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Home My WebLink AboutCOUNTRY CLUB CORNERS THIRD FILING - Filed GR-GEOTECHNICAL REPORT/SOILS REPORT - 2019-04-22-;~ ~ '\• !· .ffJ ~ ), GEOTECHNICAL JNVEST1GAT10N FOR COUNTRY CORNER SHOPPING CENTER - 77,fA ( /J.._ /ro /e v1v1 FORT COWNS, COLORADO Prepared For: Denver Holdings, Inc. 10065 E. Harvard Ave. Denver, CO 80231 November 7, 1994 Project No. DENH0-94()99C-D4-709 Landmark Engineering Ud. 3521 W. Eisenhower Blvd. Loveland, CO 80537 ('i '- __ ,· Q TABLE OF CONTENTS Page Letter of Transmittal ......................................... i Table of Contents . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ii Scope . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Site Location and Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Field Investigation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 Laboratory Testing .......... : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Subsurface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 1 Foundation Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Floor Slabs and Pad Areas ............. , . . . . . . . . . . . . . . . . . . . . . 5 Site Grading, Landscaping and Drainage ................. · . . . . . . . . 6 Pavement Thickness Design . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 General Information . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Location of Borings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . Plate 1 Legend of Soils and Rock Symbols . . . . . . . . . . . . . . . . . . . . . . . . . Plate 2 Boring Logs ..... '. ................................ Plates 3 - 21 Consolidation - Swell Tests . . . . . . . . . . . . . . . . . . . . . . . . . Drawings 1 - 5 Summary of Test Results ................................ Table 1 Suggested Specifications For Placement of Compacted Earth Fills and/or Backfills ................... Appendix A SCOPE (. ' ) {r-·} ·, The following report presents the results of a geotechnical investigation for the proposed Country Comer Shopping Center, Fort Collins, Colorado. The investigation was performed for Denver Holdings, Inc. The purpose of this investigation was to obtain the technical information and subsurface property data necessary for the design and construction of foundations for the proposed commercial complex. The conclusions and recommendations presented in this report are based upon analysis of field and laboratory data and experience with similar subsurface conditions in the general vicinity. SITE DESCRIPTION The project site is located in North Central Fort Collins at the Southeast corner of North College Avenue and Willox Lane. The area is presently vacant ground except for a Burger King restaurant . and bank located . next to College Avenue. Native grasses and weeds vegetate the site which slopes gently to the South. A two (2) to three (3) foot (2'-3') fill area runs North-South through the middle section of the property. This area appears to have been filled for a proposed street which was never completed. FIELD INVESTIGATION This field investigation. consisted of 13 foundation borings and 6 shallow subgrade borings at selected locations on the site: The borings were advanced with an Acker AD-II drill rig utilizing 4-inch diameter continuous flight augers. As the boring operation advanced, an index of soils relative density and consistency was obtained by use of the standard penetration test, ASTM Standard Test D-1586. The penetration test result listed on the log is the number of blows required to drive the 2 inch 1 ('1 ' ' .r'\ \ __ j However, the uniformity of the compaction is unknown and, therefore, no footings shall be placed on this fill. Sandy Clay - This stratum underlies the topsoil and fill and extends to depths of 4' to 8'. This (TJBterial is tan-red in color and stiff to soft in consistency. Laboratory and field data indicates this material offers low to moderate bearing capacities while exhibiting moderately low swell potential when subjected to wet loading. In Borings 1, 3, 5, 6, 8 and 9, the soft, very moist material was encountered approximately 3' - 5' below present grade. Sand. Gravels and Cobbles - Below the sandy clays an alluvial deposit and mixture of sand, gravels and cobbles was encountered. This deposit extended to depths of 13-1/2' or deeper in all borings. This material is well graded, firm to very dense in consistency and offers moderate to high bearing capacities in its saturated state. Large 1' - 2' diameter cobbles were encountered near the bottom of the stratum. Sandstone/Claystone (Pierre Shale Formation/ - In Borings 1, 2, 3 and 6 a clayey sandstone was found at approximately 14' below the surface. This material was tan to blue gray in color, poorly cemented and very dense in its unweathered state. In Boring No. 11 a sandy claystone was encountered below the sand and gravels at a depth of 14- 112 feet. In its unweathered state this tan-gray claystone is very stiff.in consistency . . Moderate to high swell potentials are associated with this stratum. Groundwater - Free groundwater was encountered in all the foundation borings at depths ranging from 6.0' to 9.8'. All borings also caved at these water levels. Seasonal irrigation demands are anticipated to cause water levels to change throughout the year. 3 r\ \ .,/ (\ \ / The following recommendations should be followed in the design of the foundation system: 1. All footings and pads should bear on native undisturbed soil or compacted structural fill. No footings shall bear on existing fill. · 2. If structural fill is utilized under footings, we recommend a 6" minus nonplastic material with less than 15% passing the No. 200 sieve. 3. Partition walls should not be placed directly on concrete slabs. They should be hung from the floor joists, or 9ther approved method which will allow the slab to heave unimpaired for a vertical distance of 1-1/2 inches. Foundations shall be provided for all bearing walls. 4. Laboratory test results indicate that soluble sulfates range from less than 150 to over 800 parts per million. . Therefore, a Type II cement should be used for all concrete exposed to the soils or rock. 5. The bottom of all foundation components should be placed at least three feet (3') above subsurface water levels. 6. The completed open excavation should be inspected by an experienced soils engineer or technician to confirm the subsurface conditions described in this report and observe any variations which may affect construction at the site. FLOOR SLABS AND PAD AREAS The slabs placed on the natural ground at the site should be anticipated to heave to some degree due to swelling of the subsoils. Therefore, slabs should be constructed to be 5 (; <', '1 ' material. Finished grades should be sloped away from the structure on all sides to give . positive drainage. A minimum of 6 inches fall in the first 1 O fl;!et is recommended and should b.e maintained throughout the life of the structure. Sprinkling systems should not be installed within 1 o feet of the structure. Downspouts are recommended and should be arranged to carry drainage from the roof at least 5 feet beyond the foundation walls. · Should landscaping plants be located next to the structures, we recommend the use of varieties of plant life which require little watering. PAVEMENT THICKNESS DESIGN In conjunction with the geotechnical subsurface investigation, this office also performed pavement thickness designs for parking lot areas and for main traffic corridors/truck loading areas'. These designs have been performed in accordance with A.S.S.H. T.O. Guide for Design of Pavement Structures. Six (6) subgrade samples were obtained from pavement subgrade (See Borings R-1 through R-6). These samples were classified revealing liquid limits between 35 and 31 with plasticity indexes between 14 and 17. All samples classified as A-6 type soils with group indexes ranging from 5 to 10. Utilizing the similarity of soils, a combined sample R-value test resulted in a value of 12 . . Using this figure along with an Equivalent Single Axle Loads (ESAL's) of 10,000 for parking lot areas and 50,000 for main traffic corridors, an overall standard deviation (50) of 0.44, a reliability of 90% and a terminal serviceability loss of 2.5, a structuml number for parking areas of 2.09 and 2.73 for main traffic areas was calculated. Flexible pavement options are also based on Hot Bituminous Pavement (H.B.P.) having an R-value of 95 or better and Aggregate Base Course (A.B.C.) having an R-value between 70-77. A design drainage coefficient (M:J of 1.0 was also used. 7 0, .' ~ , ' , GENERAL INFORMATION The data presented herein were collected to help develop designs a(ld cost estimates for this project. Professional judgements on design alternatives and criteria are presented in this report. These are based on evaluation of technical information gathered, partly on . our understanding of the characteristics of the proposed slab on grade commercial buildings, and partly on our experience with subsurface conditions in the area. We do not guarantee the performance of the project in any respect, only that our engineering work and judgements rende.red meet the standard of care of our profession. The test holes drilled were spaced to obtain a reasonably accurate picture of subsurface conditions for design purposes. Variations from the conditions portrayed frequently occur. These variations are sometimes sufficient to necessitate modifications in design. We recommend that construction be continuously obseNed by a qualified soils technician trained and experienced in the field to take advantage of all opportunities to recognize different conditions and minimize the risk of having some undetected condition which . might affect the performance ·or the foundation elements. 9 +6 -! ·II ,3na [Vr,>HS ~ : 3111:)S ~il'll"'JO '1N311:l , .. o .. h111n1 I ... , ............ I 1,::,1:, .. , ... t "•1)>ff':>W1 "'"'''llog :31111 ' I ~ .~---.,_ ____ --------- ------------ ----- ------ __ _j ;: ·• i • ! -rr-----------i r------==--=--------=-n·§---n :: : : : ~o~ :: / : : : I -- N :1 I I I I I l-_____ ....;., [ 1 I I I l'1 I I I e'. r- I : I I : I I i ,:i:!:!.- :..; . ffi - ll II, I : : r-r·---~---1 I I : 1 I I I I I I I I I I I I , I r, I I I · ' I i i I ~ ==========~ ~========~--:-1=r=1.J L 1 j , ! . m j I ~ti f l--~~~~~-~ i ! , ~~--L ______ _J I: ' I ~ rl r-r--,,------------- ~ '1 11 1 °' ._ , If i I . I: : 1 ' : I I ,.... I CP Ii I ! • 1 -, I I l I ' I '-- "' ' 1 I "}' , r I .O !. i I' I 11 I I : ! 1 L.~ ....1 1 I 1 I 1 l I - - ~ l_ . L----- I I it~---... - . I I 1 I -........... ________ __J . 11 11 I r -... .......... 1 I I, I r---------l -''1 I,: I "' ' ! ___________ _:::~ er·--· I ...di=:=-'---::'zl;L : : : 1. : "\ '\....... ________ ·-- ..._, JfJ) ,, : 1· I'-------------- 1 I£.. I )' I t""'-.-- I : I I , / ?/-/.;~-~~o"."_ 'o .-....=..... -_ ---~111 ·1 . I ( ,. -< 1t 1 i ; i ~-~---+~- :I • I I ,.I• ,1 I ,a~ .-Dl Jr L~ ~.. : :: l ---------- NL __ =- --- ~==~ 1C-~---1-----r--~-~=--=:~~--=--- -r~:=~=~:--=.J " :; -I ;:,,til:)',,) ~ ' _ .. ..,._.,,,,,.c. ....... ----------------· -----------------------1 ~---------------,' V l l • 09l.09 L - . () LOG OF BORING ( - ) BORING NO. CLIENT: Den:!!ei: EoJ djno-C s ; Inc DRILL RIG: ACKER· AD-II 1 PROJECT NO: DENHO 94099C 04 702 ROD SIZE: AW PROJECT LOCATION: Cmrnti:y i:;ci:nei: SbC!l!liDg METHOD OF DRILLING:· ,f' S.S. loX!:j~ Ceni-a.,..., Fort Collins, CO DRILLER: LAM · DATE DRILLED: 10-5-94 thru 10-19-94 ENGINEER/GEOLOGIST: LAM · ELEVATION: 4976.8 • WEATHER: ..J w w I- >- :r:- 0 a:: ...J a:: z 1-~ I- f-' co 'a:. I- DESCRIPTION t.) ww ::J w >- en u.. a. u.. ::;; :a: REMARKS a. (/) I-> I- I- a:W- : z u >- <l'. - Cl 0) (/) (/) ::J <3: l'. .w .J 00 :,!:] a:z u aw~ Cl ~,;,, - Sandy Clay, Tr. Gravel, · 10.5 104.1 - - ,- Moist - Stiff - Med. Stiff 13.5 - ,- - -s-"'. V. Moist, Med. Stiff - Soft ...... - ~ ... o 12/1 - • 0 2 Silty; Sands & Wet, Fine Firm Gravels, SL. 7..:sz.- 4 _ 9,1 Boring Caved - -. - - - 0 • - -10- ·oo ...... - - O·o 0, . D . c) . Dense Gravels, Sandy . W/Cobbles - . - ':. .0: O - - () 0 rr . -15 -··- 50/-··- 1 Sandstone, Clayey, Poorly 17.4 - - - -··-·-·· - V. Cemented Hard . . - -··-··- ·· Tan-Blue Gray . - -··-··- ·· r::r 50/2 16.8 . -20- - - - - - - . - - -25- >- - - - - - - - - -:::o- ...... - - - - - - - Plate 3 . ~ Lanclmarli L.:.. .. o.,, ... TC.,,E .. L= ' ------~~~ I · / I LOG OF BORING , ' ,~-j ~-----,.--~ CLIENT: Denver Hal dings Inc ' PROJECT NO: DENHO 94099C 04 709 PROJECT LOCATION: Cmml'i:v Corner Sbopuing Cent·ar, Fort Collins, CO DATE DRILLED: 10-5-94 thru 10-19-94 . ELEVATION: 4976.8 :r: ~ I- I-' 0.. lJ.. W- O ...J WI 0 co .0..JI . I- 0.. >~ - <~ J'. U) (f) U) DESCRIPTION ~ andy Clay, Tr. Fine Gravel ry-Moist, Tan to Brn-Red . ed, Stiff I 8/1: s ls oft E 0 0 '0. · . .cw ~ ~ands & Gravels, Clean 501 -I/Cobbles, Dense - V, Dense . o 10 amp - Wet C! ·. C . I . O · 0 · .o. C o· .o,.. o·.·-: ."0.o ,H,., ~·0,/o.><, 15 ·: .·.-;tJj50/2 Sandstone, Clayey, Cemented,· Tan Poorly I- I- I- I- I ---20-i 1-· I I- I- I- 1-25- I- I- I- 1- 1-:;o- ,~ _. I- • ~~~~~~~r, '''~~~~~~~~- ') LOG OF BORING ' CLIENT: benuer Baldi n gs, Inc PROJECT NO: DENHO 94099C 04 709 PROJECT LOCATION: Conntrv Corner Shopping Ceul·er Fort Collins, CO DATE DRILLED• 10-5-94 thru 10-19-94 · ELEVATION= 4976 .1 · , .......... . :r- i: ~ f-' a.. lJ... w~ 0 ...J W- O ...J r- co a.. a.. :>:a: - <::e: ( U) (J') U) "\ ~ 1/6 -. . . 8/1, 5 • • - •O - - 0 • •• 0 .• ' "' h 0 0 I-'- • 0 0 0 . I ·ooc o· o 000 . Q, 'e> ,0,:oO ) 0 Q. 0 r) 15- I- I- I- - --20- - - - - -25- - -· -W-; - - r- t- 50/7i DESCRIPTION Sandy .q.ay, Dry Stiff - Med. Stiff \'ii'ft, V. Moist Sandy Gravels, Clean, Firm V. Dense, Damp·- Wet W/Cobbles -~~~~-'--·~ '"---------~ ( I LOG OF BORING " 1 CLIENT: . Denver Ho]dinos u l Inc PROJECT NO: DENHO 94099C 04 709 PROJECT LOCATION: r:mrnJ"rv Corner %opping Center Fort Collins, CO DATE DRILLED: 10-5-94 thru 10-19-94 DRILL RIG: ACKER AD·II ROD SIZE=·-""AW.,_,_ _____ _ BORING NO. 7 METHOD OF DRILLING= ,f s S. SXMX'J: DRILLER:_L=Af"'-'-! ----------- ENGINEER/GEOLOGIST=~LAM~------ . ELEVATION: 4976.0 , WEATHER=------------- _J WI :t- c~ r 0 co .a. ..JI 1- a. w~ a. L1. :>:;- ; <::;i: ; CJ) Cl (/) (/) DESCRIPTION I Sandy 7/ 12! Stiff 3/6 Clay, Damp - Moist - Med Stiff, Brn o 12/1~ 5 . ~' 0 0 0 - .. 0 • 0 . . . ' : 0 0 o 'td _ 0 • 50/9 :c-_o. . o· C.n L ·O V >-15- - - t- '-20- ;- - - f-25- t- - 1-- 1-::0- r- - I- Sandy & Gravels; ,Silty Well Saturated Dense - V. Dense, Damp - Wet W/Cobbles () LOG . OF BORING ( ) BORING NO. CLIENT: 'nenver Hal d;!JO"- S ' Tnc PROJECT NO: DENHO 94099C 04 709 PROJECT LOCATION: ronntrv Corner Shopping CQntQr, ·Fort Collins. CO DATE DRILLED: 10-5-94 thru 10-19-94 · ELEVATION:-- . __ 4:..:.9..:...78::..:·:..::9 _________ _ 1-:r: - -I-' w~ a.. LL. 0 . ...J 0 w Cil :;; 2 ~ a.I- . >- <l: (f) (1) (f) 8/ 112 2/12 5 'o t- . 0 . , " - 0 • .; • 0 ~; • 0 ~ tJj 45/ lb I .o·. ooa9 .:'o ·o ".; .(). l;'OQ 0 . - O o..o o -15- - - - -20- - - - -25-i - - - - -30-i - - - DESCRIPTION Sandy Clay, Damp - Moisy ·stiff -Med, Stiff, W/Gyj,sum Residuum, Brn Med Stiff - Soft Sands ·& Gravels; Silty, Damps Wet, Firm - Dense wt cobbles ~ Landmark L .... og"'="'·~ .. L= ~-----"-------------·,,--',---------,--~ (_) LOG OF BORING l ) CLIENT: benuer HoJ dings, Inc PROJECT NO: DENHO 94099C 04 709 PROJECT LOCATION: r0J1D1"ry Corne,. Sbornino Center Fort Collins, CO DATE DRILLED: 10-5-94 thru 10-19-94 ELEVATION: ...J f:: j:? 0 co W- a. 0 lJ.. en >:;;- ; 5 .• 1-- l- . , . 0 0 • • w ~ a. I- <( CJ) CJ) 7 /121 0 0 ;; ,? ctIJ 48/ltz ·oo I o o' • o.;;, •. 4976.9 DESCRIPTION Sandy Clay, Damp - Moist Stiff - Med. Stiff, Brn S_ilty Sand W/Fine Gravel, Firm Dense, Red - Brn Sand & Gravels, Clean, Dense DRILL RJG: ACKER AD-JI BORING NO. 11 ROD SIZE:_'--'AW'-'-----=---- METHOD OF DRILLING: 4' S S Sl.'.-H\'.'l DRILLER:~L=Af-=--! ----------- ENGINEER/GEOLOGIST:_LAM ______ _ WEATHER: ____________ _ w I- >- (CJ) .) 1W·W I-a:: > ...J I- :a:::: l I- z W :,...1-ciill.~ .l REMARKS :::J <(W 5:2 Z 0: z (.) 3:...J O 0 Q w .e::. :a: (.) 0 11.91103.9 - - . l 7.5 . Sl_ Boring Caved - . . 10.7 I- ~o" 0, 0 - 011 LOG OF BORING O 1 BORING NO. CLIENT: u~nver PoJdinos - ' Inc DRILL RJG: ACKER AD-TI 13 PROJECT NO: DENBO 94099C 04 709 ROD SIZE=-~AW~---.---- E fl' ,, PROJECT LOCATION: Col'ntry Corner Sbo:p:ping M THOD OF DRILLING=~<t_S"".""c:"--i;='=H=X'l"""----- Center, Fort Collins. CO DRILLER:_""LAf=!---------'~--- DATE DRILLED: 10-5-94 thru 10-19-94 ENGINEER/GEOLOGIST:--"'L'"".'J!cc...... _____ _ . ELEVATION• 4975 .1 WEATHER: __ ..:.·-----'------- w t- >- - t t;:'. 5W ~ ~ li:: DESCRIPTION ~- ~~ et:..JO:~ :~ z >- ui t- 5° REMARKS w~ >- <:t CJJ ::i <:tw _z ~t]C.. 0 O") Cf) 3:..J §l 8 0 ~ ~ Silty Clay, Sl. Sandy1 = v._ lfoist, Tan-Brn, Stiff Damp- . 21.9 99.8 : = '\ ~ 1"9/0/12 12 · 25.6 : - 5 -'\ \ 6.2 _ = ~ ~ 0~ ,' W/Sand & Gravels, Wet. 5]_ 27.2 W.L. 6.2 1 ~ - ~:~-. - '" 'U 29;1 ~ . ,.-IO- D· 0 . Sandy .Gravels, Clean, Dense- 10 6 1-J . o o V • '- r · o • Dense >-- -: ~: W/Cobbles - ~ o~!<? - ·o' C . e-- r:·Oc - ,__ 6~0·] . >-15- 0 oc 50/1 '-- - - ,.- - . . f-- - >-20- - f-- - - - - - - - - -25- - - - - - - - . - -::o- - - - = - Plate 15 ~ - ~ Landmarli LA80oaATCoaoE8 L= -- -- . 0 LOG OF BORING ( ) . . BORING NO; CLJENT: ben~1e:i: Ho] djDO'S u ) Inc DRILL RIG: ACKER AD·Il R4 PROJECT NO: DENHO 94099C 04 · 702 ROD SIZE: AW PROJECT LOCATION: Connt:cy Co,.,..er <bQppino METHOD OF DRILLING: .f's c:: EZM~ Center ' Fort Collins, CO DRILLER:· LAH · DATE DRILLED: 10-5-94 thru 10-19-94 ENGINEER/GEOLOGIST: LAM · ELEVATION: 4975 +/- WEATHER: . __J w w t- :c_ >- 0 cc .J cc z t-- I- !-' CD 1i'. I- DESCRIPTION o· WW :::iw >- U) u.. REMARKS a. u.. :;;; :a: n. <n ~> I- t- o::z 0 w~ >- <l'. <n :::i 3:~ 0 (J) <n 00 \:2 :a:z o aw£:. 0 - ~ 4 16/1 , Sandy Clay, Damp- - . Moist, V, Stiff - Stiff. - ~ I CL LL= -II 200 33 = 65% - - I Brn PI = 17 - - j 10/1 ,· ' GI= 8 ·~ -5- - - - - - - - - >-10- ,_ >- - >- - >- - >- . - - >-15- '-- . . - . - -20- - - - - - - - - - -25- ' - - - - - - - - -::,:)- - - - - - - - - Plate 19 - ~ Landmark LABOQA-:--C"''"" L= 0 LOG OF BORING (1 . ' BORING NO. CLIENT: Ilerp1.oi:: J.:foJ ,Hngs· - ' Inc DRILL RIG: ACKER AD-II R6 PROJECT NO: DENHO 94099C 04 702 ROD SIZE: AW PROJECT LOCATION: f:QJ'Dt:CV CQ:CD!::C SbQ;ll'iDg METHOD OF DRILLING: 4' s. s:. 6IH}9: c~nre,.- ' Fort Collins, CO . DRILLER: LAM DATE DRILLED: 10-5-94 thru 10-19-94 ENGINEER/GEOLOGIST: LAM · ELEVATION: - WEATH.ER: __J w w l- >- :r: - 0 a: 0:: __J 0:: z t-- I- I-' CD I- DESCRIPTION (..) WW :::iw >- en ll.. REMARKS a._ ll.. :a: :a: a._ (J) ~> I- I- 0:: z u W- >- «: (J) :::J :3: ~ SQ z ow~ 0 (J) (J) 00 :au D ~ I - 25/1 2 Sandy V. Stiff Clay, - Tr. Stiff, Gravel Damp 2-1/2-3 1 +/- Fill - ,- ct .Brown .-li200 = 68% - LL= 34 ,- ' - ~: I PI= 16 ,- __[_ GI =·9 - - -- s- -- - - - - - -10- - - - - - - - - - -15- - - - - - ,- - ,- - -20- I- ,- - ,- - ,__ - ,- - ,>__ -25- - - ,- - ,- - ,__ - -::,:)- - - . SWEL~;-CONSOLIDATION J:EST '·· ) \ J l t ' ..... ~. Test Hole No.· l 0 Cs ...J ~ Depth (Ft.) 2 ...J w -1 3: ~ ~ (z o' /0 ) -2 Water ~dd+- V j \ I\ \ 0- ~ -3 .0 ..J \ 0 -4 (/) \ z 0 U -5 t 0.1 1 10 100 LOAD (KSF) SOIL TYPE• Sandy Clay, NAT. MOISTURE• 10.s o/o Tr. Fine Gravel NAT. DRY DENSITY• 104.l PCF f 2 . Test Hole No. 2 ...J .1 .w ..J Depth (Ft.l 3-1/2 3: (/) - ~,... ~ ~~ 0 ~ ~ Z -1 AddJd~ '\ ~- 0 Water V \ 0 -2 \ ...J 0 \ z (/) -3 . \ r 0 -· • 0.1 1 LOAD (KSF) 10 100 SOIL TYPE• sandy Clay NAT. MOISTURE I 14.l O/o NAT. DRY. DENSITY • 101. l PCF ~Landmark Client: Denver Holdings, Inc. Drewing No.: J'ob No.: DENHO 94099C 04 709 l LABORATORIES LTD. () () APPENDIX 'A' Suggested Specifications for Placement of Compacted Earth Fills and/or Backfiils. GENERAL A Soils Engineer shall be the owner's representative to supervise and control all compacted fill and/or compacted backfill placed on the project. The soils engineer shall approve all earth materials prior to their use, the methods of placing, and the degree of compaction obtained. A certificate of approval from the soils engineer will be required . prior to the owner's final acceptance of the filling operations. MATERIALS The soils used for compacted fill beneath interior floor slabs and backfill. around foundation walls shall be non-swelling for the depth shown on the drawings. No material shall be placed in the fill having a maximum dimension of six inches or greater. All materials used in either compacted fill or compacted backfill shall be onsite materials or shall be. subject to the approval of the soils engineer. PREPARATION OF SUBGRADE All topsoil and vegetation shall be removed to a depth satisfactory to the soils engineer before beginning preparation of the subgrade. The subgrade surface of the area to be filled shall be scarified to a minimum depth of eight inches, moistened between optimum · and 2% above, and compacted in a manner specified below for the subsequent layers of fill. FHI shall not be placed on frozen or muddy ground. 1 ,, n () of material between the tamper feet. The rollers should be so designed that the effective weight can be increased. MOISTURE DENSITY DETERMINATION Samples of representative fill materials to be placed shall be furnished by the contractor to the soils engineer for determination· of maximum density and optimum moisture for these materials. Tests· for this determination will be made using methods conforming to requirements of ASTM D 698. Copies of the results of these tests will be furnished to the contractor. These test results shall be the basis of control for compaction effort. DENSITY TESTS The density and moisture content of each layer of compacted fill will be determined by . the soils engineer in accordance with ASTM D1556, D2167 or D2922. Any material found to not comply with the minimum specified density shall be recompacted until the required density is obtained. The results of all density tests will be furnished to both the owner and the contractor by the soils engineer. J - - - - - Plate 21 - ~ Landmark LA"O"ATOA•ES L= ~~ Clayey Sands & Gravels, Tan-B~n. 15 t~bh211 Weathered Claystone, Stiff- V. Stiff 1 I- Tan-Gray, Hoist '- 1-- 1- 1-20- I- I- 1-- I- '--25- t I- I- t2£l· I- I- - ~- Landmark L.-.eCQA-:-OA<Ee L7:J. . 17.1 ..... I- . . . . I- - I- - - - Plate 13 DRILL RIG= ACKER AD-II .9 ROD SIZE:_"""'AW.:..:.._ ___ .:,_ __ METHOD OF DRILLING: 4' s.<:. :SXH:t'& DRILLER:_L=Af=c...! ----------- ENGINEER I GEOLOGIST:.-=L:.::hl=-! ------ WEATHER=------------- w I- >- a:: ...J a:: z <.S IL:JL:J =>w >- I- cii - LL. (f) 1-- > t;; I- ::::> <l:L:J _z. a:: z ~ 3'...J O 0 CI.W- ::;; (.) a REMARKS - - - 16.2 110.9 7.5 ~ - 51._ Boring Caved 1- - 7.8 H ~ L I - - - - - - - - ~ -j I - I Plate 11 , ..... ,-. : ..... ~ Lanclmarli L>,150~.&.T'Cl':IIE?I L7:J. Cl:...! a: w I- z 1->- ~ ((/.) )IWW~W I- > CJ) I- >- cii lJ.. I RE!';lARKS :::><l:W-Z a: z (.) ,;:...1 00 Cl w .e:. ::;; (.) Cl - 10.5 I 108.1 - - - 12.3 t- 7.5 - 52. Boring Caved - - - 8.6 ,- - - - - ~ - ~ - - f-- - - - . ~ . I - - Plate 9 I - '' , , ~ Landmark LA .. OAAT'CA•E" L7:J. .. BORING NO. DRILL RIG: ACK ER AD-II ROD SIZE=·-""AW"'--------- METHOD OF DRILLING= 4' s.s SXH:,& 5 DR ILLER =~Lea:Af:=-!'-------------'---- ENG INEER / GEOLOGIST=--=LAM""'------- WEATHER: _____ _ wt- >- a:: ...J a:: z t-~ U) U !WW r-> U) ~W r- >- ui lJ... I REMARKS ::i<tW-Z a:: z u :3:...J O 0 ow=. ::e;u 0 I ., - - 14.7 108.3 - - 6.7 - SL Boring Caved - - 9.1 - - I- - - I- - - - I- - " " ~ I- - - ~ ' ~ H ~ - Pl_ate 7 I- '. ~ Landmarh LAB0"ATOA<£a c-:--:,. • DRILL. RJG: ACKER AO-II BORING NO. 3 ROD SJZE:_~AW~------ METHOD OF DRILLING: 4' S.S. s'hn& "DRILLER:._.,,,LAf"'-"-1 ----------- ENGINEER/GEOLOGIST=-_::LAM:..::.:.... _____ _ WEATHER'---------.----- t'5 . ' lww I-0:: > ...J -Iii :0:w·1- :: :iw I- z >- 1->cii - lJ.~ . :::i <i: w _z 0:: z (.) ~...J 00 aw~ ~ (.) a· REMARKS • ' 7 .4 I 99 .3 - - • 7.0 Sl. 5.0 Boring Caved I= - - I ~ - L I - . - ~ - . . ~ . - ~ - - - Plate 5