTH 1000 ~~e4; ~e:---: .& ,-r;,ees 2000 '-4e!'!J4 & •,,t't!>.!16 in Pounds per Square Foot 3000' 4000 5000 6000 Q) 8~;3~ &7t!>.!J9 a. 2000 : ·-· --t--------+---'------+------------. C/) /C.8+0 • • -g *'4-4 /,?~+6 r3t!'~9 BORING NUMBER 6 o..c:g • 9197 681!"'+9 && 7~-9-9 \SAMPLE DEPTH (FT.) eee:;4- ~~59 A 7'1!'-6'.1 A A ~~:59 ·-3000------+--'-=-'---'------'------+----+------1-------------11 zee.;.. • •8<!'>"°~ \ ~ & 7~<.9 CJ) CJ) w ~ 400011------------------------------------1 w (!) 'a:: <! I U 50001--------+------------+--------+------------1 a:: :) CJ) 6000--------------------------------~ NOTE: : Samples tested at field mo·isture content. K E Y •--SILT 8 CLAY & --SANO, SILTY SANO 8 CLAYE:Y SAND DIRECT SHEAR TEST DATA LEROY CRANDALL a ASSOCIATES PLATE C-1 I I I 1- ! <""'-· . I I I I 0 ' ~ I. ---. ' . ' . - • ~ ' I f- l I '\ I I I . -0 0 L1. w <!> a:: <t I U 5000 a:: ::::> en SHEAR STRENGTH VALUES USED IN FOOTING ANALYSES VALUES USED IN STABILITY ANALY_SES ---SAND 2000 ---· SH ALLOW SIL TY SAND ---CLY in· Pounds per Square 3000. 4000 Foot 5000 BORING NUMBER S SAMPLE DEPTH (FT.. \ 6000 l8fJ70-8t • 6000-----------------------------------~ NATURAL SOILS : A • Tests at field moisture content. 6 o Tests at increased moisture· content I I SILT a CLAY · · SAND, SILTY SAND S CLAYEY SAND REMOLDED SAMPLES COMPACTED TO _90 % a Tests at increased moisture content I Tests at optimum moisture content DIRECT ·sHEAR-TEST DATA LEROY. CRANDALL a ASSOCIATES PLATE C-2 a I 1 I 0 I. I I I IN ·KI PS PER SQUARE FOOT 0.4 LOAD 0.5 0.6 0.7 0.8 0.9 1.0 2.0 3.0 4.0 . 5.0 6.0 7.0 8.0 I 0 o.o 0 2 · zo.04 oz w a.. (/) ~0.06 u z z. 2 0.08 0 . ..,_ <t 0 ...J ~0.10 z 0 u 0.12 0.14 I lo.-..a. _[_ Boring l at" S3' ~ ----r----~ :---4 ,_ ~ SILTY Cl.AY '-...;..., "'--. ' ~ .... -...... ~ > Boring~ ' " ·, ~ ! ' ' SILTY CLAY "" ·,: --I -I ~ '\. -------""-' -" --. ........... --,.._;_ "" .--._ . \. -----I -- ~- . " i"-0------\, --.__,__ ---" ~ r-:---: ----~---...: '• -----· \.. -----" i---~ ~ = NOTE: Samples tatted at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL S ASSOCIATES ...... I I ·1 0 I lb I I ci I I I. I I LOAD IN KI PS PER SQUARE FOOT 04 0.5 0.6 0.7 0.8 0.9 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 o.o I u zo.o a:: w Cl. Cf) woo I • u z z 0 2 1 t. o.os z 0 f--. <f 0 . _J ~0.10 z 0 u 0.12 0.14 ! I -,Boring 2 at 29 1 -,-_ ~ ~· r---._ ---.... ~-r--.. ~ : ·~ ---.'-r--....r------.. .......... ~ =----l~ ......... "-..... r---I I ! Boring 3 at 29 :-~ ~ SIX.TY SAND ·-.......... ·---\. i --' I • ~ . I I I I ~ . i---e--W--+tt ...... ", I ! i ----i"---......._ i l : · .. --·-t---------............. ~--------· I I i I I ! 1 I ',. j ! \ I 1· I ! I NarE: Samples teated at field moisture content. .CONSOLIDATION TEST. DATA LEROY. CRANOAL,.L a ASSOCIATES I I a I I I I LOAD IN KI PS· PER SQUARE FOOT 04 05 06 07 08 09 I 0 20 30 4 0 5,0 6,0 7.0 8,0 : 0 0.02 I u zo.04 a:: w a. en ~0.06 u z z o.oa z 0 t- <t a __J ~0.10 z 0 u . 0.12 0.14 -l . i ~--I -~ {Boring 4 at 94' ---..... "" --SANDY SILT .. ' ;-.... ...... ~ ; ', I ! ! ! ' I ' ~ ! . )'' ~ I i ! ' Bofing 6 at 5' ~ ~ . FAt CLAY I "· ~ --o---~ " ---:---" "' r--. -I --I \. " ' ~-" - • j ! \ r--...__l \ --\ --\~ --------', ~--·-i-~ \\ --------r--_ --1---·· NOTE: Samples tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL 8 ASSOCIATES f I I lb I I 0 I i I· ..... '. I g I: '" . 0 ,· I. I I I 1· LOAD IN KI PS PER SQUARE FOOT 0 4 · 0.5 0,6 0.7 0,8 0;9 1.0 2.0 3,0 4.0 5.0 6.0 7.0 8.0 o.o I ·u ~o.o a:: w a. 0 '--. -- i--e_ 2 " ' 6 Cf) ·woo I" u . ....._o....___ z z --o.o z 8 0 1-<t 0 ..J ~0.10 z 0 u 0.12 0.14 t---·- r---r---i--r---i---i......... ~--,.._ t--... r----r------- r--.. __ t--t---_ 1---r---t----. -- (' Boring 8 at 39' ~ SANDY CLAY -~ ' . . ........... [Boring 8 at 54' ' ~ SILTY CLAY . ,. ., . '"" ~ ·, . ." ' ' '·~~ ~ \ t--. ~::...~ '\ "' r---,._ ~ " " i----- ' _, ---t--.--~\ i---_ r-----"• NOTE: Samples tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL 8 ASSOC I ATES 01 /I Ti:-1\-l... - I I I I 0 t lb. I : i I I 0 I i I ~ I ''-9 ' I ',) " I I. I 1-- LOAD IN KIPS PER _SQUARE FOOT 0 4 0.5 0.6 0.7 0.8 0.9 1.0 0 '--·-----.......... 0.02 .......... ' "'··, -~ ~ I"-. 2.0 / .Boring 10 at 24' lAT CLAY. 3.0 4.0 5.0 6.0 7,0 8.0 . -5 ~~ ', Z o. 041-1'--+--4----+--~-+-'~----~'-----1------------4----+---+--+--,-+--f "' '>o){Bo~ing· 9 at 10' a:: w a. ~ SAll>Y Sn.T ~ . ' . W o. 06t----+--l----+----+--l---lr---------+~"T'""--+-----+---+---r--+---t ~ ~ z o. 081,--------1--4-----+---+----+--4-----'------4----· -+~-+--~ .... ~-+---+. --t-i ~ \ __ "' g --\ "' \-~ ..J r----... . ..._ go. io ...._ - ... z 0 u NOTE: Saaplea te•ted at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL 8 ASSOCIATES I I ,.... I I 0 •• lb ·1 "'1 :¥ I 0 I • I :'..O I 0 I I I I I er w Cl. LOAD IN KI PS PER SQUARE FOOT 04 05 0 6 0 7' 0.8 0.9 I 0 2.0 3.0 0 I --r Boring 11 at 35' r---...... r-i--._t--~r-:::: ~ . ......... r-----... r............. ~ 4.0 5.0 6.0 . 7.0 8.0 -·-CJ) ,_ ----~ 0.01.: --- . u z z z o. 01~Cl-~-~--l---4-~4---"----'-------+------~---+----t---+---l--i 0 .... <l C) _J ~ O. 1n~---+--4--4---+-+---+-'----~----''--+-----"-+---f----+--+---+---t z 0 u 0.12,~-c.+----+-,-+------+--+--+~------+-----+----+--t---'---t--+---t 0.1.'+1.,~-__,, _ __,,_"""""' ...... _..__.,._ ____________ ............ __ ~----------~ NOTE:. Samples tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL 8 ASSOCIATES I I a <X a I ·1 I I LOAD IN KIPS PER SQUARE FOOT 0 4 0.5 0.6 0.7 0.8 0.9 1.0 2.0 3.0 4.0 5.0 6.0 7.0 8.0 . 0 I ~.----1Boring 16 at 45 1 ---i--. -SILTY SAND --------. ...__ :--. ~ ---........ ...._ ........__ . o. I u zo -.. er w a.. en Wo I • u z z 02 ~ ......... ___ . . -----, -•-............... ..,__ -..,.. -'-'-~-~ r--......_ -------·-... ......._ 0~ f----~~ . ~ ~ I Boring 15 at 39•) cu~m SAND I "' I ~ -...,,_ ---......, ----I ~ ~------:----. "' ---o._ -" -.. V z o. ru 0 I-<X Cl ...J 0 en o. 1' z 0 u o. 1'J l' o •. NCYrE: Samples tested at field moisture content. CONSOLIDATION TEST DATA LEROY CRANDALL a ASSOCIATES Ot fl TC:-T\_'7 I I ~- I 0 I. lb I 1,1 I d I I I \,~ I I I i I ' -, I I I I I u LOAD IN KI PS PER SQUARE FOOT ~.4;.._...;;.o·;..s_..;.o·;..s_· ..;;o..,.7_..;;o •. s;..;;.,o .... 9_1.,;.;.o~--------2 ... ;o.;.... ___ 3.,..o ___ 4..,._o __ 5..,.o __ 6..,.o __ 7.,..o---is.o r Boring 22 at 1-25'* ,::::,.,~•.:-..:r.:_-,:-=:,-··'~ j_ SILTY SAND I ------~~---. · ,Boring 18 at 7C1-81'* ~ ·---I SILTY CI.A y 0.02~--+---+---'--+--~---4--l----'----_:;:::llgo.-...1::::,--;;.=-"""""1=-+----+----+---+--+---f -----c::·-- -•--1---+-'------r---a...:-----r--c-,__,-t-i-t-t-+---=~===·~-=t ... ~=-=-= -----r--t--...... ~--......... ---~ --~~-·------------. .....___ V · Z O •. 041--_ _.,_ _ _.,__4---+-----l-~--------+----+---~--+--+--+----t a:: w a. ~ i -~ o. 061----+---+--+--+-~+--------+-----'-+-----+----+---+--+-, ---i u z z ' ....I 0 ~ 0.101----+-_:_-+--+--+-.__-+---------+-----+------+----+--+--+----i z. 0 u 0.121----+---+--+--+----I-~-------+----+----+---+--+--+-~ 0.14'---....,__..__ ..... ......ii.-.i.... ...... ...;..-----.,__ ___ .._ __ .,__ _______ _._,_-J NOT!: Samples tested at field moisture\content. * Remolded samples compacted to 90%. CONSOLIDATION· TEST DATA LEROY CRANDALL a ASSOCIATES I ·1 I I 0 I lb I I d ·1 I I I .1·· I · LOAD IN KI PS PER SQUARE FOOT ~ ... 4_._o.;,..s.;;...._o.s;..._o;.;.1_;0.,..e_o..,: __ 9_1;.;,.o ______ ._2,....0 ____ 3..,..o ___ 4..,..o __ 5,,...o_~s._o_1.,..o---ia.o ::::::!- . ~ ....... ---........_ --~ 1 Boring 5 at 14' · ............... ......._,~ FAT CIAY . '~ O .04 ~-+----+-'---4---+-==~,-+~,-,-----+'-------t---+---+--t----t--1 ~ 3 ,_ zo. 08 ~--+--4----4-+--c-+---4--~------P----,-1---___..--1----+--+-~ "-· Boring 3 at 14' a:: ~ FAT CI.A Y : ~~ ~.0.12 1----+---+---+-+--+---+--------+-----+--.,~~--+-----,r---+---t ~ ~-=---''0 I ~~~ ~, ~---...:::::: ', ~ " z ---: -;==~ " " I 2 0. 16 L--L-L~-L--L-L---_:_-~::i~::-=--==::i_r--===--J=--. ---~~=-:::~1\..-3,, ~-~_ ...... }11... .. ----I 0 ~ ,ro r--_i-_ ' I--. <l a ...J ~0.201----+--+---4-+---+--+---,---'----"---+-----+----+--+--~f-----+---I z 8 0.24t-'---+---+---'--+-+---+--+---...;._--"---+------+----+--+----i--+-~ 0.281.-_....,_....,_~_ ... ..1,....._ ______ ~---~--~-...;.."--.......i-------' NOTE: Samples teated at field moisture contento * NO!E CHANGE IN SCALE. --. CONSOLIDATION TEST DATA LEROY CRANDALL 6 ASSOCIATES ,,.. I I ,, d I I I I 0.02 I U. z -o.o4 er w a. CJ) w I 0.06 u z z z o.os 0 1-<X CJ ...J 0 ~ 0.10 0 u 0 .. 12 0.14 LOAD IN KIPS PER SQUARE FOOT* 0.6 0,8 1.0 2.0 3.0 4.0 6.0 8.0 10.0 I I t-o.. Bot:ing 3 at ~9' ~ -SAND r--.._ --~ -~ ~ i'-.... r--...... L - .. r-,,..... l'b-. r----~ -- - .. ' NOTE: Sample tested at field moisture content. *Natl CHANGE IN SCALE. ----- I'-... r-... ~ CONSOLIDATION TEST DATA 20.0 30.0 LEROY CRANDALL a Assoc I ATES I I I I 0 -, I I I I TIME in Mimatea 0.03 or> 20 ~o_ Ma s: 0 Hn B"l l INITIAL READING BORING I ot 281 SIL TY CLAY o.o3 s~ 0.04 or \ 5~ .. , ~ , .......... t\l'I --~ ~ ~ so --- FINAL READING 0.06 00 0.065 0 ~--~ 0;010 0 ' - NOD: Sample thickD1es one inch. Data recorded during consolidation under a load of 3.6 kips per square foot. Sample tested at field moiature content. CONSOLI DAT ION TIME -RATE DATA LEROY CRANDALL a Assoc I ATES PLATE E•l I I :1 I l #1 I{ .~ >-aJ I: ~1 ,~~' ii } 0.040 ,r \ o. 04.5 ... 1( o.oso 0-055 C 14 j i:o.060 ,,-j 0 0 0.070 0 0.075 0 0.080 0 TIME in Minutes 2.n l, ) -. , stn 1nn 1?0 I INITIAL READING BORING 3 at 141 I FAT CLAY .. ,. • I .. I \1 ~ I ~I ~ . i '-..... ,_ I ~ I I ~ ..____. I -1o ,, FINAL READING .. ---- NO'lEs Sample thickness one inch. Data recorded during consolidation under a lOfld of 1.8 kips per square foot. Sample tested at · field moisture content. CONSOLIDATION TIME -RATE DATA LE ROY CRANDALL &, ASSOCIATltS I I I I 1· I i '! I al Ii ~' ·IJ 0 -, I I I I I TIME in Min11tea 1 ,n I n 1111 n gn 1 nn , >o o.0101tH-----"y/..-l--~-'---...;._~----'lil~--~l:.w-----t- 1N1nAL READING o. 075t BORING 3 ot 14 1 FAT CLAY o.oso~11-\-\--~---J------+-----l----t--~-i o. 085\ \ UIQ.090(0------l-~-4.,-----t----~-+--~-----l------t------i i 1-1 . i:I •"4 ~-o.1001cn---'----l-----+--'-----+-l~----'-l-------l!-------t ~b ~~ O.lOSOnl------+-------l-------'-+----'-----f----_:_----l-=......._:::::-----1 ------k, NOI'la Sample th:lckneas ona inch. Data recorded during consolidation 11Dder a load of 3.6 kips per square foot. Sample tested at field moisture content. O,llOOlll-------1------+.-----+-------,f--------t-----'--1 FINAL READ ING o.11soll'-----..J-.------.i.-----._----i..------------- CONSOL I DAT I ON TIME -RATE DATA · LEROY CRANDALL &, ASSOCIATES 4 I .I I_ I I ~ I f l cc TIMI in Minute• O. 030,0¥-------___.,~---~....;._--__,Jj~-__,..-~:..,_.--____.~-....--~O INITIAL READING BORING 5 at 14 1 FAT CLAY o.035t------- -------------,---------1 • J io.0s011-----r1---~-------+------+------'--+--------l .... " .... ~ la.oss~-----+-- . ~ I 0.0601u-----f--------'-· ~---1-----"'"'-=--+------+--------t 0.06S1------+-----+------+--~-----jc-------+----- NOTE: Scnple thickness-om~ inch. Data recorded during consolidation 1111.del' a load of 1.8 kipe per square foot. Sample tested at - field moisture content. o. 01-o~--~--------------~-f-------------1 FINAL READING o.01so1L-----------_._-----'------"--------'-------- -CONSOL ID AT 1· 0 N Tl ME -RATE DAT A .. LE:ROY CRANDALL ·5,, ASSOCIAHS .,,_,, I I, I I l I ii ~: I; co If \& :. I I' ( .... ...... ri Ci ~ ~ ..., .. I I I I I ·S~ 0.01 0.02 00 0.02 Si \ M -- so 0~04 00 o.04s 0 o.oso 0 TIME in Hinutea 20 4 0 6 0 80 10 0 1 20 I BORING 6 at 5' FAT CLAY INITIAL READING ·~ ~ , ~ .. . --------~ r---__ -o . FINAL READING N0'1'E: Sample thickness one inch. Data recorded during consolidation . under a load of 1.8 kipe per square foot. Sample tested at field moisture content. CONSOLI DAT I ON TIME -RATE DATA LfROY CRANDALL & ASSOCIATE:S E•5 I I I I I ~- I I t 1: cc I· .. I I I I I 0.02 0.02 aa .! ~03 1:2 ,,-f 0\. 5<J n.A -- so 0 0.04S 0 o.oso 0 o.osso TIME in Minute• 20 40 60 80 100 , . ., , I I BORING 8 ot 54' SIL TY CLAY INITIAL READING ~ \ 0 - ~ ~ .. ~ ~ to---_ FINAL READING I NOl'Er Sample thicknass one inch. Deta recorded d,,J;ing consolidation under a load of 3.6 kips pe-r square foot. Sample tested at field moisture content. CONS O L lD AT I ON T IM E -RATE DAT A -~ LtROY CRANDALL &,, ASSOCIATES I I I I -, ' I I I I 0.030 ,( 0.035 ft 0.040 !.Q .! ~ i::· ..-1' io.045 ,( H A i ~ A 0.050 ,I' .... o.oss C 0.060 l , Tnm in Minutes 20 40 60 80 100 1 0 2 I BORING 9 ot 10' SANDY SILT INITIAL READING -L ____ - I \ I I I I I I ~ ~ r--..__ I FINAL READING -·------·------------·--------. i NOTE: Sample thickness one inch. Data recorded during consolidation under a load of 1.8 kips per square foot. Sample tested at field moisture content. CONSOLIDATION TIME -RATE DATA LEROY CRANDALL 8 ASSOCIATES PLATE; E•7 - I I I.· I 0. ::.::: w ci I I "'? I I I 1· 0 0.0200 20 I INITIAL. READING . 40 TM in Minute• 60 80 100 120 I I BORING 10 ot 24 1 FAT CLAY o. 02s0-----'---·---·--·----+-----+----~--+--·~---1---------t 0.0300 o. 0.350 ,II ~ 'g H ~ ·r! i0.0400 ~ A ; ~-i:! A .. o.0450 --C:ll,,.----1-------i-----·-~--------!~~---+----- "'~ · 1-~---- ---·-· -. -·-. 'N--__ 0 I I ! . ------I I 1 1 l I I I i FINAL READING 0. OSOOi--------...------4------' ------+------'----+-------4 j . i I I I !. I I i o.OSS01-------i1,....-----.,-----+------+-1-----+-1 -----+--------1 1 1· 1 I . I o.0600--------'------'-----..1----------J"-------1.----~ NOIE :· Sample thickness one inch. Data recorded dvring consolidation under a load of 1.8 kipa per square foot. Sample tested at field'moisture content. CONSOLIDATION Tl.ME RATE DATA LEROY CRANDALL S ASSOCIATES PLATE E•8 I I I I ; ~ ci ~ I I I I- I I I I TIME iu Minutes O-. 0450.111--______ ?.,._n __ ...,_..,.4i.;;.0 ______ 60,...,_ ___ 8_,0l ____ l...,..OOl ____ 120 I -. INIT14L READING BORING 10 at 241 FAT CLAY -~--~ -,---+--------·····--· ·----·-------------+'----+-------4 O.OSOO I. 0. OS:501-\ _____ 1------~---+---~--+----. _____ ,_. _____ ----1-------1 : 0~·060011-----~--l------+-----4-~---l--__.:..----+-------i \ "' I -5-06 so ao. H s:l 'f-4 a A io.01 00 ~ A ,- 0.07 so .o. osw~-M-----~----+----.a....j-.-----+-----,.---'-11------1 ?«1ll: Sample thickna,s one _inch. Data recorded during consolidation 1111der a load of 3.6 kips per square foot. Sample tested at field moisture content. FINAL READING o.ossnUl~"--'-----+-------+-~-'---+--~------+-----------f o.090'1~-lA-----~-----.-..... ------'-------..i....---......... ------- CONSOLIDAT I ON · TIME -RATE DATA LEROY CRANDALL S AS$0C.IATES _ -PLATE E•9 I I I I -~ lb I 0 :x::: I i ci _, I,!) I -...... i I i i ~ i I I I 1- o.02so 0.0350 ~0.0400 a s . A 0.0450 0.0500 o.osso I 'IIME in Minutes 'n .:!O fO 80 100 1! 0 I I .. BORING 15 at 39 I CLAYEY SANO . INITIAL -READING ---~ r-.... ~ ~ ~ r---__ -i,o ' FINAL READING : _NarE: Sample thickness one inch. -Data recorded during consolJd&tion -~--· _ - under a ioad of 3.6 lcips per square foot. Sample tested at ' field moisture content. CONSOLIDATION TIME -RATE DATA LEROY CRANDALL a ASSOCIATES p ---· --Jcal!IA•C:tlllll -TE--28----O.E-:lb-Ko.llllF.<:-11111 1 ----ii. ' ~ . ' ----"---,-. . --= =---" =-----'-. ··r n1 I :::U 0 -< 0 ::0 l> z. 0 l> r r ~r l> }:::, -i en rn en 0 0 t:ai I j; -i rn en al>Tll.lJM MlllllJM . MOISTURE CBR G OF BA!J?A!Pl*** SOUllCE-AND DRY JmNSITY* COOTENT* EXPANSION** SAMPLE lEPm SOIL 'f¥l?? <LBS./cu,n,) (J, _fM DRY W'I,) (-X) AT ~-01 CtH'AcrION !.t 9~'l COIPACTICti Boring 18 at 10• to s1 • Silty Clay 102 19 9 1% 2 Boring 19 at o• to 5' Silty Sand · 118 13 1 7 11 Boring 22 at Silty.$and 3' to 25' 115 13 Bone 8 15 Boring 24 at 47 1 to 49' Silty Clay 103 18 13 1% 2 * TEST ME'IllOD: AS'l'M Designation DlS57-58T meth,od of compaction modified to use three layers instead of five. ** Expansion from optimum to saturated moisture content. AS'l'H Designation Dl883-61T. · COMPACTION AND C.8. R. TEST DATA / ', -:~"- I I I ·'tJ ~. &. . -u·, l '_.u_ ~ I- "' 0 I -·1 · . . -~·1 1- w w z z 0 I- Cf > w _J w 160 ---------;.._ ____ .;._ _______ ..;._ ____ ____: ______________________________________ _ 120 1-----------------------------------+-+----------------------.;__ _____________________________ , 0 -40 PR O P o-SE D BUILDINGS NOTE : TO FACILITATE THE INITIAL PLACEMENT OF FILL ON SOFT GROUND, A LESSER COMPACTION WILL BE PERMISSIBLE IN THE LOWER FIVE FEET OF THE COMPACTED . -FILL AS FOLLOWS FIRST 3 FEET -80% MINIMUM, NEXT 2 FEET 85% MINIMUM . PROPOSED_ ~50' , MIN. [:XISTIN6 GRADE -80 L_, ____________________ _.:.._ ______________________ ,:__ _____________________________________ _ . DETAIL OF SURCHARGE FILL EAST WEST SECTION SCALE 111 =401 160 120 80 0 -40 -'80 ... w w I.&. z z 0 ... Cf > w _J w LEROY CRANDALL 8 ASSOCIATES PLATE 4-B ! -! ....:l, '. I I I I I I I I I I I I I I I I APPENDll EXPLORATIONS The site of the proposed development was explored by drilling 24 borings to depths ranging from 20 to 125 feet below the existing ground sur- face. The borings were drilled using 5-and 6-inch-diameter rotary wash- type drilling equipment and 18-inch-diameter bucket-type drilling equipment under the supervision of our field engineer. Caving and raveling occurred during drilling in three of the bucket holes; _drilling mud was used during drilling in the rotary-wash holes. In addition to the current borings, data were available from prior borings drilled on the property during a prelimi- nary investigation in 1959. The soils encountered were logged by our field engineer, and undisturbed samples were obtained for laboratory inspection and.testing. Loose samples were also obtained for laboratory compaction and California Bearing Ratio tests. The logs of the borings are presented on Plates A-1 through A-24; the depths at which undisturbed samples were obtained are indicated to the left of the boring logs. The soils are classified in accordance with_the Unified Soil Classification System described on Plate B. LABORATORY TESTS Moisture-Density Tests The field moisture content and dry density of the soils encountered were determined by performing tests on the undisturbed samples. The results of the tests are shown to the left of the boring logs. I I I I OVER ALL CONDITIONS (BORING 10) T M E I N M-O·N T -HS 0 4 8 12 16 20 24 28 32 o ___ ..;.. _ _,,, _____ ...,... __ ....;. __ r--------r-------,--------,r------""'T"----~ I I Cl) 00- "' ~ u Z- T 4 M E 8 CR I T I CA L ST R AT UM ( o' _ TO 9: BORING 10) N 12 -16 20 . REQUIRED TIME GOR SURCHARGING I 24 28 32 _ v, · 5 H-=·-==i=====:::::=o--+'8'F =~--~----'-----l-------+-------+--'------+--------1----'-----f z 5 t--~....-----+-;~7-==-t-,==-----t--,--~--+----pREDI C TED SETT LE MEN T FOR --,-------1 21 1 FILL (PROPOSE,D) w - :I: (.) z z -·1- z w -..J ..... t- 10-c===--'-"---~-----1----- 1 I I ... . '; -. . ' -.-, . ~ _: . z ·--1 -..-Ii_ , TOTAL ULTIMATE SETTLEMENT DUE TO THE 21 1 OF. FILL "" · r ,-..._ ::lE -10--1-= ...... , .,,..;.,-.;..+l:-::c-½...--=='*-"=--'---;;:=:,,,i--=---l---+--+-----+------+-----+-------f ---,---- w -. 'i :: :_·j . ..I ; I- I- ! ---------·1· ~--·.. ! --- 15h'r-==.-a,p.=-+f'=----............ LC:-i,.~~--,---'----+-----+------I-----+---~ -, -_-_·-,____ --j_ ·-: ___ --l5J""---·""1 _____ ,<"""-+!"!'-"_..,... ...... .....,""".1_, __ __. _____ ...._ _____ ......, ____ ....1, _____ _._ ____ -J . } . , I I \ -. -· ' · . PREDICTED SETTLEMENT FOR 21:Ztl ( PROPOSED] ·-I > ----• i ;/ i . ' -.,, .. - 20t----t--':'-----:-i--'--,------t------.;;--,--:'-----t-':=,,,,-..:' =----:-t--"'------+------,~---+--~~__,~ __ ---f__;._....,;__ ___ --_,_,__ FILL_ : L ·_ I ; . ! ·--,-l_---/ ' 'i ·. i .. -, -____ , --· ___ j --_ ---. ~-i_.,--. ..:j.,: __ -_ .--;_ _ i_ · · I -,<t ·--. ii / -: i -_ --_ · I • , 0-,-·' · l r ti / -~;~\, ..;;._____ _1 __ I __ -rt:/ ·: :~A;i;~1u2 --r_,~c, > J · _ ,.,,.. __ 1 f-,:::. ;, .• , .. > -:· >>_\.: .. i ---~ I : -. _-l -\--~ --__ f 35 __ --_··--:-__ '"i ......_ __ ,_. ~-------'-"'!"'_-_---_~_-: _. __ : __ i_· __ , ...... · _,_:·-_; __ -----------~-~-_....~--~--~~rlE LC At.: ,~_SEIT LEMEN T CHARACTERISTtcs·· {BASED ON BORING 10) ·, ,! . .. · .. -~- LEROY CRANDALL• 8 ASSOCIATES -. -._-PLATE. 3 ~-· -:...:.-.~.,. . ; 160 _________ ..;_ _____ __,;. ___________ _,;_ ___________________________________________________ ...;... ________________ --t 160 I- w w '.-~··---··-120. --------------------------------------- 1.a. ah i C ..:: 80 z ' . . . --......,. ,:,,.;: Z •,:cc, ..,. -··-·-- ~i:\ :\. Y,.,i, d > ..J w '\ ..I .., 50 1 --'""' MIN. 30' PROPOSED NOTE: :.·: ._ ;:: TO FACILITATE. THE INITIAL PLACEMENT OF FILL ON SOFT GROUND, A LESSER COMPACTION WILL BE . '; ~10 PERMISSIBLE IN THE LOWER FIVE FEET OF THE COMPACTE01:::. MAY · FtbL AS FOLLOWS : FIRST 3 FEET -80% MINIMUM, NEXT 2cFEET 85% MINIMUM.·· CO. 8 U I L OIi N G"'1 --------------------------------------1 120 20:.+-30' PROPOSED GRADE 50'---, MIN. ----.....-------------. 80 40 0 -40 ·-·· ...... ---·80'----------;;__ _ __;;;____; _ _;_ ______________________________ ___;, __ __; ______________ __,, __________ _.;,.. ______________________________ _._80 ... DETAIL OF SURCHARGE FILL NORTH -SOUTH SECTION s c A LE , " = 4 o' I- Li.i LI.I z z 0 I- ~ > w .J w LEROY CRANDALL a· Assoc IATES PLATE 4-A . ---_______________________ ,__ ________ . ----'". -----~------- 200 ~ __ __;__-=-___________ _:._ _ _:_ ____ -:--____________ ;___ __________ _:___-:-___ ---:--___ _:__7 ~-----------:-------:----------:-- 7 200 BOR. 22 -·. ---·-.----L __ _:~--------W--~~-------~---:_~-:-:---,:___ ___________ _:__ ___ -:-:-____ r-::----...;.._---:------------------,-,1so ... .lLI. 160 2 \11 ELEV . ORIGINAL -GRAOE l.!J lLI w --:·.-:----'-,--c:::-:,-+._=-=-=-=-=-==-=-------\------W------_:_-----'-~~------.::...__;'-------:-----:---------:----=-=-=-=--=--=-=-=-=J-os0 "':""-----t-----_;..----------------------~ 120 i... 120 I-OS! _ -..i. © PROPOSED GRADE --80 1::-=· ==-=--:::::-==··-::-:.::·-==-====:=::::::::.· ·="-:::·-:=-::::;--;;;_---~~-W------.:__ _________ __;+__.::~.::..._--:-_:_.::...___; _______ ::-:.==:::---~--:=:::================-1=hc'ii)8'l-------r---~-----"----------~----:------7 80 z i s I ! i 2f.>lAIOJfU8 03e09Qs,q PROPOSED BUIL!DINGS ~ 40L·=-=-=·=-=--=-::·-~=-=-=-=-=-=-=-=-==--~--~--~-~-~-=---~-=~t=~~-------===~=~~~:::'.:::::::~~1=:f.=====-~-=---=--=--=--=-~--==-=-=~-~~-~---:-:-:-:====h;---:----:-----:-..:..:.....7!-~-------~-~--0~R-/G_,_N_AL __ --:;,-----740 ' F.F.E. = 0 -40 I L. l' ® ---. ---------. . ·-------·-~------·------· ---·-·-' . . -----.----, -80 © . -. -. SUBS U R FA C E-SECT I o·N i ,······ SC~L ES : H ORlZ. , .. = 1001 -VERT. I 11 = 401 (VERTICAL EXAGGERATION OF 2~2: I) j LEROY CRANDALL i tzttr:' ili1-~bi6;~-~ ~-~-=;·~~:-~·-·;~~-· I- lLI z z 0 -~ er > w ..J w 6 ASSOC1AT ES ! I ll II !I ! i II . ii ::;-,;,i~- :-•.;.;v, ,.;; ., :tL~~1'.}f1~~~ t ~~-~r;.c· >f •• .-~ • -:~:t ·., ~.-' J~.--'S., .;¥''-.-. .,.;> ._, ' ' ., \' ':t-. '. .,, .,,..,·r, :·;.;:f; . ,;: • "' s-r :-:. :·,'·:·. ,. '.,:-. ,'Ir, '~: > ~ '' -\.' J '·. '._.;.,. ,~-({} l;.f.~; '·.· -.: -<' ,~. :-.,,,, ' ·-. " .. , ~--"' ~:. ··; ·: -4- ·r "· '' ., ..... ~"-.... ·1 ;-, ·, / . . . ;. ' . .. . ·\: ...... ~ -.·/,~~.;~ ':\!-: \.:-~-: . ~,,... ,1-~-; . . _·"'"-,-·: I!) " I .... -·, ., 'j· ~ .. i ''-0 l'I _____.. ·, 0 ~ ~ \.9 ~.;, ;,. ........ ' - \ ' ,_; ..... \ ' r ,. , \. ~- ' '' -'.: .· ,-' ~ _: ~ .. _ ·\, f._;\ · ....... - > '_-"4f<------4-~'---'----.t-'-c----+-~~ . ~: J· . ,-, -,. ' _, . :r::- KEY • ' -to u.s.101 .' s T. , . VI C IN I TY.' NOT TO $CAL£ TO BORINGS CURRENT lNVESTIGAT10N {OUR JOB NO 466035) E PREVIOUS INVES'flGATION (OUR JOB NO. 5_9206) MAP ;., ·""·· •- -.. ~. --: :;' )~. ..,,.., ~ c: ,·. . ' ~'' ·, .,.. . -."·''. -· .-. ::~4- ;,-·· ' '. .,,· .. :-,,-1. -... ., ~:.-<~-· ' •' . ~-- '•, • .": ~ t .' ,:-.~. ,· . -. ,.,· ·.: A.·\,§': J,.• • -~-~-.. ,:, f - _;....~--:-:-_ ,-_; ~ .. _' ' ·-~··,·.·:. --... -~~~ ,· __ ... __ '-i,.,',~~ :-, :(~"/-:: ,· ~:, ,, ' ·.•{ ,,, . '~\ ··-: ~ ,:::· ' ~: -· ·' I ,· ) -~ ~--I . 1 (\l \ r' -' I. ,/ :-. .. -;;,. ---, _, "!, ' ' l '-L ., I I ,_ ·,,-::, rn r ·n . l> ~ z··· o<.:._ ·i'-:,: .. ,...., \ I '· I ) ~- ,.: ~-