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HomeMy WebLinkAbout02918 �✓fw �.. - , Wat37901.WT ntrj r�. ,{i'5•I r.° riflftrPIPPit, rier—rpir GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT Permit 2918 109 8th Street Suite 303 Assessor's Parcel No. Glenood Springs, Colorado 81601 Phone (303) 945-8212 This does not constitute `.. INDIVIDUAL SEWAGE DISPOSAL PERMIT a building or use permit. PROPERTY (/�� / , 1c Owner's Name n,, v /✓ te5 / /��y/f� " Present / Address • 3 %� / 1 W G Q'/ c '/7 —∎ System Location 0a6c, of / / '' im La,i e, chksik IK ' Ranch -M frn f4 " C (, Legal Description of Assessor's Parcel No. • v SYSTEM DESIGN Septic Tank Capacity (gallon) Other / /S Percolation Rate (minutes /inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: 1, ,. /r Date Inspector �— ` T �J�I.�e t U FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation 1 j) / System Installer. — �- K Septic Tank Capacity= ; - s Septic Tank Manufacturer or Trade Name S .0R -A'- Septic Tank Access within 8" of surface ys s Absorption Area �7 Absorption Area Type and /or Manufacturer or Trade Name nu o� t f 'U r / t-7 P4 T /711. S Adequate compliance with County and State regulations /requirements yrs.., Other E,i44t f e 4? Cry TJ / / ?n,p3h1..J Date -- /S`9 43 Inspector /hD.,✓ RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE •CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con - nection to or use with any dwelling or structures not approved by the Building and Zoning office shall automatically be a violation or a 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 months In )ail or both). White - APPLICANT Yellow - DEPARTMENT Nov -24 -97 05:25P Stella Archuleta 970- 945 -7785 P.02 INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION OWNER /lit _ ?e6 1-001 62 //ti) 2 S4irS #/ (WS fl 8' /60/ w) 9�us 3 /7 ADDRESS 37 Y S � PHONE) 9�s - (c)3n-9;c CONTRACTOR a GREG Co0&1J ADDRESS 3742 l>/we $2 can-c ; GWS, CO eke/ PHONE S9'ne PERMIT REQUEST FOR 9() NEW INSTALLATION ( ) ALTERATION ( ) REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4) J,OCATION OF PROPOSED FACILITY Near what City of Town WESTBA&)K SA S G /ea Qoo/ . ?r r�r Sve of Lot 209/ ACRES Legal Description or Address I S2 k)Csr&A&k McS19 OLD n1AnVE L.We WASTES TYPE: (X) DWELLING 5 8e06roorr, ( ) TRANSIENT USE ( ) COMMERCIAL OR INDUSTRIAL ( ) NON - DOMESTIC WASTES ( ) OTHER - DESCRIBE BUILItiG OR SERVICE TYPE: 5 IN6LE Srorer IVPLCSE wi rH 4 BAseintiUr F,' 3 ow 6440:$E Number of Bedrooms FIVE Number of Persons 3 e l ) Garbage Grinder ta() Automatic Washer (x) Dishwasher SOi filer. ANT) TYPE OF WATER SUPPLY: OCL ommaL,I,) ( ) SPRING ( ) STREA). Okt EK Un. t If supplied by Community Water, give name of supplier: III 6efwet^ 1035 8y yo,„r. baners'/lssodQ on DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: Q les tups4eaa, 6 o ,fyen /e6, Was an effort made to connect to the Community System? /'JO no* Ce AS/14- &site plan is required to be submitted that Tndlcatff s° thf following MINIMUM distances: Leach Field to Well: 100 feet LN/A.) /Qo We Septic Tank to Weil: 50 feet (MA.) Leach Field to Irrigation Ditches, Stream or Water Course: 50 feet Septic System to Property Lines: 10 feet YOTIR INDIVIDUAL SEWAGE DISPOSAJ, SYSTEM PERMIT WILL NOT JW ISSt WITHOUT A SITE PLAN, OROIJND CONDITIONS; Depth to first Ground Water Table defier & ''ti+ +h4 /2' o/7 We- dt . Est ' - sP d Percent Ground Slope 3/45 Vo rt e t. % w;+ t e 6u %ld n . /ape, 2 Nov -24 -97 05:25P Stella Archuleta 970- 945 -7785 P.03 TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED SEPTIC TANK /Eng./ ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POTABLE USE ( ) NT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTHER - DESCRIBE FINAL DISPOSAL BY: ( ) ABSORPTION TRENCH, BED OR NT ( ) EVAPOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL / ( ) WASTEWATER POND V) OTHER - DESCRIBE in -Fi gb ChAm firers WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE? /v0 pFRCOI .ATION TEST REST II.TS (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) Minutes 1 S. 3 per inch in hole No. 1 Minutes / 72 per inch in hole NO. 3 Minutes 13 per inch in hole No. 2 Minutes per inch in hole NO _ Name, address and telephone ofRPE who made soil absorption tests: JOHN /r1ECNeiVe, R1 , c rth h ,,,,es 0N 2331 CCNTER ORIVE, 66 5, (0 $7b0/ 9 #t- -2809 Name, address and telephone of RPE responsible for design ofthe system: JERRY C. LAv), RE, 33r Donee 644) ROAD, ( CO 8740/ ?4 -276-9 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 firrnished by the applicant or by the local health department for purposeof 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 fhrther 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 ?MAT' e IOW"; RE. Date Novemier 25, /f 7 PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTY!! EncloSstres t a pp0 R EG /S I. Trope oP s /r8, pre : T 2. SITE PLAN, , 7 �c ,� may. o i 5, So /4S PROFILE 4pac. 44 P4400 ✓ e.sj i y, /hPle•-a `r /ns 2 %fl. t@PAues) 3 d 25044 1 x r g, seem Care. k pries) i 9 o � ;: , 25 - 444 25 t, ‘ �ss\ONAL ,i l d i --i/ - - \--_, i/ i\---/ - r -- s'AVIIH,,EHH 1 1/4z--,-e.,_ 7r , k\ ) ‘1 1 ", SI\ r \ • 4 4 IIS 66° dit i VN..--r t i '''' %\ \ , ; •Iri rtvci 4, 7. - - J . A IA -,-- ' \3 - b. \ U( N) I t9 t l 3 1)c t dill ‘ - I t, \` \ \ • 7 1 ,- I. r trOlir o _ ...„..,Ni 114%111,1 ■ / , %—....._, I 1 ■ // C , \ A \ iktogiT . ',tat., \,,, * % 11 1 ) , \ \ Aniv■ <__,. 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'eta .1 . i'c a "yak\ ' ' l \ \ N• C fr;: 4 tot a / ■,), L.. \ \ \ ) _ Arr \ / (LVP It '' 1 V::.\\ i 1 } , -...., \ \ I 1 ( L .... 1 ,...\,..H Vit-_-- \ 1 : -1 \ CI _.i A ‘ `, ,„ \ „. 1 C\f ,f v \ Th ..,, 1 > , t. 1 , ,, ,K \ .... \ (,•:,`\:\)-\\ II k i ' 1 r. \ \ 1 :,, \I t , \, --.6.5 '1 7 ` i ) - 4-5-7-_-1 ( -- - • - •.; - ,4 4 .. _ A v - ---- �5 28, DENNIS & BANK 0 ENN WE TERR DRAKE I ROAD N o J ` (ENW000 SPRINGS, CO 81601 ^ 6 L 9 ENWOO -9242 426.95 ° o 172.98' o __________ 1 pm,,,. V A o \ \\ E D Po t1 \\ %\\ 20 Infiltrators ----- _V % %\ on 8' centers, \\\ \ \ \ \\ parallel to contours. V \ \� \ a hY•cton • port on cord, e CO \ \% \\ �_ dean - out to tank` - mlotah °coot 1O 6 ° st i �� S7 J• Qs f aus. 56 1300 9d N BU 1� N SaaatM lank .W us �;,:a96'y _ asan -out to haute W tend 'D ' O ° O hp, lO CO e, o Z See so_ea -ore•, house Won \ for dimensions R e O dean -out to house / , Icon-out to tank -- COps \ CO Inver o-e6.!ti% TOF 1 ' 98 / OPEN ti SPACE Nb2 5 / 1� w� 1 -52 � � ti AREA: 2.41 Acc.. // -2 'Pe, '° F °° F F9r '4, p /C / `l- � O "12 1� F 3 4) °O 1 47.55' `'° OFF °p. 9 s F S7 . i 3'34--- F0 /..- OPENM <‘4,, S -ACE -r • N Q 7°02 E ' 00 314.6 0' CENTERLINE OF 50' WIDE, NON—EXCLUSIVE ��'E CO ROCKY MOUNTAIN NATURAL GAS EASEMENT 349 .eo' - X 106.04' / N "W i` • `� � 253.97' /6. A Ali Old Native Lane EASEMENT o o _ n / E R e a -- H OV f ir ------ E A0 PO WE E� 1 9 \ • a/ R EASEM ENVELOPE „€.1,, -5 lk / / III 24' / / Des CAI f`. 111 7TIONS; Design Flow a 75 gpd ( 2pp bdrm) x 1507. x 5 bdrms a 1125gpd Design Area - ,y5 min/in. x Devinn Flaw - 1 $V1125 - 871.42 sf / 5 5 ,, / Infiltrator Area a 50% of Design Area a 0.5 x 871.42 of a 435.710 ..kk,� �, // 4 Infiltrators - 435.71 sf - 28.11, use 29 standard units. 4J I OT 453 1 RR narev 15.5sf /In( JOHN HASSELL Tonk capacity a 1125 gpd held for 30 hours, therefore o 1406 PO BOX 1081 gallon tank Is needed. Use a 1500 gallon two compartment tank. GLENWOOD SPRINGS, CO 81602 (970)928 -8996 MINIMUM DISTANCES' 100 feet Leoch field to well (if one is ever drilled) 50 feet Septic Conk to well (If one Is ever drilled) 50 feet Leoch field to ditch, stream, or water course. 10 feet Septic system to property lines. 1. A 1. ALL SEPTIC WORK TO COMPLY WITH GREG COON THE CARFIELD COUNTY AND COLORADO STATE c D e HEALTH ENT LA 2. FOLLOW DEPART FOR: SEPTIC 1 N CONCRETE TANK- BY COPELAND CONCRETE. LEACH FIELD- BY INFILTRATOR SYSTEMS, INC. Lot #52, Westbank Mesa 3. ALL SEWER PIPE TO BE SCH 40 0 -2%, min. slope. 4. INSTALL 4" AIR VENT /INSPECTION PIPE AT THE END OF EACH ROW OF INFILTRATORS. SCALE: 1"=50' I November 25, 1997 5. LANDSCAPE LEACH FIELD TO PROHIBIT a -, VEHICULAR TRAFFIC OVER THE INFILTRATORS. SURVEY BY: Jerome Gamba & Assoc. ENG. BY: Jerry C. Law, P.E. LOT 52 WESTBANK MESA GARFIELD COUNTY, COLORADO Approximate Property Boundary Approximate Old Building Native P -3 Envelope Lane • II P -1 P -2 • TP -2 • • TP -1 Soaks: 1"=100' LOCATIONS OF EXPLORATORY PITS Job No. GS -2285 Pig. 1 TP -1 TP -2 — 0 _ . Wm.'. 0 — r ■ el 1# _— r II 5 _ ■ o — 5 ' — v u. _ r i —1 s c — tto i s - s ° • -10 11 10 - 2- — — — 15 15 — P -1 P -2 P -3 — 0 r � 0 — ■ 1 _ 0; -_• p ■ • 4. ti !O a — rt c —5 5 — — sc — '+ • — o — e e — 10 10 — LEGEND: NOTES: ® Organic, clayey sands with 1. Exploratory pits were excavated with gravels, vegetation and roots, a baokhoe on October 8, 1997 loose, moist, brown. (0L) Gravel, silty to clayey with cobble and boulder and clayey sand 2. No free ground water was found lenses, medium dense to dense, In our exploratory pits the day slightly moist, brown. (GM,GC) of excavation. Indicates bulk sample. 3. These exploratory pits are subJeat to the explanations, limitations and conclusion as contained In this report. Indicates backhoe refusal. SUMMARY LOGS OF EXPLORATORY PITS Job No. GS -2285 Flg. 2 SATURATION AND PREPARATION PERCOLATION TEST DATE: 10/08/97 DATE: 10/09/97 TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS DEPTH TO WATER HOLE DEPTH TIME AT TIME CHANGE PERCOLA- NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH) INTERVAL INTERVAL (INCHES) (INCHES) (INCHES) P -1 46.0 3:35 10 3.0 4.0 1.0 10 3:45 10 4.0 5.0 1.0 10 3:55 10 2.75 3.75 1.0 10 4:05 10 3.75 4.5 0.75 13 4:15 10 4.5 5.25 0.75 13 4:25 10 5.25 6.0 0.75 13 4:35 10 6.0 6.75 0.75 13 4:45 10 6.75 7.25 0.5 20 4:55 10 2.5 3.5 1.0 10 5:05 10 3.5 4.25 0.75 13 5:15 10 4.25 5.0 0.75 13 5:25 10 5.0 5.75 0.75 13 15.3 /1 • 5:35 10 5.75 6.25 0.5 20 Job No. GS -2285 Fig. 5 SATURATION AND PREPARATION PERCOLATION TEST DATE: 10/08/97 DATE: 10/09/97 TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS DEPTH TO WATER HOLE DEPTH TIME AT TIME CHANGE PERCOLA- NUMBER (INCHES) START OF INTERVAL 114 WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH) INTERVAL INTERVAL (INCHES) (INCHES) (INCHES) P -2 45.5 3:40 10 2.0 3.0 1.0 10 3:50 10 3.0 4.0 1.0 10 4:00 10 1.0 2.5 1.5 7 4:10 10 2.5 3.25 0.75 13 4:20 10 3.25 4.25 1.0 10 4:30 10 4.25 5.0 0.75 13 4:40 10 5.0 6.0 1.0 10 4:50 10 6.0 7.0 1.0 10 5:00 10 2.0 3.0 1.0 10 5:10 10 3.0 3.75 0.75 13 X 34 ) 5:20 10 3.75 4.5 0.75 13 D 5:30 10 4.25 5.25 0.75 13 Job No. GS -2285 Fig. 6 SATURATION AND PREPARATION PERCOLATION TEST DATE: 10/08/97 DATE: 10/09/97 TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS DEPTH TO WATER HOLE DEPTH TIME AT TIME CHANGE PERCOLA- NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH) INTERVAL INTERVAL (INCHES) (INCHES) (INCHES) P -3 -- 46.0 3:45 10 1.5 3.0 1.5 7 3:55 10 3.0 4.0 1.0 10 4:05 10 1.5 2.5 1.0 10 4:15 10 2.5 3.25 0.75 13 4:25 10 3.25 4.0 0.75 13 4:35 10 4.0 4.75 0.75 13 4:45 10 4.75 5.0 0.5 20 4:55 10 5.0 5.75 0.75 13 5:05 10 3.0 3.75 0.75 13 5:15 10 3.75 4.5 0.75 13 5:25 10 4.5 5.0 0.5 20 I 7.7 4 7 5:35 10 5.0 5.5 0.5 20 Job No. GS -2285 Fig. 7 . . • :- Septic Installation Instructions INFILTRATOR. For Infiltrator Chambers. SYSTEMS INC ) _ . . iln 44" ki .... ,..' „. - -4 - ili ..,„ , . . , 4 , (:) „........., ..t.s ,,,, t. 1 , • .„,...,49,..9,4„..„..i nit 9,„1„,e,1„,,..,- " . .., -, 4...tzta, 1,,,, , 4- - t:" ' 4442-. rj t 444 . : A .‘ .rji: ;: . ' •Ir ' 2,, - ,*'''-‘' ;:e"!-- „,„„..r.e.; „ .,,,, • -v „.• 4'2'1\1 Fk t I. , 4 9 ,,..., • ' . °‘ y. I C1i 4 *4,A ,7 -.• 2 "- . 1 4 -'"' ' °- ' ',::.• e *4.1' `"dlitkrit: • - '". ' , V V r r .:';`. :writ -44 :t • -. ., • 04.. nsaw.s ..‘atr./', le i ' It F:or ■ .. I i.,>-.1 -A, 'VT.!. r A r . • cfrOti , . 40or otse„ .--,'„ I t 'IC . * ' , • :7. , '.04:i, .•-• - - .4 ■ 1 , , , ,- P far , 4,e ' i , ' '' 1.1 • ' ilit ...4 ... , ,,...:2‘. gal. , - - - ... 0 -I:14W** t.,"" .*•-,-`, a, - " 4 " 1 •''-'i• " 1 4 ' c' • ' 4 At 4, .."..... :-...,,A./...-. v -.ear-, .4. ,,,,.:(i. lt,. .- -,.• ..n , priera,04,41/4. --- a -.. -. . vet, , . ..,, , ., , ,A,.. • . . , ..„..:-,„ • , ' A ' .1 * - ,...1-• • .. ...ina.'"*' ' at . ,r' 1 I ' e 4 ' Cr At. 11 A a f 1' ' • . t ei 4 A" ' tt -t '4A:.- „it's S ‘ ”" , ' '' • e ,..t. .. • .. ir.4- • s `,. - •- - le /....: '4: . . , . . .i .. • ,*,- -;,‘„ , I t.t - II - ' , . , "--selar-t?.:‘. Ne "or - - .,... ,- 1.- -,e -475;44--iro' , .., -4,- -i,4-,- 4, . - •.•.?: 4.4 - --;* , I's ., c ...: .4,,,.1 , - - - ,...- 14 4; ....a,,' , s - - Ap..., .. , • , 4 .- ‘.. .. ‘ a'esisol4h f .r"t ' r. 4t1 - ,. Tte.41/4"44;1**-a•144.0tedtisc'ala.,-. •! ..,' f •t ‘, - - eft . 2 t: .... T ;ft * ' 5..A4e..:-. )--f,,,-; .,.... ' . x . t"'' r -Pt • 4 ';7' :....104,441.4/'. .. :. . - ' 2'; ' '.+4c, ..■: it& A- i 4 ' ..ji .0. e , ‘ •■' ki , s e , il 4c4 ,c ' CA4 ..Notts.4. s ' e , t 0' '1. vra.r.". ' i ' 1 d • I ; ; ";( * r1.4‘ . , i . tic 4 .( r r t d 'it r. a ", "•• ‘ties` Before You Begin... Remember, Infiltrator chambers can only be installed Like conventional systems, Infiltrator chambers must be according to state and /or local regulations. If you are installed on sites where the soils and site conditions have not sure of the installation requirements for a particu- been approved for a septic installation. Be sure that you or lar site, be sure to contact your local regulator. your local health official conduct a thorough site evaluation Photos in these instructions depict a Standard Infiltrator and determine the proper sizing of the system before pro - chamber installation. However, instructions also apply to ceeding with an installation. High Capacity Infiltrator chamber installations. Excavating and Preparing the Site. CT : j ai w' ,. 0 Plan the site excavation by staking out the location 7 , 1 T ,.. ; , of all trenches and lines. Set the elevations of the tank, `'• - , - �; ; , piping, and trench bottom. ...jam 4: ::. �'y ' i � © Excavate and level 3 -foot wide trenches with proper v `�" y 'or -"'• >. center to center separation. Be sure trenches are level or '. c r -� -„,-v 4 a ° ;R ; have the prescribed slope • } 4 x 'VI* 2 © Rake the bottom and sides if smearing has occurred r while excavating. Remove any large stones and other debris. ,,,. " � f - . : 4 Check to be sure that the trench bottom is level using i � a 4 -foot level, transit or laser. Leveling the bottom of the trench. Attaching the End Plates. c Attach the end plates on only the first and last chambers of each trench. / © Screw in the 6' x 8" splash plate at the bottom of the - %j" open end plate with splash plate pointed so it will protrude i - - into the chamber. fi © Secure the open end plate to the end of the chamber. i • For SnapLock'" end plates - attach by inserting the )1;' ik' '� t ; _ tabs on one side of end plate to the slots located on • - a ii.tf. . M the flange of the chamber. Hold these in place and Attaching 1 r ' firmly tap the other side of end plate to snap tabs the original into slots, fully engaging end plate. end plate. " • For Original end plates - attach by inserting ,l a .,� 2" screws into the 4 starter holes located on - „ the chamber flange. Attaching the SnapLock ',/ � = © Install the closed end plate on the last unit with the end plate. 7 ' knobs facing into the chamber and secure as above. Guidelines It is Important to follow these guidelines when using construction machinery: • Avoid direct contact with chambers when using a large- wheeled vehicle, especially if the soil has not been compacted. Always be sure to have a minimum of 12' of compacted cover over chambers. Chambers with this minimum covering can support a load of 16,000 pounds per axle in all soils except sands. • Only drive across trenches. Never drive down the length of the trenches. • To avoid further compaction of the soils, never drive heavy vehicles over the completed system. Installing the Chambers. 1 r fi r 0 Check the header pipe to be sure that it is level. t. © Set the inlet pipe invert at 7' /a" from the bottom of the p . trench to the bottom of the inlet when installing Standard 4 ✓ � _ 'c- Infiltrator chambers. NOTE: When using High Capacity Infiltrator chambers, set inlet pipe invert at 11 ". '' 0 Place the first chamber with the open end plate r - at the beginning of the trench. Pc— ' "' 4 Insert the inlet pipe into the end of the chamber. The pipe will only go into the unit 1" before it reaches a stop. Setting the inlet pipe to 7'/.'. 0 Check this first chamber to be sure it is level or has the prescribed slope. " ' ..r 6 Secure the inlet pipe to the chamber with a screw. K :. �" I`• 4i `�'; ,: F 0 Place the next chamber onto the previous chamber 1 .-- ,', �/ y r1'"K , ' i ; at a 45 degree angle. Line up hook on the center end of ti . r the chamber and lower the chamber to the ground, —.r- t i '^t y } t c - f. ^- -^ engaging the patented interlocks. ` '""" i^4- .. 0 Fill the sidewall area to the top of the louvers by - -e'er f#' pulling soil from trench sides with a shovel. Be sure 1 ; °' .",*f& the fill covers the louvers. 'Y ,�,, 9 Pack down the fill by walking along the edges i-F' � � _., +f > . ''' ` of t trench. This is an important step that assures �,..-.. correct structural support. Placing additional chambers into the trench. 10 Continue interlocking the chambers until you have r N r installed the correct number of chambers for that trench. The last chamber in the trench is typically the one with a \` e- p . r'- closed end plate. As you install the chambers, check to �� + . be sure that they are level or have the prescribed slope. m Proceed to the next trench and begin with e ' * step 1 again. re ? �,t6 F' i` r �''.'"a 'r:+ i x .., '", ." K; . Packing down the fill along the sides of the chambers. INFILTRATOR o SYSTEMS INC Installing Inspection Ports. 0 Using a hole saw, create an opening in the pre- 4 Insert another piece of pipe into the coupling, marked area located in the center top of the chamber cutting pipe at or above grade. Be sure to use a saw that matches the type of pipe being installed. © Attach a threaded clean -out assembly onto the protruding pipe. © Glue a 6" long PVC pipe into a coupling. 6 A small valve -cover box may be used if inspection El Insert the pipe into the opening at the top of the port is desired below grade. chamber. Notice the coupling sits on top of the chamber. Covering the System. Ott „ .. ? +a t— Before backfilling, the system should be inspected by a health official, or as required. w1t - ' f . ' »�/ ; • . � •"" -r-*. - '" 11 Backfill the trench by pushing the cover onto the r ( I ' I a. , units. Keep a minimum of 12" of compacted cover over the chambers before driving over system. Do not drive IF' t over chambers while backfilling in sand since sand does a • ,- not give adequate support in any septic system. +1 When finishing the system, it is best to leave several -+ 4; ' r , � � inches of soil above the trenches to allow for settling and - ---4 :i be sure that runoff water is diverted away from the system. 4 7Y , �r i - i ✓ , j - r >.;17:4.,,,'' l j P`- ;; 1' , s � © When system is covered, the site should be seeded • -.t 'r , - ru . { or sodded to prevent erosion. • Backfilling the trenches. For help and more information on installing bed, mound, serial, or pressure dosed systems or installations in sandy soils, call Infiltrator Systems' engineering department at: 1- 800 - 221 -4436. Distributed By: INFILTRATOR o SYSTEMS INC Leading the way in septic and stormwater chamber systems" 4 Business Park Road, P.O. Box 768 Old Saybrook, CT 06475 800 - 221 -4436 860 - 388 -6639 FAX 860- 388 -6810 Infidrator is a registered trademark and the following are trademarks of Infiltrator Systems Inc; ©1995 Infiltrator Systems Inc. Printed In C S A. A02995 Contour, Equalizer, Maximizer, MicroLeaching. PolyTuff, PowerArch, SideWinder, SnapLock. 0 g 1 l iik t tha" 1 • to N. W ,fl f la Q d I'-1i13nNl-d 8 & IN E ^ °a) • U � 1 LL. "-- in N o Z Z c I Yi 12 ma pg Q _0 N m 0 a I N N H 1 W o I� — i Ct Imo— ° a -N 1 t • • V • :•••• • .Yr• • • H � Z� �' — �- � a v� is .. • -•-■yi p ro p er t �. • Iry. ForYour f is, ,... ,‘ „to _. .. ). vine ..•,/ . _ SY J...., . „... 2 1 ` .. :ire ......... rl / ' tit 's. t'� \ nom •. I .hr • } � a • .'/ • Nt - � . :tub 4; - • • trier • • Understanding and caring for your hot • Daily Tips For Lon Lasting, Trouble•Free Service HOW OFTEN SHOULD THE SEPTIC TANK WHAT EFFECT DOES RAIN WATER BE PUMPED? RUN -OFF HAVE ON THE SYSTEM? Every 1 - 3 years, when the sludge in the It overloads the system. Since all water tank is approaching the 1/3 full mark. If must be disposed of, do not have storm or more than this amount of sludge builds up, clear water from the basement or roof go there is a chance that particles can get into the sewage treatment system. into the disposal field and clog the system. To ensure regular service, keep a mainten- WHAT ABOUT THE USE OF HOUSEHOLD ance record of your system. CLEANING PRODUCTS? HOW DOES THE USE OF HOUSEHOLD .Moderate use of bleaches, cleansers WATER AFFECT THE SYSTEM? . and other household products will not harm your septic tank. Conserve water. The more water that is used, the more that must be disposed of IS THERE ANY SPECIAL TYPE OF by the septic system drain. fields. Buy TOILET PAPER REQUIRED? water- conserving appliances such as dishwashers and washing machines. Install White toilet paper designed for septic water- conserving showerheads and faucets. - tank use is best because there are no dyes Avoid unnecessary flushing of the stool. that need to be broken down in white Wash only full loads of clothes, and fix paper. leaky faucets. WHAT ELSE CAN I DO TO PROTECT WHAT ARE SOME OF THE COMMON THE- SYSTEM? - HOUSEHOLD HABITS THAT CREATE A ro erl 'desi ned and installed system PROBLEMS IN A SEPTIC TANK? p p y g y will give you years of trouble -free When homeowners use their septic tank service if you protect the system with as a disposal. Grease is the worst good daily habits and pump the septic thing in a system. Coffee grounds, bones, tank regularly. cooking fats,. filter cigarette butts, WHAT SAFETY PRECAUTIONS SHOULD disposable diapers, paper toweling, tissues, - BE T/TEN? etc. should not be put into the system. Absolutely never go into a septic tank. Lethal gases build up in the tank that are CAN A GARBAGE DISPOSAL BE USED? overpowering and deadly. Call professional if you have a problem with your system. Garbage disposals are not recommended. Know where the manhole cover to the septic because the food particles fill up the tank is located. It should be earth septic tank faster, and food particles tend to clog the system. If a garbage covered .or locked at all times. disposal.is used, plan to pump the septic Septic tanks that are no longer being system twice as often or increase the tank used should be filled with earth or size by 1/3. rocks. IMPORTANT - CHECK WITH THE HEALTH DEPARTMENT IN YOUR COMMUNITY FOR LOCAL REGULATIONS AND REQUIREMENTS CONCERNING HOME SEPTIC SYSTEMS. e. se ptic system ..:. avo problems. • How Can I Insure A Trouble•Free System ': • . , When Building A Nome ? !.�_ . . _ .ti. Before purchasing any property, obtain NEW HOME CONSTRUCTION CHECKLIST a soil boring and percolation test. This Obtain a soil boring and percolation test test shows the suitability of the soil before purchasing property. for a conventional private septic system. Check with local authorities to ensure If the test reveals that the property is compliance with local requirements. not suitable for a conventional system, ' Properly locate the septic system. you will be informed of alternate designs Have easy access to the septic tank for available. There is a charge for the test but this investment insures you'll ' be able Pumping. to install a private septic system on your CHECKLIST WHEN PURCHASING A HOME land. WITH A SEPTIC SYSTEM Have a professional licensed installer or Ask questions. Age of the system? Size of engineer design and lay out your private septic system. The proper elevation, the system. Any previous problems? h Ever design, construction and maintenance will backed into the house? When was the septic ensure that the life of your septic sys tank last pumped? tem will be prolonged. Capacity deserves Make sure the septic tank is accessible fo important consideration and at least a pumping. 1,000 gallon tank is required for an Locate the soil absorption bed and check average family home, or more depending on the grounds for seeping effluent. number of bedrooms. No part of the system Have a professional check to make sure should be under heavily travelled areas the septic system is properly sited. such as a driveway or patio. Determine what needs to be done, if any - thing, before you buy the house. Obtain septic tank and sanitary permits. Local regulations require a permit before - any building can begin. Often you must IF YOU FOLLOW THESE GUIDELINES AND provide a sketch or plot map of thesys ASK QUESTIONS BEFORE YOU PURCHASE tem, showing building specifications OR BUILD A HOME, YOU SHOULD HAVE A meeting requirements such as distances NEARLY TROUBLE -FREE SYSTEM. from the house, well, etc. Have a qualified, properly trained person install your system. Inspect the system regularly. Keep both a record of the tom- ! plete system and a maintenance record for easy reference in the event problems occur with your system. What Are The Benefits Of Precast Concrete Septic Tanks? • water tight • locally produced • proven long life • • • • cold or hot weather placement • durability - strength increases with age • will not corode, rust or puncture KNOWING THE COMPONENTS OF A TYPICAL HOME • S .,, PRIVATE SEWAGE TREATMENT SYSTEM • SEPTIC TANK The septic tank is a separating tank . with 2 functions. The first is to separate _ solids from liquids. Septic tanks digest •,-•� memm e' , "" ti y and break down solid wastes, 40Z being '. , ' " , °� •t1' " • -: , , t t reduced by a bacteria. , > .. ` , :� s The second function is having liquids - 4:1 l• l� _„•,w —L C l r ,;' •r . get to the drain field (t bed or sn `` scum seepage pit) where they are purified. ; L__________ ~� • First, liquids from the house go into the -.;.• .. - septic tank, then to the distribution box, s .� � _ � s finally reaching the drain field to be purified. L. l .''- Most areas require a two- compartment �,.''„ 1: 's._luttF, c: i septic tank. A riser or risers may also be •. ";��;;, r...., t•.t. •_• � , ., � ;,4 . used to bring the tank opening closer to y: ground level. - .. • s DRAIN FIELDS /ABSORPTION SYSTEMS • After being separated from the solids, 1 . • the liquids which come from the septic tank effluents are disposed of in the soil ..2..P. absorption system. The effluent is purl- % > ° :;, , . y fied by the soil before reaching ground .. ,•.•. ; , " • re.- water. You may need a lift pump station •• :.' �•„ • if the effluent cannot flow by gravity to ,; : -! .=,= • the bed. WHAT ARE ALTERNATIVES TO A �L - • ° _ . ��'• • _ e r • am • TYPICAL SYSTEM? ,= 7'^ • •: °_; ' =- :. • t. � • • A pressure discharge system is an " ` - _ • efficient design to dispose of septic tank -- - - - • -- effluent. This system is designed with 2 tanks for maximum cleaning of waste - CROSS•SECTION OF PRESSURE CISCNARGE LEACHING Fl water, A pump in the final compartment of the GROUND LEVEL • second tank forces liquid through perfor- • , • \ 0% ated pipe in controlled doses, so liquid / 11 , •- SOIL FILL -, \ 1 2 discharges at the same time. This • •, J \\ .,, 4.-• spreads the liquid evenly, allowing the • i` ^\\ 4.-• field to dry out between dosings. • , r . • This system is economical, non- pollu- ,/ =,I 4 OR 6 ' m ot $ tang, low maintenance, and a big help to between type most problem sites as well. A pressure Z 4 " PVC PIPE PERFORATED WITH discharge system is recommended for areas HOLES ON BOTTOM - 24 C. with high pert rates, high water table or • unlevel ground. . The discharge can be pumped to a leaching field 25 above the pump level. The field is a closed loop with a lateral tied together. There is no compaction on trenches. All surface draining is diverted off the leaching field. HOLDING TANKS A holding tank is not a septic system. Holding tanks are used only when an onsite wastewater disposal system cannot be installed on the property due to shallow bedrock. shallow ground water, etc. A holding tank stores all household wastes. When the tank is filled, it must be pumped, and the wastes taken to an approved disposal field or municipal treatment plant. - c4JJ October 6, 1997 Mr. Mike Spangler 3762 Highway 82, Suite #1 Glenwood Springs, CO 81601 Subject: Proposal For Geotech nical Investigation Proposed Residence Lot 52, Westbank Mesa Ranch Garfield County, Colorado Proposal No. GS -97 -247 Gentlemen: As requested, we have prepared this proposal for a geotechnlcal investigation for the proposed residence to be built at Lot 52, Westbank Mesa Ranch In Garfield County, Colorado. We were told that the planned building footprint is accessible with two wheel drive vehicles. Based on our experience in the locale of the site we believe excavating exploratory pits to explore subsurface conditions in the building area is best. We propose to excavate two (2) to three (3) exploratory pits adjacent to the proposed residence footprint with a backhoe provided to CTL/Thompson, Inc. by the owner at not cost to CTL/Thompson, Inc. to Investigate subsurface conditions. In addition, we will excavate three (3) percolation pits and one (1) profile pit in the planned percolation field area. Exploratory pits would range from 8 to 12 feet in depth, percolation pits would be 4 feet deep and the profile pit would be 8 feet deep or until practical backhoe refusal is encountered. Samples of the subsoils will be taken for laboratory testing. The results of our field and laboratory Investigations and our recommendations will be presented in an engineering report upon completion of our investigation. More specifically our investigation will included the following: SOILS AND FOUNDATION INVESTIGATION 1. Excavating two (2) to three (3) exploratory pits adjacent to the proposed residence footprint with a backhoe to be provided by the CTL /THOMPSON, INC. CONSULTING ENGINEERS 234 CENTER DRIVE • GLENWOOD SPRINGS. COLORADO 81601 • (970) 945 -2809 owner. In addition, we will excavate three (3) percolation pits and one (1) profile pit in the planned percolation field area. Exploratory pits will be 8 to 12 feet deep, percolation pits would be 4 feet deep and the profile pit would be 8 feet deep or to backhoe refusal; 2. Obtaining sufficient samples from our test pits to verify field classifications and evaluate engineering characteristics of the various soils and bedrock encountered; 3. Performing sufficient laboratory testing on typical samples to determine swell or consolidation characteristics, compressive strengths and other pertinent properties for foundation analysis; 4. Performing percolation testing in our percolation pits; 5. Summarizing the results of our field and laboratory Investigations and presenting the results of our analyses In an engineering report which will Include the following data: a) A site plan showing the location of the proposed structure and our exploratory pits; b) Descriptions of existing site conditions and the proposed construction; c) Graphic logs of our exploratory pits; d) Laboratory test results in graphic or tabular form; e) Discussion of foundation support alternatives and design criteria for the recommended foundation system(s); f) Discussion of alternative methods of floor slab support and recommended construction details for support of slab construction; g) Recommend compaction criteria for backfill and subsurface drain details, if required; h) Results of our percolation tests and a recommended design percolation rate; I) Discussion of construction criteria for details Influenced by subsoils; and j) Providing three (3) copies of the report at the conclusion of our Investigation signed by a Professional Engineer registered In the State of Colorado. CTL/THOMPSON, INC. will not be responsible for ground disturbance due to access and excavation operations. We request that the owner, architect or person agreed upon by the owner be present at the start of excavation to give approval to planned access to test pit locations. We appreciate the opportunity to submit this proposal. We will provide our MR. MIKE SPANGLER CTL/T GS-97-247 2 V services on a unit rate basis. Our fee will not exceed $1,200 without justification and prior approval by the client. If acceptable, please sign one copy of the authorization below and return it for our files. The attached general conditions are part of this proposal. We are looking forward to working with you on this project. Should you have any questions, please call. Very truly yours, CTL/THOMPSON, INC. . CV) 1 • a Wilson L. "Liv" Bowden Professional Geologist Rev* � j G n Mech in • :. . / ranch Man` -r LB:JM:cd Agreed to this day of , 1997 Organization By: Authorized Signature Title MR. MIKE SPANGLER CTLT GS- 97.247 3 • General CTL /THOMPSON, INC. Conditions CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS Invoices CTL /Thompson, Inc. (CTL) will submit invoices to Client monthly and a final bill upon completion of services. Invoices will show charges for different personnel and expense classifications. A more detailed separation of charges and back -up data will be provided at Client's request. Payment is due upon presentation of invoice and is past due thirty (30) days from invoice date. Client agrees to pay a finance charge of one - and -one half percent (Ph %) per month on past due accounts. Right- Client will provide for right of entry of CTL and all necessary equipment In order to complete the work. While CTL of -Entry will take all reasonable precautions to minimize any damage to the Property, It Is understood by Client that In the normal course of work some damage may occur, the correction of which is not part of this Agreement. Utilities Client shall be responsible for designating the location of all utility lines and subterranean structures within the property lines of the Project. CTL will request responsible utilities to locate off-site lines when necessary. Client agrees to hold CTL harmless for damage to utilities or subterranean structures which are not correctly located by Client. Samples CTL will retain all soil and rock samples for 30 days after submitting the report on those samples. Further storage or transfer of samples can be made at Client's expense upon written request. Ownership of All reports, boring logs, field data, field notes, laboratory test data, calculations, estimates and other documents Documents prepared by CTL, as instruments of service, shall remain the property of CTL. CTL will retain all pertinent records relating to the services performed for a period of 5 years following completion of services hereunder, during which period the records will be made available to Client at all reasonable times. Standard Services of CTL under this Agreement will be performed in a manner consistent with that level of care and skill of Care ordinarily exercised by members of the profession currently practicing under similar conditions In the locality of the Project. No other warranty, express or implied, is made. Client recognizes that subsurtace conditions may vary from those encountered at the location where borings, surveys, or explorations are mode by CTL and that the data, interpretations and recommendations of CTL are based solely on the information available to it. CTL will be responsible for those data, interpretations and recommendations as indicated above, but shall not be responsible for the interpretation by others of the information developed. Job Site Client agrees that in accordance with generally accepted construction practices, the construction contractor will be required by Client to assume sole and complete responsibility for job site conditions during the course of construction of the Project, including safety of persons and properly and construction means, methods, techniques and sequences. Client further agrees to defend, indemnify and hold CTL harmless from any and all liability, real or alleged, in connection with the performance of work on this Project, excepting liability arising directly from the negligence of CTL. Limitation of CTL's liabitity for damages to Client due to professional negligence will be limited to an aggregate amount not Liability to exceed $50,000 or the total fee under this Agreement, whichever Is greater. This limitation shall apply to CTL, Its officers and employees. In the event that Client does not wish to limit CTL's professional liability, CTL agrees to waive this limitation upon written notice from Client, and Client agrees to pay an additional consideration of 4% of the total fee for such waiver. Insurance CTL represents that it and its employees and consultants retained by it are protected by worker's compensation insurance and that CTL has such coverage under public liability, property damage and professional liability insurance policies as CTL deems to be adequate. Certificates for all such policies of insurance shall be provided to Client upon written request. CTL shall in no event be responsible for any loss or damage beyond the amounts, limits and conditions of such insurance. Pogo 1 of 2 •General CTL /THOMPSON, INC. Conditions CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS Termination This Agreement may be terminated by either party upon seven (7) days written notice in the event of substantial failure by the other party to perform in accordance with the terms hereof. Such termination shall not be effective if that substantial failure has been remedied before expiration of the period specified in the written notice. In the event of termination. CTL shall be paid for services performed to the termination notice date plus reasonable termination expenses. Hazardous Client represents that Client has made a reasonable effort to evaluate whether hazardous materials are on or Materials near the project site and has informed CTL of any information or findings relative to the possible presence of such materials. Should unanticipated hazardous materials be discovered in the course of the performance of services under the Agreement, such discovery shall constitute a changed condition mandating a renegotiation of the scope of work or termination of services. Should the discovery of unanticipated hazardous materials require CTL to take immediate measures to protect health and safety, Client agrees to compensate CTL for costs incident to taking such measures and for any equipment decontamination required. CTL agrees to notify Client promptly when unanticipated hazardous materials or suspected hazardous materials ore encountered. Client agrees to make any disclosure required by law to appropriate government agencies. Furthermore, Client agrees to defend, Indemnify and hold CTL harmless from any and all liability arising from discovery by anyone of unanticipated hazardous materials or suspected hazardous materiels. Applicable The law of the State of Colorado shall govern the validity of the Agreement, including these General Conditions, Law and its interpretation and performance. Entire These General Conditions shall be used in combination with a Service Agreement, a proposal, or a contract. Agreement These combined documents shall be the entire Agreement and shall supercede any other agreement between Client and CTL relating to the subject matter thereof. In case of a conflict or inconsistency between these General Conditions and any other contract documents, these General Conditions shall control. MARCH, 1991 Pogo 2 of 2 9; V CTL /THOMPSON, INC. CONSULTING ENGINEERS GEOTECHNICAL INVESTIGATION PROPOSED RESIDENCE LOT 52 WESTBANK MESA GARFIELD COUNTY, COLORADO Prepared For: MR MICHAEL SPANGLER 3762 Highway 82, Suite #1 Glenwood Springs, CO 81601 Job No. GS -2285 October 22, 1997 CTL /THOMPSON, INC. CONSULTING ENGINEERS 234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (970) 945 -2809 C ET TABLE OF CONTENT SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 1 PROPOSED CONSTRUCTION 2 SUBSURFACE CONDITIONS 2 SITE GRADING 3 FOUNDATION 4 FOUNDATION WALLS 5 FLOOR SLABS AND EXTERIOR CONCRETE 6 PERCOLATION TESTS 6 SURFACE DRAINAGE 7 LIMITATIONS 7 FIGURE 1 - LOCATIONS OF EXPLORATORY PITS FIGURE 2 - SUMMARY LOGS OF EXPLORATORY PITS FIGURES 3 AND 4 - GRADATION TEST RESULTS FIGURES 5 THROUGH 7 - PERCOLATION TEST RESULTS FIGURE 8 - EXTERIOR FOUNDATION WALL DRAIN MR. MICHAEL SPANGLER CTL/f GS-2285 SCOPE This report presents the results of our soils and foundation Investigation for the proposed residence to be built at Lot 52, Westbank Mesa In Garfield County, Colorado. We explored the subsurface conditions at the site to provide foundation recommendations for the proposed building. This report includes a description of the subsurface conditions found in our exploratory pits, a recommended foundation system and geotechnical criteria for it, recommended percolation rate and construction criteria for details influenced by the subsoils. Our report was prepared from data developed during our field exploration, engineering analyses, and our experience. A summary of our conclusions is presented below. SUMMARY OF CONCLUSIONS 1. Our exploratory pits penetrated 0.5 feet of soft, moist, organic clayey sands with gravels above dense, slightly moist, silty to clayey gravels with cobble and boulder. Free ground water was not found in our exploratory pits the day of excavation. 2. We recommend founding the building with footings bearing on the undisturbed natural, gravels. A maximum allowable soli bearing pressure is presented in the FOUNDATION section. 3. Slabs -on -grade can bear on the natural gravels after moisture conditioning and compacting or on structural fill (see FLOOR SLABS AND EXTERIOR CONCRETE section). 4. A ground surface slope away from the building should be maintained at all times to reduce wetting of below foundation soils. SITE CONDITIONS Westbank Mesa Ranch is located in southeast Garfield County, Colorado. The site is located on an alluvial terrace in the southwest portions of the Roaring Fork River Valley approximately 1 to 2 miles south of Glenwood Springs, Colorado. MR. MICHAEL SPANGLER CTL(T GS-2285 1 Access to the site Is via Highway 82 to County Road 109 to Huebinger Drive to Old Native Lane. Ground surfaces at Westbank Mesa Ranch slope to the northeast from high points along a southeast to northwest trending ridge down to and across a relatively flat upper benched area. Steep northeast facing slopes descend from the upper benched area to a lower benched area. The original part of Westbank Ranch Development Is located adjacent to the site to the northeast with the Roaring Fork River beyond. Lot 52 is at the end of Old Native Lane adjacent to a cul -de -sac on the lower benched area. The lot slopes down to the northeast at grades visually estimated at 10 to 15 percent. Vegetation consists of grasses and weeds with sage brush. PROPOSED CONSTRUCTION Building plans had not been developed at this writing. We were told a one story light gauge steel frame building with a walkout lower level will be constructed. Lower level floors will be slabs -on- grade. Foundation loads we assumed for our analysis were between 1,500 and 3,000 pounds per lineal foot along bearing walls and maximum interior column loads of 20 kips. We should be informed if the actual construction or loads are different than described above to allow re- evaluation of criteria recommended herein. SUBSURFACE CONDITIONS Our engineering geologist viewed exploratory pits excavated at the approximate locations shown on Figure 1 and obtained soil samples. Summary logs of our exploratory pits are shown on Figure 2. Results of laboratory testing are shown on Figures 3 and 4. MR. MICHAEL SPANGLER CTL/T GS -2285 2 H2 T Our exploratory pits penetrated 0.5 feet of soft, moist, organic clayey sands with gravels above dense, slightly moist, silty to clayey gravels with cobble and boulder. Free ground water was not found In our exploratory pits the day of excavation. The gravels are judge to be only slightly compressible when wetted and loads typical of residential construction are applied. We consider the gravels an excellent soil on which to construct the planned residential building. SITE GRADING We anticipate that site excavation will consist of approximately 10 feet cuts for the walkout lower level. No fill will be below the building foundation but may be needed to achieve subgrade elevations for exterior concrete flatwork. Areas to receive fill should be stripped of organic soils, vegetation or other deleterious material. The resulting surface should be scarified to at least 8 inches deep, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of the standard Proctor maximum dry density (ASTM D 698). Fill can consist of the on site soils free of rock larger than 6 Inches In diameter, organics or other deleterious material. Structural fill should be placed in maximum 10 Inch thick loose lifts at 2 percent below to 2 percent above optimum moisture content and compacted to at least 95 percent of ASTM D 698. Fill placed in areas not to be built on can be placed as "common fill' and be compacted to 90 percent of ASTM D 698. We anticipate that site excavations may be a of maximum 10 feet deep. Excavations will expose silty to clayey gravels. Excavated slopes will tend to collapse and flatten. Excavation sides should be sloped to a stable configuration or retained. We recommend temporary excavations greater than 5 feet deep be retained or laid back at slopes of 1.5:1 (horizontal to vertical) or flatter. We believe the silty to clayey gravels are Type C as described In the October, 1989 Occupation Safety and Health Administration (OSHA) Standards published by the Department of Labor governing excavations. The publication Indicates a maximum temporary MR. MICHAEL SPANGLER CTL/T GS-2285 3 slope of 1.5:1 (horizontal to vertical) for Type C soils above the water table. We should view the excavations to confirm that soils are as anticipated and judge if our recommendations are appropriate. Solis removed from excavations should not be stockpiled at the edge of the excavation. We recommend the excavated soils be placed at a horizontal distance from the top of the excavation equal to at least the depth of the excavation. Free ground water was not found In our exploratory pits. Depending upon cut depths and the time of year, water may be present. If free ground water is encountered, we recommend foundation excavations be sloped to a positive gravity outfall or 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. FOUNDATION The building can be founded with footings bearing on the natural gravels. Footings bearing on the natural gravels may experience 3/4 -inch total settlement and differential settlement of about 1/2 of the actual total settlement. Due to the granular nature of the soils, settlements due to dead load will occur during construction and those due to live loads upon first application of live loads. Footings can be designed and constructed with the following criteria: 1. Footings bearing on the natural gravels can be designed for a maximum soil bearing pressure of 4,000 psf. Material loosened during the excavation or forming process should be removed from footing areas or compacted prior to placing concrete. A thin layer (approximately 4 inches thick) of densely compacted Class 6 aggregate base can be placed atop the natural soils to provide a level course on which to place footing concrete; 2. Foundation walls for continuous footings should be reinforced top and bottom to span undisclosed loose soil pockets. We recommend steel reinforcement equivalent to that required for a simple span of 12 feet. Reinforcement should be designed by a qualified structural engineer; MR. MICHAEL SPANGLER CTL/T GS -2285 4 C U � 3. Minimum footing sizes are desirable. We recommend a minimum width of 16 Inches for continuous footings and at least 2 feet by 2 feet for Isolated column footings. Larger sizes may be required based on the structural Toads; 4. The soils beneath exterior footings should be protected from freezing. We recommend footings be at least 36 Inches below finished exterior grades. The local area building department should be contacted to verify required frost protection depth. FOUNDATION WALLS Foundation walls will be subjected to lateral earth pressures. These walls are restrained and cannot move, therefore, they should be designed for the "at- rest" lateral earth pressure. Assuming the on -site gravels are used as backflll, we recommend using an equivalent fluid density of 45 pcf to calculate lateral earth pressure. The above equivalent fluid density does not Include allowances for sloping backf111, hydrostatic pressures, live loads or Toads from adjacent structures. Water from surface run -off (precipitation, snow melt, Irrigation) frequently flows through backflll placed adjacent to foundation walls and collects on the surface of the comparatively Impermeable soils occurring at the bottom of the foundation excavation. This can cause damp or wet conditions in below grade areas of the building and wetting of soils below foundations. To reduce the accumulation of water, we recommend a foundation drain. The drain should consist of a 4 -Inch diameter open joint or slotted PVC pipe encased in free draining gravel. The drain should lead to a positive gravity outfall or to a sump to be mechanically pumped. A typical foundation drain detail is shown on Figure 8. Backfill placed adjacent to foundation walls can be the on site gravels less than 6 inches in diameter and free of organics or other deleterious material. The upper 2 feet of backfill should the more clayey material available. The backfill should be compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). MR. MICHAEL SPANGLER CTL/r GS -2285 5 L FLOOR SLABS AND EXTERIOR CONCRETE Interior floor slabs can bear on the natural gravels after moisture conditioning and compacting. Exterior concrete flatwork can bear on the natural gravels or structural fill constructed as discussed above under SITE GRADING. We recommend the following design and construction criteria for slabs -on- grade: 1. Slabs -on -grade floors should bear on the undisturbed natural gravels. Exterior concrete flatwork can bear on the natural gravels after moisture conditioning and compacting or on structural fill constructed as discussed under SITE GRADING. If needed, a thin (approximately 4 Inches) layer of densely compacted Class 6 aggregate base course can be placed below slabs -on -grade to provide a uniform surface to place concrete on; 2. Slabs should be separated from exterior walls and Interior bearing members with a Joint to provide for free movement. Trench backf111 should be moisture treated and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698); 3. Plumbing and utilities below slabs should be pressure tested prior to concrete placement and Isolated from the slabs with sleeves; 4. Frequent control Joints should be provided. We suggest using the recommendations outlined by the American Concrete Institute (ACI). PERCOLATION TESTS We performed percolation tests In our percolation pits P -1 through P3. Based on our test results standard percolation fields are appropriate. We recommend n It• 11I1I6/1M0: ;1' 0 „1!18!jI(4pt 4$14 of / tiaid, 49% pt ouolotootottoti mist Percolation test results are presented on Figures 5 through 7. MR. MICHAEL SPANGLER CTUT GS -2285 6 SURFACE DRAINAGE Performance of foundations and concrete flatwork Is Influenced by moisture condltlons In the subsoils. 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 construction Is completed: 1. Wetting or drying of the open excavation should be avoided; 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 Inches In the first 10 feet; 3. Plastic membranes should not be used to cover the ground surface immediately surrounding the building. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabric such as Mirafi or Typar can be used on the ground surface immediately surrounding the building for weed growth control while allowing evaporation to occur; 4. Roof downspouts, drains and other water collection systems should discharge well beyond the limits of all backfill. Splash blocks or extensions should be provided at all discharge locations. LIMITATIONS Our exploratory pits were spaced to obtain a reasonably accurate picture of the subsurface conditions. Variations in the subsurface conditions not indicated by our exploratory pits will occur. We should observe the completed excavation to confirm the soils are as we anticipated from our exploratory pits. Placement and compaction of fill and backfill should be observed and tested during construction. Our report is based on conditions disclosed by our exploratory pits, results of laboratory testing, engineering analysis and our experience. Criteria presented MR. MICHAEL SPANGLER CTLT GS -22$5 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. This Investigation was conducted In a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing under similar conditions in the locality of this project. No other warranty, express or Implied, Is made. If we can be of further service or if you have questions regarding this report, please call. CTL/THOMPSON, INC. Wilson L. "Liv" Bowden Professional t - •T• !1st Revle d ' Jahn ,- ,, , =ra�r • Mana9 =r,' . ZZ , , ?"------ JM:cd (3 copies sent) MR. MICHAEL SPANGLER CTL[T GS-2285 8 LOT 52 WESTBANK MESA GARFIELD COUNTY, COLORADO Approximate Property Boundary Approximate Building Native Old Id P -3 Envelope Lane • P -1 P -2 • TP -2 • • TP -1 — "— Scale: 1"=100' LOCATIONS OF EXPLORATORY PITS Job No. GS-2285 Fig. 1 TP -1 TP -2 — 0 5_ 0 — ry r — 6 _ — 9X. et _ � S� _ . e — 5 �� Tf 5 — o° Y" C ti< ' Et _ 7 ✓ _ • - 10 �� 10 — • - - - 15 15 — P -1 P -2 P -3 - 0 0 • 5` a. v • • 3. S - 5 5 — — — — 3 a. "1 o — — • 0 t — 10 10 — LEGEND: NOTES: ® Organic, clayey sands with 1. Exploratory pits were excavated with grovels, vegetation and roots, a baokhoe on October 8, 1997 loose, moist, brown. (OL) Gravel, silty to clayey with cobble and boulder and clayey sand 2. No free ground water was found Agi lenses, medium dense to dense, in our exploratory pits the day slightly moist, brown. (GM,GC) of excavation. Il Indicates bulk sample. 3. These exploratory pits are subject to the explanations, limitations and conclusion as contained In this report. Indicates backhoe refusal. SUMMARY LOGS OF EXPLORATORY PITS Job No. GS -2285 Fig. 2 i 1 HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR 7 11R TIME READINGS U S STANDARD SERIE 5 CLEAR SQUARE OPT NINGS 45 MIN 15 MIN 60 MIN 19 MIN 4 MIN 1 MIN '200 '100 • 50'40'30 '16 '10'8 'd 10 3I8' 3l4' 1X" 3' S'6" e' 0 90 10 20 70 O 30 z o a 40 50 :30 c TR 40 30 70 20 80 10 90 0 001 .002 005 009 019 037 074 .149 297 590 1.19 2 0 2 38 4 76 9.52 19 1 36 1 76.2 127 200 0 42 DAME TER OF PARTICLE IN MILLIMETERS 152 CLAY (PLASTIC) TO SILT [NON PLASTIC) SAND GRAVEL FINE MEDIUM COARSE FINE I COARSE I COBBLES Sample Of SAND, SILTY ( SM ) GRAVEL_ 29 % SAND 44_ % From TH -1 AT 4 TO 5FEET SILT & CLAY_ 27 % LIQUID LIMIT % PLASTICITY INDEX _% HYDROMETER ANALYSIS SIEVE ANALYSIS J 25 HR 7 HR TIME READINGS U 5 STANDARD SERIES 45 MIN . 15 MIN . 60 MIN . 19 MIN 4 MIN 1 MIN . '200 '100 '50'40'30 '16 '10'8 •4 CLEAR4 ale" 3Id 1Y • ' 11/2" NINGS 100 3' S'6' 8" 0 90 10 80 20 7G 30 z 60 40 T k u so 50 I 40 6o k 30 70 20 80 10 90 0 001 002 0( 009 019 03/ 074 149 29/ 590 1.19 20238 4 76 952 191 361 76 177 200 0 42 DIAMETER OT PARIICTE IN MILLIMEIf RS 152 CI AY (PLAT TIC) IT SIL I (NON PLASTIC) SAND GIfAVEI FINE I MEDIUM I COARSE TIN( COARSE ) GOBBETS Sample of GRAVEL , SILTY (GM) TH -1 AT 9 TO 10 FEET --- - - - - -- - - - -- GRAVEL 57 % SAND_29 From S I L T % LIQUID LIMIT PLASTICITY INDEIX Gradation JOB NO. GS -2285 Test Results FIG. 3 L HYDROMETER ANALYSIS 1 SIEVE ANALYSIS 25 HR 7 HP TIME READINGS U S STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN 15 MIN 60 MIN 19 MIN 4 MIN 1 MIN '200 '100 '50'40'30 '16 '10 '4 318' 3/4' 1'2' 3' 5 "6' 8' 100 0 90 10 20 BO 70 30 o Fo 2 40 $ bc a a ; c 1 SO 0 u 40 30 70 8 20 80 10 90 0 100 001 002 005 009 019 037 074 149 297 590 1 2 0 2 36 4 76 9.52 19.1 36.1 76 2 127 200 0 42 152 DIAMETER OF PARTICLE IN MILLIME IERS CLAY (PLASTIC) TO SILT (NON - PLASIICI SAND GRAVE( FINE I MEDIUM I COARSE FINE I COARSE 1 COBBLES Sample of _._ GRAVEL, SILTY (GM) _ _ GRAVEL_. 68 % SAND_ 2 - _% From __ -- TH -2 AT 9 TO 10 FEET __ __ - S ILT & CLAY 12 % LIQUID LIMP PLASTICITY INDEX I HYDROMETER ANALYSIS 1 SIEVE ANALYSIS 1 25 NR 7 NR TIME READINGS U.5. STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN 15 MIN. 60 MIN 19 MIN 4 MIN 1 MIN '200 ' 100 '50 '40'30 '16 '10'8 '4 3/8' 3/4' 11/2" 3' 5'6' 8' 100 90 10 7 80 20 76 30 0 z 40 7 60 a a 50 1 i 50 7 u u Lj 1 40 60 30 70 20 80 ( 90 10 0 100 001 007 005 009 019 037 074 149 297 590 1 19 2 0 2 38 4 76 9 52 19 1 36 1 76 2 127 200 ■ 0 42 157 DIAMETER OF P6911011 IN MIL LIME 1195 (0 AV (1'(651( ) 10 SII1 (NON PLASIIC) SAND GRAVEL FINE ) MEDIUM ) COARSE } FINE 1 COARSE 1 COBBLES 1 Sample of _ _._ _ G R A V E L _- -__ % SAND_ % From _.. __.___._ SILT & CLAY % LIQUID LIMIT _% PLASTICITY INDEX _. ._._.___. - Gradation Test Results JOB NO. GS -2285 FIG. 4 SATURATION AND PREPARATION PERCOLATION TEST DATE: 10 /08/97 DATE: 10/09/97 TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS DEPTH TO WATER HOLE DEPTH TIME AT TIME CHANGE PERCOLA- NUMBER (INCHES) START OF INTERVAL - IN WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH) INTERVAL INTERVAL (INCHES) (INCHES) (INCHES) P -1 46.0 3:35 10 3.0 4.0 1.0 10 3:45 10 4.0 5.0 1.0 10 3:55 10 2.75 3.75 1.0 10 4:05 10 3.75 4.5 0.75 13 4:15 10 4.5 5.25 0.75 13 4:25 10 5.25 6.0 0.75 13 4:35 10 6.0 6.75 0.75 13 4:45 10 6.75 7.25 0.5 20 4:55 10 2.5 3.5 1.0 10 5:05 10 3.5 4.25 0.75 13 5:15 10 425 5.0 0.75 13 5:25 10 5.0 5.75 0.75 13 5:35 10 5.75 6.25 0.5 20 Job No. GS -2285 Fig. 5 SATURATION AND PREPARATION PERCOLATION TEST DATE: 10/08/97 DATE: 10/09/97 TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS _ YES X NO PERCOLATION TEST RESULTS DEPTH TO WATER HOLE DEPTH TIME AT TIME CHANGE PERCOLA- NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH) INTERVAL INTERVAL (INCHES) (INCHES) (INCHES) P -2 45.5 3:40 10 2.0 3.0 1.0 10 3:50 10 3.0 4.0 1.0 10 4:00 10 1.0 2.5 1.5 7 4:10 10 2.5 3.25 0.75 13 4:20 10 3.25 4.25 1.0 10 4:30 10 4.25 5.0 0.75 13 4:40 10 5.0 6.0 1.0 10 4:50 10 6.0 7.0 1.0 10 5:00 10 2.0 3.0 1.0 10 5:10 10 3.0 3.75 0.75 13 5:20 10 3.75 4.5 0.75 13 5:30 10 4.25 5.25 0.75 13 Job No. GS -2285 Fig. 6 SATURATION AND PREPARATION PERCOLATION TEST DATE: 10/08/97 DATE: 10/09/97 TIME AT START OF SATURATION: WATER IN BORING AFTER 24 HOURS _ YES X NO PERCOLATION TEST RESULTS DEPTH TO WATER HOLE DEPTH TIME AT TIME CHANGE PERCOLA- NUMBER (INCHES) START OF INTERVAL IN WATER TION RATE INTERVAL (MINUTES) START OF END OF DEPTH (MIN /INCH) INTERVAL INTERVAL (INCHES) (INCHES) (INCHES) P-3 46.0 3:45 10 1.5 3.0 1.5 7 3:55 10 3.0 4.0 1.0 10 4:05 10 1.5 2.5 1.0 10 4:15 10 2.5 3.25 0.75 13 4:25 10 3.25 4.0 0.75 13 4:35 10 4.0 4.75 0.75 13 4:45 10 4.75 5.0 0.5 20 4:55 10 5.0 5.75 0.75 13 5:05 10 3.0 3.75 0.75 13 5:15 10 3.75 4.5 0.75 13 5:25 10 4.5 5.0 0.5 20 5:35 10 5.0 5.5 0.5 20 Job No. GS -2285 Fig. 7 NO1 E: SLOPE DRAIN SHOULD BE AT LEAST 2 INCHES PER REPORT BELOW BOTTOM OF VOID AND FOOTING A E - THE HIGHEST POINT AND SLOPE DOWNWA TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. BACK FILL- y _lc_ PROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE BELOW GRADE WALL - MOISTURE PENETRATION. SLOPE 1 ENCASE PIPE IN WASHED 1 1 REINFORCING STEEL 1 CONCRETE AGGREGATE (ASTM 1 1 PER STRUCTURAL PER OSHA C33, NO. 57 OR NO. 67). T 1 DRAWINGS. 1 EXTEND GRAVEL TO AT LEAST 1 :: : I \ 1/2 HEIGHT OF FOOTING.' 1 PROVIDE POSITIVE SLIP JOINT t ; BETWEEN SLAB AND WALL. COVER GRAVEL WITH j # FLOOR SLAB FILTER FABRIC OR j r ROOFING FELT. ` T I ;` i� FOOTING OR PAO 2" MINIMUM 8" MINIMUM - OR BEYOND 1:1 SLOPE FROM BOTTOM OF FOOTING. (WHICHEVER IS GREATER) -- 4- -INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE SHOULD HE LAID IN A TRENCH WITH A ;I OPE RANGING BETWFT N 1/8 INCH AND 1/4 INCH DROP I'I R 1001 OF DRAIN. EXTERIOR FOUNDATION WALL DRAIN F IG. 8 JOB NO. GS -2285 CTUThompson, Inc. 1971 West 12th Avenue Denver, Colorado 80204 (303) 825-0777 Commercial Testing Laboratories, Inc. 22 Lipan Street Denver, Colorado 80223 (303) 825-3207 CTUThompson, Inc. 5240 Mark Dabling Blvd. Colorado Springs, Colorado 80918 (719) 528-8300 CTUThompson, Inc. 234 Center Dr. Glenwood Springs, Colorado 81601 (970) 945-2809