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Home My WebLink About1109 - . At , • i 109 Phone No. GARFIELD COUNTY Address 945 -8241 BUILDING DEPARTMENT 2014 Blake Ave Job Address 'o',o (or,r,tU Road 154 Type Occuan4Y Nature of Work Building Permit Use of Building Warehouse end Sbou Building Owner 175111tup s'1attory Contractor /IjC, Conrtructitlon Amount of Permit $ +47.00 Date A,)ri7 9 1979 C,�n "aac_} . L n acre � Toni 7 Sj7nrt:nnd ,uw J n uts>2 Y Cler7t • y 1183 CERTIFICATE OF OCCUPANCY • tl BUILD DEPARTMENT • GARFIELD COUNTY, COLORADO ,_ Issued Without Fee • • M arch 1 19.05; ," P is hereby granted to . Arlen West • • 1 , • Building Permit No.— $056 Zone District • • situated at 326 Road ((340 fn. Rd. 196) Lot BIk.— Addition ; P . for the following purpose Si ngle Family Dwelling • • , :.. (State Nature of Usel • ' , Contractor Bob Strong Construction : t . • , TAK NOTICE White: Owner • No change shall be made in Green: Lending Agency • the use of this building with Gold: Contractor GARFIELD COUP, 'BUILDIN DEPARTMENT • out prior notice and certifi- Yellow: Bullging Department p • tats from the Building Official. Pink: Assessor BV - �/ ' ij • • GMFIFI COUNTY STATF. OF. (/ Co To ra dD Office of Building Official HEDUEST FOR INSPECTION Permit No._ Date ,.y �� / / »- -r Time Sc� (ZM� Received District No.---- - - - - -- — —�' -- --- - -_ - -- 1 — Job Ad ress yy/ Locality , OWnerS �/ / 6 � ` / /,(7 -i _ _Contractor_— _._. —_ _.. • Name __ �� 4 k BUILDING PLASTERING LECTRICAL PLUMBING HEATING Foundation > Wire 17 Rough Wiring. Rough ❑ Rough 0 Chimney [3 t ath [3 F inish Wiring., 0 Final [J Final Framing 13 Scratch n Fixtures L0 Se.vers ❑ Water Heater.. 0 Final ❑ Brown ❑ Motors ❑ Gas 0 Finish ❑ Cesspool ❑ /Perm( wallboard ❑ r HEADY FOR INSPECTION ""; e .2 Tues. Wed. Thurs. Inspection Made_ .S.4Y./ 9 zz9 2. s eg Cat —�' ' inspector Cr../. roam 300.1 _ - GARFIELD COUNTY , • A kt>• STATE OF Col orado Office of Building Official REQUEST FOR INSPECTION Date k 0:-1 9 Permit No. 1 Ici 9 krnyed q :or --4P District No. —SOSO QS , 1.0 4 Ciaacp. n. .2 c. IA ) - Job Address Ph. Locality Owner's \ Name , 1 g • __Contractor 11 1110 A. ..-.41.416 4 • a I U110 1 - PLASTERING ELECTRICAL PLUMBING g TING Foun•stion 0 Wire 0 Rough Wiring .0 Rough 0 Rough 0 Chimney 0 Lath 0 Finish Wiring 0 Final 0 Final 0 Framing 0 Scratch 0 Fixtures 0 Sewers 0 Water Heater.. 0 Finei D Brown 0 Motors. 0 Gas 0 0 SLIJEIVEBEIC-V Wallboard 0 1"/„...rool ....... 0 --e-ei-eC el- READY FOR INSPECTION n.ki. Tues. 7' i Wed. Thurs. Fri..____a t inspection M I . S c ttjk Inspector ./ /-t-- . . __ _ GARF Colorad UNTY srAEQ Office of Bu FOR INSPECTION • 1 Ofdding Official �� R U ST Dste n JQ` Sr_ Permit No. 9 • T'F `` '. 0 � - -- --- -- R eceived___J ___ 4 • District No. so4?sS? — p �y A ss ,,..1�� Locality i • Name BUILDING PLASTERING BUI ( - -- U __Contractor_ LOING ASTERIIJG ELECTRICAL • P.M1BIt HEATING Foundation ❑ Wire ❑ Rough Wiring.❑ Rough (Y Rough ❑ Chimney ❑ Lath ❑ Finish Wiring.. Final ❑ Final ❑ Framing ❑ Scratch ❑ Fixtures ❑ Sewers ❑ Water Healer.. ❑ Final ❑ Brown ❑ Motors ❑ Gas ❑ Finish ❑ Cesspool ❑ Wallboard ❑ READY FDR INSPECTION A.M. Mon. es. We Thurs. ,,��tt Fri. P.M. ./�r`� q _. s Inspection Made_ ___ -// -lr ��.M? lnspecror__ - I dvLr-- r0aM 100.1 _. _ -_- ___ -_ - GARFIELD. MUM . . , . • 4 . • , . Col orAdoe . STATE Office of Building Official . • REQUEST FOR INSPECTION Date I/ 7 1 Pe No______a_0___________. - C-Arir) ; ; 15 - _ P.M. District No.____ _ ___ H 550 /-9 Job Address Locality gw . c _ cy _ BUILDING PLASTEANG Contractor ELECTRICAL PLUMBING HEATING Foundation 0 Wire n Rough Wiring .0 Rough 0 Rough 0 Chimney 0 Lath 0 F inish Wiring.. 0 F Inal 0 Final 0 Framing 0 Scratch 0 Fixtures 0 Sewers 0 Water Heater.. 0 F Mal 0 Brown 0 Motors 0 Gas 0 n Cesspool 0 Entril n r d ...... .. LJ • ---- READY FOR INSPECTION Mon. Toe ) Wed. Vif ors. F r I . _ 7 1/206 AM.. Inspection Made_c://4 . ri en 4nspector_ AVPM 300.1 GARFIELD radCOUNTY " oloo STATE OF CO , b y- Office of Building Official ` REQUEST FOR INSPECTION • Date 10 l 9.____ Permit No. Air.>P1 __ Time Received__ _ 00 _ ell r. District No. Sze g) (iSt - a • If el- Job dress Locality • Nwner's' 9 � . Name - -�/}.rF- Contractor BUILDING PLASTERING ELECTRICAL PLUM61 HEATING Foundation ❑ Wire Rough Wiring.❑ Rough ❑ Rough ❑ Chimney ❑ Lath ❑ Finish Wiring.. ❑ Final ❑ Final ❑ Framing ❑ Scratch ❑ Fixtures ❑ Sewers ❑ Water Healer.. ❑ Final ❑ Brown ❑ Motors. ❑ Gas Finish ❑ Cesspool Wallboard ❑ - 410 READY FOR INSPECTION A.M. �a Ab Mon. Tues. Wed. Thurs. k L��MM F ri.. SQJ 1 ti P.M. Inspection Made____ /c70/,/%4 _.___ 0e- ?C 74i) anspector_dr - -- •au 0 0.l _. __ _ _____ _ _ _ GARFIELD COUNTY ' ' ' • STATE OF Colorado Office of Building Official REQUEST FOR INSPECTION // Date - -- __ Permit No. 7 A.M. Received c) P.M. District No. " D c 01 /j1 !!//'' Job Address Locality Name [/ / � / % /l � Contractor r�l lK 7 v J BUILDING PLASTERING ELECTRICAL (LUMBING HEATING Foundation ❑ Wire ❑ Rough Wiring .0 Rough 0 Rough ❑ Chimney ❑ Lath ❑ Finish Wiring Final ❑ Final ❑ Fuming ❑ Scratch ❑ Fixtures ❑ Sewers ❑ Water Heater.. ❑ Final ❑ Brown ❑ Motors ❑ Gas Finish O Cesspool ❑ Wallboard ❑ READY FOg INSPECTION A.M._ Mon. Tuel Wed', Thurs. Fri. cp.M Inspection Made_/7,,/ �0 2,oc , 1� Inspector C.14-1 - -- I FORM 100.1 —__. GARF COUNTY - 1 I ST ATE OF COl OY'ddp , // Office of B Official • �— • V REQUEST FOR INSPECTION Date 2- i 7 -" /Y M Permit No. 11 O Q I /line , j E R District No., eceived_ ' P..hy /1 �� 0 . 6 U I(9'(� i •-/\_ Al 4/ /r Job Address / 1 oaallly Name w '�f. �ll2an i) k / ...� croSi actor �%h427t1J BUILDING PLASTERING ELECTR PLUMBING � � HEATING Foundation ❑ Wire ❑ Rough WirrrrrVVn9.❑ Rough ❑ Rough Q Chimney ❑ Lath ❑ Finish Wiring-0 Final ❑ Final LLJJ Framing ❑ Scratch ❑ Fixtures ❑ Sewers ❑ Water Heater.. 0 Final ❑ Brown ❑ Motors ❑ Gas ❑ / Finish ❑ Cesspool ❑ p /` OA 1 ,..• Wallboard ❑ &L/Cli"" \� READY FOR INSPECTION A.M. Mon. Tu es. Wed. ( Fri. P.M. �7 Inspection Made — �. � / � , '°S - / $� _ V tnspecror N `h • 303 M 300.1 3 GARFIELD COUNTY • STATE OF Col 01'dd0 7/ I Office of Guilding Official r [, 1^ REQUEST FOR • INSPECTION { 77 Date d -` 1 ‘11 Permit No 1'10 Received_ P.M. . M. District No. . TOM CS • it.eA 1 t 4 Job Address Locality Owner's / i elf Name Contractor - :tILOING,. PLASTERING • ELECTRICAL PLUMBING HEATING Foun•a • Wire ❑ Rough Wiring .0 Rough ❑ Rough ❑ Chimney • Lath ❑ Finish Wiring..❑ Final ❑ Final "❑ Framing Scratch ❑ Fixtures ❑ Sewers 0 Water Heater.. ❑ Final Brown ❑ Motors. • ❑ Gas Finish ❑ Cesspool ....... .... ❑ Wallboard ❑ 1 d READY FOR INSPECTION A.M. I M Tues. /9 Wed. Thurs. ---r ., Fri. P.M. Inspection Made_ r] ' // %/� r•r�. , //' 50 (nspeccor. • 1 J raara 300.1 GARFIELD COUNTY • • , STATE OF Colorado • •_ lJ / Office of Building Official ! 4 7 - � l al REQUEST FOR INSPECTION I I Date V - G� 1 f J _ f Time Received ' ,• 30 — b District No. MillU t. ob Ad Locality Owner's l� Name C� . Contractor BUILDING PLASTERING ELECTRICAL MING � HEATING Foundation ❑ W 1 ire ❑ Rough Wiring Rough U Rough ❑ Chimney ❑ Lath ❑ Finish Wiring..❑ Final Final ❑ Framing ❑ Scratch ❑ Fixtures ❑ Sewers 0 Water Heater.. ❑ "Final ❑ Brown ❑ Motors. ❑ Gas Finish ❑ Cesspool - ❑ Waliboa rd ❑ READY FOR INSPECTION Mon. 0 Wed. Thurs. Fri. Inspection Made " _— • •• ;/ � . . tnspeccor _ �1� _ . norm 300.1 GARFIELD COUNTY ° 5 cn c/ • ( , 2 STATE OF Colorado / 1 >� yitn • Office of, Building Official' • Q] � REQUEST FOR INSPECTION /�(� { Date cA — Permit No. 0 1__. - -._ j Time a r ' .r0 43 . i Rece _._..__ District No Job ROOM L.ocallly Owner's 1 Na r A - -._.._ -- - _ _ Contractor I D PLASTERING ELECTRICAL PLUMBING SATING Foundation ❑ Wire ❑ nugh Wiring .0 Rough ❑ Rough ❑ } Chimney ❑ Lath ❑ Finish Wiring.,❑ Final ❑ Final ❑ Framing ❑ Scratch ❑ Fixtures ❑ Sewers ❑ Water Heater.. ❑ Final Brnwn ❑ Motors ❑ Gas ❑ Finish ❑ Cesspool ❑ Wallboard ❑ READY FOR INSPECTION A.M. Mon. Tu s. Wed. Fri. __P.M. Inspection M de_ 4cri, lnepectox / ! YORM 300.1 - _ - • d asp& /e •sas. �-2 vsi /.is/ J/goe N N sting I \ \ \ \ le P/B!� a ' I NNNN 4' I \ \N\ J �— I < I \ • I \ \ See Note \ \ ..... \ \ \ \ • NN \ \ I . aac k{% /' N NSet .' /r \ I M \ \ A'3'�® /it' N \ \ \ Spa. 4.<9.-64e/ \ \ \ N. .4/ /reside 'race • N N. K" \ NS pr ® /G ' \ \ rs¢Q /.' \ \ Sat. .sfvrb. N N , Sps. /.Gm J. \ I_ N N N • \ \\ I \ N N a S " -Doxe/ /n /o a /n stcanoe/ /n • \ \ \ • \ \ \ ny. - 3z • 6 /r. \\ \ noor S /s4 t� • r/ oi- S /#4 a l I_ - — ordin rs• Ons'47 O Sieben a -a see fibn .4-.4 fea/es �'< / Sad, � "t/'•o LINCOLN j^ O RE TES ING • NC. tat• of e• •rado 2051 Pg. 3 of 4 FOUNDATION DETAILS 5/7/79 I THE LINCOLN - DeVORE TESTING LABORATORY MODERN CABINET SHOP Slatter Bldpp COLORADO Colorado Springs, Pueblo, Glenwood WYOMING Rock Springs G1 anwoox Sprina Springs, Montrose, Gunnison. . . . , • . r•. rs. I a. ✓ 4 -061 r ` ,1., I __J / / Gk rJfl L,.L - - r -. - �1 Y- l 7thrpsQ 4 i Spe.- fs r 3f Sera J � M Br! 4- 8 in Coneerfe San A60z/e Oa"iisg SCe /t %I• m/'On I ra/ wap/ / A/ 3e cle f 1 I \Beat- — —1— H See A•/si/ i ,k .?d ® /Car . No• ___ I /n Ue // w/ openings ■ ve T _ ____ 4- di I -L 4_ I .CAS Pea../ /into sa -air. Designed by Bob Bass l a LINCOLN - DeVORE TESTING LAB., INC. /More Lew/ Fron/ 4/.// Ra i Sea* -.- V -p �/ / By: �,i ��j Pg. 4 of 4 Eta e o Qaorado 2051 FOUNDATION DETAILS 5/7/79 B LINCOLN COLORADO: COLORADO SPRINGS MODERN CABINET. SHOP- Slattery.Bldg. D @ VORE PUEBLO, GLENWOOD SPRINGS, Glenwood Springs ®f EN GI NEERS • GRAND JUNCTION , AIONTROSE, GEOLOGISTS WYOMING ROCK SPRINGS ---4,4 i r r e N .- , .1F ;74 A , s4,' ai. - 1, " r .c� ' � s, i` s ? k j fi s,>, 4 " y n t Y r . , 0 7 i 11 � � 3 .!;,??-:-..f. , G t\ it 4 i, x I a e ' (1 : f i i 9 r ,/ cv` 1��/ F ( Y ]( S kit ( 7 S %q ( 9 r E , (mow k E i � . �� r ?; A� L .4 �ji> d{'�j ♦� �k c b �n, i " Y K1��1 - -F x1 F2' � 2+ "� t 1.. i ' �: )6 � �� . i� va.x = ,i_ nn . _==a �..,- , . z . c_,__r_r,_. .__.. . �` �O ' S: _�F - , , « =. > = -.._.T - .. I'_ s . • . ft ncx{ ■ wo c r) ''-'3 t �1. = a • I�� m to - 5 - x "v. i I .i r, N, N C ,•-`., F•$ { it'1 � ' {.� ire -- [ ' 4 : , / - `¢ x1 I O rD o �- "I � � 04- a { x� lA .._•4cu a O - ^. 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Building Permit Application Tit 2371 f , • Garfield County, Colo. 4pr 9 !/ � , 19!x. � Owner: ___1 .. 5//1 /I -l/ , Contractor or Builder: hi.1.14() rx'rA)S7R'1X3 r Location: _ 0 _C.:. )_ /44 RIO4L �� y Purpose for which building is to be used: Ware /- x e cui ile , Size of Lot: _ c.?e' __ Flo _it, 7 Distance of building from property line at: Front _ Rear /0 Left side — __ -_— -- Right side Distance from nearest building: "4' Number of stories: . • Source of water supply: E X151106= Ai a. Li Number of rooms: 8 Type of sewage disposal: MilWELL Type of foundation: l fil)C ll0 Width of Building: — 4-0 ' Material in outside walls: CL/)CYILi{) Length of Building: __ / Lo 0 1 Exterior Finish: 0/.1CitLte. . Height of walls: -A' % p/la% S 2 Type of roof: if 0(4— )$ S //»& !( - Floor space in sq. ft.: -� [ -1 7fi/K) Estimated Cost: $ -- /7 )r)° / Date construction will start: a p /mVY lip; RI I Date completion: / ?. it je /W44 Permit Charge: $ _4 52a per 1st $1,000 Valuation. $____ - per each additional $1,000 Valuation. TOTAI. $ - - y7- 9-1-- ' ) - And I /We hereby agree to build strictly to the terms of the above description, and also to clear the grounds adjacent street or streets of all rubbish and debris caused by the coy tr ction of said building. Respectfully, d The County Commissioners hereby grant the above permit as per terms therein stated. This y day of __I frt / -- - - -..._. , 1979. 7, Building Inspector i Clerk r_ - - • • II LI - I Lincoln DeVore 11 1000 West Fillmore St. Colorado Springs, Colorado 80907 (303) 632-3593 . Home Office May 3, 1979 Modern Cabinet Shop 5134 154 Road Glenwood Springs, CO. 81601 Attn: Bill Slattery Re: SUBSURFACE SOILS INVESTIGATION `1 AND FOUNDATION DESIGN SLATTERY COMMERCIAL BUILDING GLENWOOD SPRINGS, COLORADO 11 Gentlemen: 11 Transmitted herewith is the report giving the results of a subsurface soils investigation and foundation design for the proposed Slattery Commercial Building located in ill Glenwood Springs, Colorado. Respectfully submitted, 1 LINCOLN - DeVORE TESTING LABORATORY, INC. 1 By : .Z .lJ if Robert L. Bass 11 Civi - fingineer 11 Revi- 17/ eorge D. Morris, P. E. RLB /vfb ))) 11 LDTL Job No. GS -959 • 2700 Highway 50 West P.O. Box 1427 109 Rosemont Plaza P.O. Box 1882 P.O. Box 1643 Pueblo, Colo 81003 Glenwood Springs, Colo 81601 Montrose, Colo 81401 Grand Junction, Colo 81501 Rock Springs, Wyo 62901 (303) 546 -1150 (303) 945 -6020 (303) 249-7838 (303) 242 -8968 (307) 382 -2649 ABSTRACT The contents of this report are a 'I subsurface soils investigation and foundation design for a commercial building to be constructed south of the city of 1 Glenwood Springs, Colorado. The structure is to be a two - 1 story building with the lower level being a walk -out basement. The structure will utilize cast -in -place concrete construction `, with a precast concrete floor and wood truss roof. After consideration of the invest- ' igation and testing program described herein it is our recomm- endation that a shallow foundation system be used to carry the weight of the proposed structure. Foundations located on the 1 alluvial terrace materials of Soil Type No. 1 may be proportioned on the basis of a maximum allowable bearing capacity of 5000 psf ,II with no minimum pressure required. The bottoms of foundations `' should be located a minimum of 3 feet below finished grade or greater if dictated by local building codes, for frost protection. 1 A foundation design based on these criteria has been formed by the Laboratory. It is recommended that the proposed I foundation system be well balanced and heavily reinforced. Contact stresses beneath exterior foundation walls should be ,1 balanced to within ± 500 psf at all points. Isolated found- ations for interior loads should be designed for contact stresses 11 of about 200 psf less than the average of those selected for the exterior walls. The criteria for balancing will be on the basis 1 of deadload plus approximately one -third of the.liveload. Found- "' ation.walls should be designed in such a manner that they are capable of carrying their loads over a clear span of at least 1 10 feet. Where foundation walls will retain soil in excess of ,� -1- • II 4 feet in height, vertical reinforcing should be designed based on an equivalent fluid pressure of 45 poi for the soil 1 in the active state. Adequate drainage must be maintained ', at all times. Water should never be allowed to pond above the foundation materials. 1 Floor slabs should be placed in ' sectionsno greater than 25 feet on a side. Deep construction or contraction joints could be placed at these lines to ' facilitate even breakage. This will keep to a.ninimum any unsigh- tly cracking which would be caused by differential movement. ''' A subsurface peripheral drain is ' ' recommended for foundation walls which will retain soil in order to prevent the buildup of hydrostatic pressures behind 1 walls. More complete recommendations can be found within the body of this report. All recommendations I are subject to the limitations set forth herein. 1 I ` I 1 1 1 1 -2- ' 1 GENERAL The purpose of this investigation was to determine the suitability of this site for construction 1 of a commercial building. Characteristics of the individual soils encountered in the test borings were examined for use I in designing foundations for this structure. The proposed construction site ' is located south of the city of Glenwood Springs, Colorado, on the northeast side of old Highway 82. The present Highway ' 82 is located a short distance to the northeast of the site < I and the present course of the Roaring Fork River is located a short distance to the southwest. The Glenwood Ditch is I located immediately to the northeast of the site. The site is in the north half of Section 1, Township 7 South, Range 89 West of ' the 6th Principal Meridian. The site location is indicated on the enclosed General Site Location Diagram. S The topography in the vicinity of I this site is that of a moderately sloping hillside, dropping generally to the southwest. A rather steep bluff is of the 1 Pennsylvanian and Permian Age Maroon Formation is located to the northeast of the site above the present location of High - 1 way 82. To the southwest of the site is a rather steep terrace slope which descends to the Roaring Fork River. The exact direction of surface runoff will be controlled to an extent by 11 the proposed construction and, therefore, will be variable. In general, however, surface runoff will travel to the south - west quickly entering the Roaring Fork River. Surface and sub- ' surface drainage are fair to good. The soils encountered on this site were found to consist of a layer of colluvial or slope- deposited 11 -3- ;I material overlying river alluvium which has been deposited by the action of the Colorado River. The upper colluvial materials 1 were found to consist of a reddish, silty clay which contained numerous angular rock fragments The underlying alluvium was found to consist of a poorly graded gravel matrix, surrounding I nested cobbles and boulders. At the time of our investigation the excavation for this structure had been completed and the 1 materials at foundation level were found to consist of the river alluvium. It is our understanding, however, that the upper colluvial materials will be used for backfill around the struc- ture. ' All of the upper colluvial and alluvial ' materials are believed to have been deposited on dense formational material of the Maroon Formation. The Maroon Formation can be 41 considered as bedrock beneath this site. The Maroon Formation can broadly be described as a greyish red to reddish orange, r siltstone and sandstone which also contains greyish red and 1 pale maroon arkosic sandstone. Formational material was not encountered in any of the test pits placed on this site. For- 111 mational material is believed to exist at sufficient depth that it will not effect construction or performance of the proposed shallow foundation system. 1 1 1 1 11 -4- i I TEST PITS, LABORATORY TESTS, AND RESULTS Three test pits were excavated on 1 this site at locations indicated on the enclosed Test Pit 1 Location Diagram. Test Pits 1 and 3 were already excavated at the time our field representative arrived at the site. Test 1 Pit No. 2 was excavated under the observation of our represen- tative. The soil profile encountered in these three test pits ' 1 were judged sufficiently uniform that no further test pits were T' deemed necessary. All test pits were excavated with a hydraulic backhoe and samples were taken by bulk methods. ,1 The soil profile observed on this site can broadly be described as a two layer system. The upper 1 layer of this system consisted of a reddish, colluvial silty clay material which contained occasional angular rock fragments. 1 This material has been deposited on the site by gravity processes ' and originated from the reddish bluffs of the Maroon Formation, which are located to the northeast of the site. The second 1 layer of the soil profile which was encountered immediately below the colluvium, consisted of a coarse grained river alluvium II comprised of a poorly graded gravel matrix surrounding numerous cobble and boulder sized particles. At the time of our investigation the 1 excavation for the structure was complete and materials at foundation level were found to consist of the coarse grained 1 alluvium. Therefore, the soil profile as shown on the enclosed I test pit logs . consistsentirely of the alluvial materials. The colluvial silty clay materials, however, could be seen in the upper 1 portion of the sidesof the excavation. As it is our under- standing that this colluvial material will be used for backfill 1 -5- II il around the structure. Samples were obtained for purposes of Laboratory testing. The samples obtained during our field exploration program have been grouped into two soil types. Soil Type No. l was representative of the alluvial gravels en- � countered at foundation level. Soil Type No. 2 was represent r ative of the colluvial silty clay materials. More precise eng- '1 ineering characteristics of these two soil types are given on the enclosed summary sheets. The following discussion will be gen- ii eral in nature. Soil Type No. 1 classified as a poorly graded gravel (GP) according to the Unified Classification ' System. This material contained numerous cobble and boulder sized particles which obviously cannot be accurately represented ' ' on the enclosed grain size curve. This material is nonplastic, I permeable, and was encountered in a moderate to high density condition. It will have no tendency to expand upon the addition ' of moisture, nor any tendency to long -term consolidation under load. Granular materials such as this often do, however, exhibit settlement upon application of foundation stresses; but in the density condition in which this material was encountered it is I unlikely that settlement will create any problems. At any rate 1 any settlement will be fairly rapid and will probably be largely complete by the end of construction. Foundations located in 1 Soil Type No. 1 may be proportioned on the basis of a maximum allowable bearing capacity of 5000 psf with no minimum pressure required. Soil Type No. 1 was not found to contain sulfates in ' detrimental quantities. Soil Type No. 2 classified as silty ' clay (CL /ML) and contained numerous angular rock fragments. 1 -6- • � Generally this material is slightly plastic, of low permeability, k and is in a low to moderate density condition in its native state. While this material was not encountered at foundation level, it 3 1 is our understanding that it will be used for backfill around 1 the structure. Soil Type No. 2 contains sulfates in detrimental quantities. 1 No true free water table was encount- ered in any of the test pits to the depths excavated. Free water is believed to be sufficiently deep beneath this site '1 that it will not effect construction or performance of shallow foundation systems. There is, however, a potential for subsur- 1 face seepage on this site, particularly during wetter seasons. ' Therefore, we recommend that subsurface drains be placed around the foundation walls which will retain soil in order to prevent the buildup of hydrostatic pressures behind these walls. I 1 il I 1 . 1 ttl CONCLUSIONS AND RECOMMENDATIONS A set of drawings has been provided _' to the Laboratory for the proposed structure; and in accordance with your request a foundation design has been performed for the ' structure, utilizing the design criteria determined during our 111 investigation. Any changes in construction details should be reported to the Laboratory so that changes in recommendations or design can be made if necessary. However, based upon the soil conditions and project characteristics previously outlined ' the following recommendations are made. ' It is recommended that a shallow foundation system be used to carry the weight of the proposed ' structure. Shallow foundations which rest in the alluvial materials of Soil Type No. 1 may be proportioned on the basis ' of a maximum allowable bearing capacity of 5000 psf with no minimum deadload pressure required. The bottoms of foundations 1 should be located a minimum of 3 feet below finished grade or greater if dictated by local building codes, for frost protection. A foundation design based on these criteria has been performed by ' Lincoln- DeVore. In order to limit the magnitude of , differential movement it is recommended that the proposed found- ' ation system be well balanced. Contact stresses beneath bearing walls should bebalanced to within ± 500 psf at all points. Found- 1 ations for isolated interior loads should be proportioned for contact stresses of about 200 less than the average of those ' selected for the exterior walls. For this structure the criteria ' for balancing should be on the basis of deadload plus approx- imately one -third the liveload. 1 -8- 4 All stemwalls for continuous found ations should be designed as grade beams capable of spanning at least 10 feet. Horizontal reinforcement should be placed continuously around the building with no gaps or breaks in the reinforcing steel unless specially designed. Foundation beams should be reinforced at both top and bottom with the majority of the reinforcement being located at the bottom of the beam in most cases. Where stemwalls will retain soil in excess of 4 feet in height, vertical reinforcement may be necessary and should be designed. To design such vertical reinforcing the equivalent fluid pressure of the soil may be taken as about 45 pcf in the active state. 11 Where floor slabs are used, they may be placed directly on grade or over a compacted gravel blanket of 4 to 6 inches in thickness. If the gravel blanket is chosen, ■ however, it must be provided with a free drainage outlet to the surface and must not be allowed to act as a water trap beneath 1 the floor slab. Floor slabs should be constructed in such a manner that they act independently of columns and bearing walls. 1 Additionally, concrete floor slabs on grade should be placed in sections no greater than 25 feet on a side. Deep construction or contraction joints could be placed at these lines to facilitate I even breakage. This will help reduce unsightly cracking which would be caused by differential movement. 41 Adequate drainage must be provided ' in the foundation area both during and after construction to prevent the ponding of water. The ground surface around the 1 building should be graded such that surface water will be carried quickly away. Minimum gradient within 10 feet of the ; 1 structure will depend upon surface landscaping. Bare or paved areas should have a minimum gradient of 2 %, while landscaped „ 11 -9- 1 areas should have a minimum gradient of 5 %. Roof drains should be carried across all backfilled areas and discharged well away 1 from the structure. Backfill around the proposed structure and in utility trenches leading to the structure should be com- I pacted to at least 90% of the maximum standard Proctor dry den- sity, ASTM D -698. Any particles in excess of 6 inches diameter 1 should be removed prior to backfill placement. Backfill should be placed in lifts not to exceed 6 inches compacted thickness 1 and at a moisture content approximately equal to Proctor optimum , moisture content ± 2 %. Backfill should be compacted to the required density by mechanical means. No water flooding tech- 1 niques of any type should be used in the placement of fill on this site. 1 A subsurface drain is recommended ' around the rear and sides of the structure in order to prevent the buildup of hydrostatic pressures behind basement walls. 1 Typical drain details are included with this report. For this site a 4 inch diameter discharge pipe will be adequate. ` ' The open foundation excavation was ' inspected at the time that the test pits were excavated. Mat- erial of proper design bearing capacity was observed throughout the excavation. The alluvial materials of Soil Type 1 No. 1 were not found to contain sulfates in detrimental quantities. Therefore, a normal or Type I Cement may be used for all con - crete which will be in contact with these soils. The colluvial 1 material of Soil Type No. 2, however, contains sulfates in detrimental quantities. Where foundations will be contact with 1 this material it is recommended that a sulfate resistant cement 1 -10- ' ill such as Type II Cement be used. Under no circumstances should calcium chloride ever be added a Type II Cement. In the event that Type II Cement is difficult to obtain a Type I Cement may be used providing the concrete is separated from II sulfate bearing soils by water resistant membranes. II As has been previously mentioned in this report the Glenwood Ditch is located a short distance to 1 the northeast of the site. It is our understanding, however, that this ditch was relocated further back from the proposed ' f ±' structure, and lined with bentonite in the vicinity of the proposed structure, prior to the commencement of excavation. f Therefore, it is felt that problems associated with the presence t of the ditch will be minimized considerably. iI It is believed that all pertinent points concerning the subsurface soils on this site have been a covered in this report. If soil types and conditions other than those outlined herein are noted during construction on this site these should be reported to the Laboratory so that changes in recommendations can be made if necessary. If questions arise or'further information is required please feel free to contact the Laboratory. 4 x i s 11 11 /I -11- . ;a t( l / \ ` .c, � o A �L 2i - - .7p0 ''Ad 11 r i� L 1 -Th 6 9 :0 A` 0�On / i I x- -x- ceoo r n • V �� ° �- .. G,a et Pr 9 l \'� �\> mi %L. ` o i -- V \ _1 I I i \_ x a.c Po r o 7. <. 7/..i o \ � � ` /. ow T5 SCI /L ^-Y"�L �i. 1 �I o /� 4 '4 1--- E" / ' \1t I / . � ) ! aoz � 1 O 0'iiftle v �� c �1 \.� �ca o II i C a p p . i. r: \\,,, r��; IT LINC COLORADO: COLORADO SPRINGS • - - 4r,, Si %s t oast/.an .0.v9rs/n 4 111::) D PUEBLO, GLENWOOD SPRINGS, 1 t4n* carman'/ B /e ' °ker S- ----fl GEOLOGISTS GRAND MI G: ROCK a RI NGS MONTROSE a ry ! " ' �-- GEOLOGISTS WYOMINO7 ROCK SPRI - ---- -%. TEST LE No. L 3 ?' SOP Et-EN /VT ION 0 000 O Oea G _ 4P -'10 GP --19. �+ - ...,....-4. 0e - 6 '000 O awn/ 'eV Abort - 00,4 40 ' - -eeoe 4ilNr 'e 01 — o _ A/i�ri.( 0000 - t$r 0000 - 0 ` tr/✓04S ✓ 00' o Z r - to rwint. E0 Z - Xls n _ .�/�' /AM /Mf /S _ T. B Nrwr�iw�t -.000 G.iahI N104.0 a oO ♦9aa/e;r1; s°eQ Ceb4 //s f. 2. ..o ..0000 - _000 _ Boahliei7 _e r.9. - eo ,K • s.A neeo pasc d - did - Rec.r.iid ! _281 Routitor -. - - fro e - _swop - /�orwfded -r0oo - '000 00 - 4aoo '� - ��° .00O 0000 -6000 - ,... — . 0 - Y .600 -�Y - VeOO O _ ' O - Y000 - a - _ - _ - -- _ - - 8- RI TP -2 • 1 rv-s roc' - r Cr \. Sear ^ • LINCOLN COLORADO: COLORADO SPRINGS, — net/ P%/ Logs ,i LetPlioi, O�es+ir/ �� DeVO PUEBLO , GLENWOOD SPRINGS, ENGINEERS• GRAND JUNCTION , MONTROSE , aen-ry Co/nma/r4w B/o'j• - --a •tod Si°t' f1 - GEOLOGISTS WYOMING: ROCK SPRINGS a Soil Sample a,o __ �_ Test No. as-Pfl 1 Project $ /ef /iry C•....wrc,v/ 8..'/✓iiap Date 4/ZZW79 ' Sample Location Tv-s, 4 5 Test by no GRAVEL SAND SILT TO CLAY Coarse Fine Co. Medium I Fine Non2astic to Plastic m 1 1 90 1::uu:=1111111 --- 111111: - 111 -1 11 =_ H 1111111111111111111 111111111- - 111111 111111== ! 80 - -- 11111111111111111111111111111 111�1111M m 60 1111111: =1111111= ®111111: _ _ 111111 11110111C 40 1 1 111■ 1111111= �1ii1111= - - -- 1111111:=111111 1111111 i N 50 111 111=11111: - - -- 111111=:- - -- -1110 11111111= 1 h 30 111 1 1 11: - -- 111111111 1110 111111111 P 20 111111111111111111111111111111111111 - 1111 1 - - -- - - - -- 11111111 1111111111111111111111111=11111 - - - - - - - -- 1111111: 1 0 1 � 1C: 1 1111 -- 111111111211111111=11111111111 100 1 1 4// 0 1 1 Diameer- '4)3- I .. O1 1 1 �4" 1 " # #10 #20 #40 #100 #200 - Sieve No. Sieve Size % Passing 1 Sample No. / 1. 1/2" /00 Specific Gravity — 1" $G•6 3/4" . 49.3 Moisture Content__ *•o% 1/2" sYG 3 / 8 " - 44.3 I Effective Size_ o.3 4 10 34.4 33.0 Cu 60 20 ma II Cc a ✓ 40 /3.4. � 100 4. 200 s. f 11 Fineness Modulus ' 0.oz 4 / LINCOLN- DeVORE TESTING LABORATORY GRAIN SIZE ANALYSIS COLORADO SPRINGS, COLORADO 1 1 - -- SUMMARY SHI ET Soil Sample silly Clay («//IL) Test No. Gs -9.x"9 1 Location S /a4 v a►tnsnaa/ Sa' &,wj D /z V79 Boring No. Depth Sample No. e Test by SO 1 Natural Water Content (w) Specific Gravity (Gs) In lace Density (10) pcf ' SIEVE ANALYSIS: I Sieve No. % Passing Plastic Limit P.L. /B % Liquid Limit L. L. t4 % 1 1/2" Plasticity Index P.I. a< To ' in - Shrinkage Limit ok 3/4" Flow Index 1/`2" ADO Shrinkage Ratio 4 984 Volumetric Change % II 10 96.z Lineal Shrinkage 20_. 9e.7 40 eA.6 1 100 78.4 200 46.6 MOISTl1RE. DENSITY: ASTM METHOD a Optimum Moisture Content - wo_ _ %o Maximum Dry Density - rd_ pcf California Bearing Ratio (av) ok SweII• Days % j HYDROMETER ANALYSIS: Swell against psf Wo gain— % r Grain size (mm) % II BEARING: .OZ 8'e•4 Housel Penetrometer (av) psf ,00h /R7 Unconfined Compression (qu) psf I Plate Bearing: psf Inches Settlement Consolidation % under psf 1 PERMEABILITY: K (at 20°C) Void Ratio_ Sulfates soot ppm. 1 1 SOIL ANALYSIS LINCOLN- DeVORE TESTING LABORATORY COLORADO SPRINGS, COLORADO i