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HomeMy WebLinkAbout03081 R 1 y t'}f is ti ' GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit N' 3 0 8 1 ` g,, 1 • t 109 8th Street Suite 303 Assessor's Parcel No. 's Glenwood Springs, Colorado 81601 , t Phone (303) 945 -8212 ) r. if This does not constitute 1 S IN DIVI U AL SEWA DISPOSAL PERMIT a building or use permit. x PROPERTY I Jr p q�/ F I 7?fWi� i�t�lw 5o33CK335 hh / �UewCu5l1C�on�ey� /"yaik 5 S'r } i O Name Present Address r � /Y1 D 9 � \ �� � 9 '� y II System Location ' & G O ` p (ln Roa r's ° 5 I l "r" rill A ne ) S (_( _- 111 / 765a... 7 Legal Description of Ass@@ssor's Parcel No. t$ 1112oc k. — L- CAC N— F I E L 0 — 7" 1 1 9 S I _ i 7 r1 SYSTEM DESIGN a) LEACH— CHAM C3ED 7. '1 I1 3 r at i t S ; .) it is r rtekc1ES `s r98 R = 3 2 11 2 :+ r 1 0 0 0 Septic Tank Capacity (gallon) Other . 4 ther , . 1 /1 0 Percolation Rate (minutes/inch) Number of Bedrooms (or other) 1 9 '? ri t Required Absorption Area - See Attached 1 i 4 1 t r Special Setback Requirements: ! ; I ti Date Inspector 1 3: 1 a FINAL SYSTEM INSPECTION AND APPROVAL (as installed) ' ': ' N Call for Inspection (24 hours notice) Before Covering Installation i t V 0 kr 6- rt- ;f . System Installer ,.=, `' x Septic Tank Capacity 1 C00 12 /� ♦ w 'n C Septic Tank Manufacturer or Trade Name C O (- L= C 4 N • � , t v - S° Septic Tank Access within 8" of surface ' A bs orp tion Area L I 1 0 L�/ g .t (3 q ) I. C ����� f' A bsorption Area Type and /or Manufacturer or Trade Name NI f ' f d tt IX . 4 A dequate compliance with County and State regulations /requirements 1„ 1 0, Other 3 ' Date (.! - �` • Inspector ` _ Y t S t 1. RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE ' t i *CONDITIONS: s . 1. All Installation must complywith all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter .1 1 25, Article 10 C.R.S. 1973, Revised 1984. 1 984. j ei 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- I' nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a t requirement of the permit and cause for both legal action and revocation of the permit. + ) 3. Any person who constructs, alters, or installs an individual sewage disposal system In a manner which involves a knowing and material variation from the terms or specifications contained In the application of permit commits a Class 1, Petty Offense ($500.00 fine — 6 r ; p .`• months in jail or both). 'S. ? White - APPLICANT Yellow - DEPARTMENT _ — r INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER .JJaut -2 �av�tC ADDRESS So C'�I R Q ,ss * 1l I $&.COCs r (,.v° /b`(1 PHONE 9 R y -2E? G 5 CONTRACTOR Ste. I4 ADDRESS .5u33 Oz.i 33C Or%( Re -d C�c4 -4 Co l G 47 PHONE 9SY-L$ -C PERMIT REQUEST FOR (Vj NEW INSTALLATION ( ) ALTERATION ( ) REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PROPOSED FACILITY Near what City of Town IR t ciP Size of Lot `i (. t C. 4< rc.A Legal Description or Address di CA) Yy Nf V4 S. T...r,..clA 5 9. r 97 WASTES TYPE: ( DWELLING ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILDING OR SERVICE TYPE: Number of Bedrooms c VV2 Number of Persons av ( ) Garbage Grinder (?O Automatic Washer ( Dishwasher • Jt : _ 11 P • A t 1• • _ • ( ) WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Was an effort made to connect to the Community System? A site plan is required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: ' 100 feet Septic Tank to Well: 50 feet Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System to Property Lines: 10 feet YOUR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT WILL, NOT RE ISSUED WITHOUT A SITE PLAN, GROTIND CONDITIONS: Depth to first Ground Water Table Percent Ground Slope 2 4 ) TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: (X) SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE FINAL DISPOSAL BY: (X) ABSORPTION TRENCH, BED OR PIT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER - DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? pERCOL.ATION TEST REST TILTS:. (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) ,/ytY .,2,14--/ % 0 /M1- ;)24`/ - C 'T ' (f yy ry uM'y ,Hr� "' .. % .� ii. pi7 ^IWFRAbfl4sYa? ?.+LL w.." rvPol�n,io,,nry x e uv:„• Minutes per inch m V hole No. 1 Minutes per inch in hole NO. 3 Minutes per inch in hole No. 2 Minutes per inch in hole NO. _ Name, address and telephone of RPE who made soil absorption tests: t ! Name, address and telephone of RPE responsible for design of the system: G't 1 T4.., ».f cnn ) 7 „ c . Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reports as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such terms and conditions as deemed necessary to insure compliance with rules and regulations made, information and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Signed - 1 Date /7 PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! 3 z� } {\ 2 R. & I IG > « ca. Cr I \ r 0 � � § , / / SP » •% / a � / \ K ' / \ 2 n \ ; y / f z \ / / /_ ° ¥ x ■ 2 ° \/� . § 3 � �R \ 7 © - . - / 0 iiii up � E ) \7 j Z�7 &. . � \ / ƒ )a enar i- . _ \ & � I k §( \ y e t t � CD < � / £ § (4) "1 ƒ �_ + . / \ 1 7 / O 0\ 0 i O ' >ƒ ±% / / • 1 r g1 .: GEOTECHNICAL INVESTIGATION PROPOSED SANTE RESIDENCE ; COUNTY ROAQ258 ' (AKA JEWELL LANE)rs,ri GARFIELD COUNTY, COLORADO, ; • ` -;'..,..,,,,,E �, . ;fi'' 4 , :b� 4 R ; • i A• OZ4..;3Y C Prepare 0 � ' , � "., s, ,w',4 MR, 8 MRS: S 4a °� €: 5033 County Roa • =j s'' New Castle, CO 8 •'rt d., '/:: 4,' :. -' ` ."_ . i ra Attention: Mrs. Ruth Sa rT "?' d 1 � ` , n ;,fi t . 1 dT �, x' ' 13`0 t i ,. i i4 4 . , `' to , Job No. GS 235 " d' ' a� :� March 13,19' 8 £ P pe CTL /THO y f / t �C ° L iI ; Kc;, 0.: ( CONSU A .v iR( . 1 it rf.11o -i ' C t 234 CENTER DRIVE • GLENWOOD SPRINGS, COLD • ".•a. -i1.' 1 r , * � u . , t. 4.' 1 • TABLE OF CONTENT SCOPE 1 • SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 1 PROPOSED CONSTRUCTION 2 SUBSURFACE CONDITIONS 2 SITE GRADING 3 FOUNDATION 4 FLOOR SLABS AND EXTERIOR CONCRETE 5 FOUNDATION WALLS 6 PERCOLATION TESTING 6 SURFACE DRAINAGE 7 LIMITATIONS 7 • FIGURE 1 - LOCATION OF EXPLORATORY BORINGS i '6.4) , i y, , FIGURE 2 - SUMMARY LOG OF EXPLORATORY BORINGS i s = FIGURES 3 THROUGH 5 - SWELUCONSOLIDATION TEST RESULTS FIGURE 6 - GRADATION TEST RESULTS ° {` d 7 FIGURE 7 - DISTRIBUTION OF PRESSURE FOR FOOTINGS ON FILL. FIGURE 8 - EXTERIOR FOUNDATION WALL DRAIN ya 1 ,1t,„ FIGURE 9 - INTERIOR FOUNDATION DRAIN DETAIL FIGURE 10- PERCOLATION TEST RESULTS " . Aa • S Y TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS P i 1 t r. . is MR. 8 MRS. SANTE t''? 1 SANTE RESIDENCE t � CTLR GS-2357 5�? rs+ SCOPE This report presents the results of our geotechnical Investigation for the proposed Sante Residence to be built adjacent to County Road 259 (aka Jewell Lane) in Garfield County, Colorado. We explored subsurface conditions at the'' site to provide foundation recommendations for the proposed bulldIng ""' report includes a description of the subsurface conditions found in our exploratory borings, a recommended foundation system and geotechnical criteria for It, construction _ criteria for details influenced by the subsoils, results of our percolation testing and a design percolation rate. Our report was prepared from data developed d our field exploration, laboratory testing, engineering analyses and our experience 'A summary of our conclusions is presented below. mitt , ,„ ._ 5 /. MY`tlr Y — SUMMARY OF CONCLUSIONS ' +)' 1+4' 1" "i ' 4 ' u FFF 7 n l - .,4, j 14/44 1. Our exploratory borings penetrated a thin surflcial lays • organic sandy clays above medium stiff to very stiff, silty to sand d 4 C i. s , and ;, , sandy silts with silty sand lenses underlain by hard r a rd,r ' sandstone bedrock at our TH -1 location. Free ground �` ',S,,„ not a found in our boring during our field investigation -? ,� , g _ a y t 2. We recommend founding the building with footing "`',X1i11.1•I •`,r L . l �;' least 3 feet thick layer of structural fill built with the na.U'L >A L n ( t ` ,k ,, silts. ar^t , it 3. Slab -on -grade floors can bear on the native, silty testa • j . t ',E k, j` ' , t silts after moisture conditioning and compacting as die .3.11 /LX; k li 'r . ` :; SITE GRADING. ' , P' * e " a v, ,„ I ,` ;,‘ 4. A ground surface slope away from the building should,,,, Itir.,1N,i Ajlj,46 , at all times to reduce wetting of soils below foundation , #, ' , tix'"Y� t ' V l SITE CONDITIONS , 1 4/w" i "tt A 4 tiff The site is located to the south of County Road 259 (ak J „ 'lliti 7ir))071 f +1 Garfield County, Colorado. The area is developed with a mix of ag t 1'- r y M t r,'q1,i 5 Y single family residences on small to medium acreages. Access is fro isj t'L 111 f1 i ' I ;r MR. & MRS. SANTE T'�' • ? SANTE RESIDENCE CTUf GS- 2357 ,�,y • • V from County Road 259. The building site appears to be a remnant pond bottom..To the north and east of the building site is an approximately 30 to 40 percent slope which is the transition from comparatively flat valley floor to more steep mountainous terrain. The building location is comparatively flat. An approximately 4 feet high berm is to the south and west of panned residence footprint. Beyond the berm is gentle to moderately steep slopes from the east to the west towards an irrigation ditch. ' t *tic** v ex ,,,,v4.. Sy PROPOSED CONSTRUCTION x IS tg r 11;a. „, ,' ,.:, Pastured -hom . No 4' tittiintOtt basement is planned. T ill be a ,,,I..1 f ittin g s: We assumed foundation loads will be on the order of 1 'kl P :F r " .�C. 1 ea) foot. :w� a+� co lumns are nol expa t �. Utility excavation depths will • `ap ro atel 5 feet deep. We should be informed if the final design or foundatlo ds to allow re- evaluation of the recommendations and criteria presen : Ae I, tk,'` :' F . SUBSURFACE CONDITIONS F : i : Two (2) exploratory borings, one (1) profile boring and th i ,,'1rX � '` borings were drilled with a 4 inch diameter continuous flight pt , a ,i ft X kt , ` C1; i locations shown on Figure 1 to investigate subsurface conditions : fkif(lirj l.taj)' ` 1. . :. directed by our field engineer who logged the soils and obtained sa 4 ,i",Y,,}�(Vt? LV 44. f I` in our laboratory. Summary logs of the soils found in our explore " .)i(ij •hit11t'i , t results of field penetration resistance tests are presented on Fig 2, 11,ry r, T b t' test results are shown on Figures 3 through 6 and summarized on a t' .1: r"s.t� xt,� til : Our exploratory borings penetrated a thin surficial layer o e fL.17:' i. i x clays above medium stiff to very stiff, silty to sandy clays and sand jOtt , ;i i IkI'L; : ' • ),1: i �, sand lenses underlain by hard to very hard, sandstone bedrock at ou T R if k Y :' 4. ^ 'e Free ground water was not found in our borings during our field I0Ves cj.r7;b' ; t , p ' ' n M ,'� ' it, MR. & MRS. SANTE . k SANTE RESIDENCE t f1 CUR GS -2357 1*, I . , 1 4 V clays and silts volume change potential when wetted was judged to vary from a low to moderate swell potential to a significant compression potential mnt.!< rc* a r , , ; /� y y II k. ..J- lalent.ei) V I G': C` SITE GRADING ,,,r), ws f*r • I, r ^ tir4r , , artai el t ) j purltj try We understand site excavation will consist of a k trt `"; pproximately 6 f�t deep cuts s i t d'1,4 to construct the foundation and install utilities. Excavation sides should be sloped. Excavated slopes will tend to collapse and flatten. We recommend temp excavation slopes be 1 to 1 (horizontal to vertical) or flatter for fire silty to sandy , clays and sandy silts. w a " } , ; We believe the silty to sandy clays are Type B as described+ , ' , tte Ocr 'b 1989 Occupation Safety and Health Administration (OSHA) Standass55� u y ea by % v • the Department of Labor governing excavations. The pubilcatlo nd caters a maximum temporary slope of 1 to 1 (horizontal to vertical) foriTy� . f 1 p soo n az , 0 Clft'+` d the water table. We should view the excavation to confirm, a s } � , ' asrit, anticipated. 1 t' kl , dYV '�d i •. �r . b q , ., a 5` tiY '' , , Soils removed from the excavation should not be stockpile "it , it 7I (t i I ir"7i' ; ( excavation. We recommend the excavated soils be placed at a % dls 7 :510 iG l, ; } , r_) � 1 { � of the excavation equal to at least the depth of the excavations ' ; {. • 1 , , 1 . t° It? i^ Fill will not be below the building footprint but may be need :fit•:' , t 1 ,v;, 'iii { r.: •t , Yt concrete flatwork and to achieve access drive subgrade. Areas to tgli'Z - 1411 Iw ;.f r l , + i t r slabs -on -grade floors or exterior flatwork should be grubbed d I C 20.4 , ; ' I Z < t , {! i I ? ' ' 1 .�'! I vegetation and organic soils. The resulting surface should be ?Tv g ]j n.i I k LI 4.3 F ;, �. a , inches deep moisture conditioned and compacted. Fills should bp ' ii i I i "1V ,, r; soils moisture conditioned to within 2 percent of optimuo s;hF X3"•)ii :Ii'iu`. lif r r' i, m m.; compacted to at least 95 percent of standard Proctor maximum d 'C1itIR','Lt:, I ' 1 + D698). r FRitm �� A ` (if V V MR. 8 MRS. SANTE #*r SANTE RESIDENCE + l�• CTUT GS -2357 u i• qq. 11 Free ground water was not found in our borings during our field Investigation. Depending upon cut depths and the time of year water may and e y be and enter the excavation. We should be contacted immediately if ground water Is encountered to allow geotechnical input. If free ground water is encountered, we recommend excavations be sloped to sumps where water can be removed by pumping. Excavations will tend to flatten to 3 to 1 (horizontal to vertical) or flatter below the water table surface. A" 6004 it l y, FOUNDATION ,1 t ' I ' ,. 1 +; :; , NO Let V14 4 0 4 0 1 1, / At foundation elevations we antici ate expansive cla ys an P p om • ressible silts. The foundation should not be placed on the natural soils'at t ` o 4 (411.4) e • • mat ,y ` m and density unless large differential movement are deemed acm p i , , k ,, ‘,4 '. The building can be founded with footings bearing on an at leas 3, ,k, t thick ;. layer of structural fill built with the native soils. Footings bearing of I�(c U fill built as recommended may experience approximately 1 inch total se ..,:t:ttni t an ' differential settlement of about 1 /2 of the actual total settle ` • ;' building can be designed and constructed with the following c "Y: 'qv ,, 1 • iti _ Y. p I tic: " 1 . Footings should bear on an at least 3 feet thick a e?G 3 .' :.i built with the native soils. The new fill should be mo x,14 4i 4 ' i I • " , within 2 percent of optimum moisture content and to 03(4:: (x � t� ' at least 98 percent of standard Proctor maximum d • al G'f ( ,�f ; A'/ + , ' k 698). Footings can be sized with a maximum alto ;`I.5t X.3.)1 t4 ' i.r1; ji, pressure of 3,000 psf as long as the load applie below the fill mass does not exceed 1,000 psf (see FIgu P.,1t kw '.i. 2. Foundation walls for continuous footings should lie te n ,i' 1. k to x' r t ` ° Y�� ti bottom to span undisclosed loose soil pockets. We • %i]illili(�IF ), ' )! w 0 6 reinforcement equivalent to that required for a simple s, ii SE-1 g `}s, Reinforcement should be designed by a structural, • 3. Minimum footing sizes are desirable. We reco L 1191 lr iilli , _ width of 16 inches for continuous footings and at lea- . ,..,4 ,'_ n ,'f'�y t inches for isolated column footings. Larger slzes 0,11;1 Si based on the structural loads; Ir MR. Si MRS. SANTE f SANTE RESIDENCE et, � CTLIT GS -2357 r _ 4. The soils beneath exterior footings should be protected from freezing. We recommend a frost protection depth of at least 36 Inches. The local building department should be contacted to verify the required frost protection depth. Water from surface run -off (precipitation, snow melt, Irrigation) frequently flows through backfill placed adjacent to foundation walls and `collect O om "the surface of the lower permeability soils occurring at the bottom of the foundation excavation. This can cause damp or wet conditions in the crawl space and wetting of soils below the foundation. To reduce the accumulation of water, we recomm �.. „ a foundation drain. The drain should consist of a 4 -inch diameter,o pen jointer slotted PVC pipe encased in free draining gravel. The drain should,ie�'a7a ° °8 to a "h ,+ gravity outfall or to a sump to be mechanically pumped. Typical fqundatlo drain details are shown on Figures 8 and 9. 17 & ;`' t , '4 ; ' k 1 :0k 'l i t + r FLOOR SLABS AND EXTERIOR CONCRETE ; 4'0 r t " in v P 4 ' "4.W1gi We anticipate excavation at this site will expose silty t 't":,e f� � i 4r o` sandy silts. Floors in living areas will be structurally supports �1 ?U)(1 .+' t � ', I with a crawl space below. Garage floors and exterior concrete fla )i;;j(:.�; ,1t 3rt� NA 1 A .'" on- grade. We recommend the following design and constructionCI(,'yt•74 a�1 1 I ; ;„ " + on -grade floors: III 1 ' r f K7 �Ik , ' ' 1 1. Slabs -on -grade floors should bear on the natural, sil T �j � �� � after moisture conditioning and compacting as discu • a Iti;)t M ` '$ SITE GRADING; E• .. 2. A washed rock layer sometimes placed below slab Yfl( Y, g � should be deleted. The gravel layer can cause wettin °k nit!, T ; 1 v I from a single source. x 3. Slabs should be separated from exterior walls'an r1 �?� �t;i � members with a joint to provide for free moveme dt 3 tt', T ICS :L4d'II•! " should be moisture treated and compacted to at lea i4 ;1•': t . 1, 1• ° ;;l k I i 4, standard Proctor maximum dry density (ASTM D 698 };' ,,fi .. •';. 0 MR. b MRS. SANTE SANTE RESIDENCE CTUT GS-2357 4. Plumbing and utilities below slabs should be pressure tested prior to concrete placement and isolated from the slabs with sleeves; 5. Frequent control joints should be provided. We suggest using the recommendations outlined by the American Concrete Institute (ACI). i The above precautions will not prevent movement of slabs -on -grade floors in the :. Yy%niSi€ rro,�f. event the soils become wet, but they will reduce the potential damage when � .�. movement occurs. ^, , ,, - rztipii t++4 be ; FOUNDATION WALLS Y} a ' f ttt y r • - , �.. y Y ' Pe Foundation walls will be subjected to lateral earth pressures* ou dation . walls are restrained and cannot move, therefore, they should be designed for j'at- rest" lateral earth pressure. Assuming the on site clays are us ed •a nro recommend using an equivalent fluid density of 50 pcf to calcula Witt, stl lateral earth pressure. The above equivalent fluid density A allowances for sloping backfill, hydrostatic pressures, live" loads dre' :Lit `m `. adjacent structures. o<A r fa �� I ,u "ae" 1 t Y `q - $r 4 w Adequate crawl space ventilation should be provided Ba ,�illk il(•Uil Czi3 walls can consist of the on site clays free of organics, debris,l`rde 1 - 0 inches in diameter or other deleterious materials. Backfill sho ay iM HCIC1Cl•ff+ x ,, � *F a� A .. treated to within 2 percent of optimum moisture content and comp ac °r.. , I Ih ttt '; 95 percent of standard Proctor maximum dry density (ASTM D 698 :' ?,1 '1a ea i` ' 4"— tiro a"' ht PERCOLATION TESTING ro It a � ■ 'a A.& "I t it 1 i i 1 4 k � � .fi We performed percolation testing at the locations shown K..0 on Figure 1. Percolation test results are shown on Figure 9. esi�`'"' -. � ,colatiil�,, b �� � ke ��� , � i A 1+ MR b MRS TE SANTE RESIDE ' CTUT GS- • 2357 k �' r , r t • kt vi . SURFACE DRAINAGE i .i ti't;n ":. . r.•-zstr,. F Performance of foundations and concrete flatwork is influenced by moisture conditions within the subgrade soils. Surface grading should cause rapid run-off of surface water away from the building in all directions. The following precautions should be observed during construction and maintained at all times after the construction is completed: tt1� /$41 e f , t r o . I &r i 1. Wetting or drying of the open excavation should be awoId@.d; �r 4? ; ... 2. Water should not be allowed to pond adjacent to the building... The ground surface surrounding the building exterior should be sloped to cause rapid run -off of surface water away from the building ;, We . recommend a finished ground surface slope of at least 12 nahes In the first 10 feet; s , i y., " 0 0 3. Plastic membranes should not be used to cover the grounc immediately surrounding the building. These membranes lend to trap moisture and prevent normal evaporation from occurNng Geotextile fabric such as Mirafi or Typar can be used on the; ground surface immediately surrounding the building for weed gro 1'0. . t • 4111,110;‘,„ allowing evaporation to occur; *,, r" b , Ni', ' , y C I It 4. Roof downspouts, drains and other water collection s ' 7i Hi ould ' , 1 I discharge well beyond the limits of all backfllly S • itl7 ; rl . extensions should be provided at all discharge loca . . It?; rr, LIMITATIONS ' + ti . . 11 a r }' a H , Y Our exploratory borings were located to obtain a reasonably acC?1 t �S j " ' I ,, :t v r ' of the subsurface conditions. Variations in the subsurface condition* "I, �. ns 02AL r .0 t:: ? ' :• d by our exploratory borings will occur. We need to observe the comple "" �,1�"4,-I s i i et I to confirm the soils are as we anticipated from our exploratory borings a itiLI ik soft soils found have been properly stabilized. Placement and compact,. .bilk rc'I , , 6 backfill should be observed and tested by a representative of ,erditi,ierorriiii 0 ti construction. 2� h I°, I .,kY M MRS . SANTE 1 "mll3TT„ SANTE RESIDENCE 3 y ; CTLIT GS -2357 4 Our report is based on conditions disclosed by our exploratory borings, results of laboratory testing, engineering analysis and our experience. Criteria presented reflects the proposed building as we understand it. We should be advised if the final design differs from our assumptions to permit us to re-evaluate our conclusions and recommendations. µ , pa ,, : . « 4 ± 1i 5; This investigation was conducted in a manner consistent with the level of care and skill ordinarily exercised by members of our profession currently' practicing r under similar conditions in the locality of this project. No other warranty, express or implied, is made. z .. ..,. a fK3r , If we can be of further service or if you have questions regarding is report, please call. to f,„`; y ,I Si Very truly ours, 5 CTLIT • P•'INC. / sv t hear j /4 ' Jo' Mec I P.E. (_B ch Man .ger [fE • 1 9} +, J cd r ,t, (3 copies sent) I ) + L 'F� �!� . AYY Y Y `� , 44 '1 O r" �1 f 4 it 1 F," t A 1 } + �' ;4 B I Z . ?. 4 , 'x !I an . 4 s •. ��,1 4✓ I I t • � (ir C f ., . 7( MR. & MRS. SANTE * . + '� SANTE RESIDENCE Y "' CTUT GS 2357 is