Loading...
HomeMy WebLinkAboutpitkin.eh.246734302435 (1990)Document Layout (From Most Recent to Oldest Permit) Permit Application Log Sheet/Notes & Photos Communications As -built Design Engineer Design Soil Information Water Permit & Information Second System on property Third System .etc. Floor Plans Please See Building and Land Use Approvals Files for additional information. , z``6' x -343 -oz -43s IA ASPEN*PITKIN • ENVIRONMENTAL HEALTH DEPARTMENT INDIVIDUAL SEWAGE DISPOSAL PERMIT NO. TYPE OF PERMIT: KInLtial Construction ( )Emergency Use 1 )or )Repair Mork,(Piavious Permit 1 .) ( )Alteration of an existing system, �� Installation (Previous Permit 1 .) ( )Use Permit as a result of Sala - ( )Othorr, ISSUED TO: DATE OF ISSUE. S72 Owner �BE,Q(/"IA�/� QgZ1Tl (� �JHFW/Home Phone 9Business Phone% –400 Mailing nn Agent Mail,ing Address Sewage Disposal System Work to be performed by rj- This permit valid /Jonly �for premises location by the following LOT SM 1 r a,J AaeC NATER SUPPLY {,7/}%fLW)) Phone This Individual Sevagc Disposal Permit is granted with regard to the following usat�i/IV(j[.0/IY'U(�'neJ/Ut'NS%C' Nw..bcr oft Dodreoms ? Lofts 0_ Garbage Disposals Dishwashers / Clothes Washers ``T�_. CALCULATi.D AVERAGE DAILY WASTE LOAD �V GALLONS. THE NATURE OF THE SYSTEM INCLUDED UNDER T11IS PERMIT: :y?. of Tank or Treatment Units&�e_ IA�r-- /j Mt"d of Final DispoaaltEAC.iNE��_5 �pWgC,6.49p Absorption Description (including brand nam, if any) of other equipment or•appurtnanctus Tank Capacity _Callon MSnLau Area Square Feet Minimum .Other Conditions or Specifications r�y�TE r004 FEE> Or SMIJO F�LOCO C-4gVEL $E . AM An1D �i9K-d4 dA7 OSIS °G SeirME(JSEk �,eoo,✓ /�y�2 STAGES REQUIRING INSPECTION BY THE HEALT4 DEPART&T: 1 )Baro,. Excavation X-pon completion of excavation and prior to placement of gravel Before covering distribution system of absorption field K)Priorto backfill of any,component ( )Other, Specifyl Plans an.l epeeifie.ti.n. of the Proposed sewagc disposal system have been reviewed end are censidered satisfactory. pcmle.^.ion in hereby granted to tl.r owner or his agcnr. to prrfnrm the work indicated ahnve In accordance with the Pitkin County Indivi3eal Srwv:e Uispesil Re•nilitions in effect on the d.te of insuc. In addition to Vencral pcavrsinna art forth or. t1.e •vveric I:cizci. thin Permit is 3u1•Icct to the following additional terns and onditions /1ltpell/rltiin Environmental APPROVED FOR ISSUE BY ` /- (title) Heakh0(fite►— Thr thou' ir..iiyl.lu.1 x^.ra•ie Jisp'sal system inatallcd by V— k� VES 7 �^�_ VA%/�G• _- i.es b: en In .,...ed for.isr ty a rc;rtrsc�tet.ce .:( the A v:�:.ay. rr..n ne.., Il: elc OnWa to -n Th.. ..vnar .+turel rcoponsnbillty u, ceee of tallere or road yuac/`of is ..qu disposal u7 ♦!cm. Ccs.plelu as -Lull[ h awing attached. DATE OF FINAL INSPE IO /// A*erv?ftin Envinllmentai BY: TITLE Health Officer cc 'it\cLkQ7* Lt�1 5c�mveseL Gc ruk (Ylcl�el ' Q r •y > 130 South Galan. Street Aspen, Colorado 61611 303/820-5070 3y3 -0a yams • ASPEN*PITKIN 1� + ENVIRONMENTAL HEALTH DEPARTMENT APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL -PERMIT Name of OWNER PHONE 5 - Address of OWNER /?o, g/6�2 Name of APPLICANT PHONE �i9rylt PERMIT TO BE: ( )Picked Up ( )Mailed tot TYPE OF PERMITS SK)Mew Installation ( )Repair ()(lamer ( )Applicant ( )Emergency use 1 )Alteration NOT doe to failure LOCATION OF PROPOSED SYSTEM: Legal Description $u,S D.yr yie,.r Lot / 6� A Block Z.F -=� oc Ylllnq Z Subdlvl don �✓o.. 'A 6r,1 Size Of Lot / • S 6 acres TYPE OF STRUCTURE: ( OSingle Family Duelling I )Other: Do you plan any further additions to the re6Ldeiice7 ( )YES ( )NO No. of bedrooms 7J No. of Lofts O No. of Garbage Disposals — No, of Automatic Dishwashers % No. of Automatic Clothes Mashers / WATER SUPPLY: ( )Private well, Depth or ( )Public, Name of System ( )Spring (24Stream or Creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: ()4Septle Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Tncineratlon Toilet ( )Hound ( )Recycling, Potable use ( )Recycling, other use ( )Vault Privy ( )Other: The Initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Department (925-2020, 8:70-9:70 a.m t .) before a permit can be Issued. The individual sewage disposal permit must be Issued before a building permit can be ebtalnod. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONY.ENTAL HEALTH DE,—_F.TmzNT PRIOR TO BACKFILLING ANY PORTION OF THE SYSTEM. AppIlution for an individual sewage disposal permit is hereby submitted. The undersigned acknowledges that the above Information is true and that false_ information wLIP invalidate the application and any subsequent pe It. Signature of Applicant DATE 'L (This application becomes. invalid 12/months tram the above date.) NOTE: PLOT PLAN must be filed with this application. Please locate the following items by measured distances: 1. Property lines and dimensions. 2. Proposed and existing water wells on subject property and adjacent property. 3. Domestic water service lines. - f. Proposed and existing buildings, driveways, and other structures. S. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject property. SUBMIT A REVISED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGINAL PLAN. The undelt�algnned hereby acknowledges receipt of this individual sewage disposal permit e p on and • p�enrm!/�s/ f/e's in the amount of f .l�!/.D'V Receipt Number Date Fee Received • .by A: \ SAI, /^!1a Administrative Offlccr VA W u v\ C9 130 South Galena Street Aspen, Colorado 81611 303/920.5070 I Pitkin Environmental Health Depart Contact Log Sheet Name: Aftcel Address: Date Person Spoken To Comments / Action to be Taken Initials (Time i r I 3 f � J •., fir : t lY �. 7-T. F- P 'a,' moi. 'J. A "r""_A V ,: .,. .: .�.; . .. z. _� ,� � - ay.. -+lS .-.-. � __ ..}. .i. � .. �- . ' 4 �. � i � �. ,�� �� Sri � • �°.��i � _ 0 0 August 7, 1992 Aspen Mountain Mortgage Company P. O. Box 10594 616 E. Hyman Avenue Aspen, Colorado 8161 Attention: Richard Re: Lot 16A, Block 2, Filing 2, Gateway to Snowmass Mesa Subdivision Dear Richard: On August 6, 1992, this department inspected the on-site sewage disposal system at the referenced property owned by Robert Maraziti for the purpose of determining the compliance of the on- site sewage disposal system construction with Pitkin County regulations. The attached Individual Sewage Disposal System Permit #90006 indicates a septic system consisting of a 1000 gallon concrete septic tank and a 695 square feet of engineered absorption bed was recently constructed. Also, enclosed is a set of engineering plans and specifications. The system was found to be in compliance with the engineering specifications, permit requirements, and applicable regulations. The system appears to be functioning normally, and as intended. However, this letter does not imply any warranty regarding this sewage disposal system. If you have any further questions or comments regarding this on-site wastewater disposal system, please contact me at this office. Respectfully submitted, Robert F. Nelson Environmental Health Officer U j PITKIN COUNTY ENVIRONMENTAL HEALTH Field Test Data Sheet on Percolation Test //ll PROPERTY OWNERt' h1k { �( ^Tr cc�ia PHONE 1' 2 MAILING ADDRESS LEGAL DESCRIPTION OF PROPERTY LOCATION OF TEST HOLES Three (3) test holes required per system Test Hole Depths (24" minimum) Diameter of Test Holes Water remaining after 8 hour soak TEST HOLE No.1 TEST HOLE No. 2 1 TEST HOLE No. 3 I Dron Time a Time Iut) , ;.ial, r - w_I I91 I I I. 4V ( Www Percolation Rate Each Hole Average Rate') CYJ Comments on soil or site: els v ,l Signature 12 Date (7— (,1_ joy/ 0 LOT ILO Cg4to-)Aj u6t�w .sccSY) J ' I IS X38 64k ut E O Ccs T -`'ks - `ACL\ NO Chen ONorthern,Inc • G.,,., E„qmn ,-,audS w,Ms,= Job No. 4 561 89 A menet rof 1t AIH 9roep of canpani 5030 Ro 154 Glen Stxnyfs. Coluado 81601 307 74514'41 303 94 5 2363 Facsmde SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 16-A, GATEWAY SUBDIVISION PITKIN COUNTY, COLORADO Prepared For: Bob Maraziti c/o Bill Lipsey, Architect P.O. Box 3203 Aspen GO 81612-3203 November 22, 1989 I /Y 0 TABLE OF CONTENTS CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FOUNDATION AND RETAINING WALLS FLOOR SLABS UNDERDRAIN SYSTEM SURFACE DRAINAGE LIMITATIONS • FIGURE 1 - LOCATION OF EXPLORATORY PITS FIGURE 2 - LOGS OF EXPLORATORY PITS, LEGEND AND NOTES TABLE I - SUMMARY OF LABORATORY TEST RESULTS 1 1 2 2 2 3 4 6 7 ,g 9 CheIlLr'Northern,IIIC. l I 4 I? CONCLUSIONS The proposed residence should be founded with spread footings bearing on the medium hard bedrock and designed for a maximum bearing pressure of 3500 psf. Due to possible low swell potential of the bedrock, the footings should also be designed to impose a minimum dead load pressure of 500 psf. Other design and construc— tion criteria relating to geotechnical aspects of the proposed residence are presented in the body of the report. PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed resi— dence to be located on Lot 16—A, Gateway Subdivision, Pitkin County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accor— dance with our agreement for geotechnical engineering services letter to Bob Maraziti, c/o Bill Lipsey, Architect, dated September 25, 1989. A field exploration program consisting of exploratory pits was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine their engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. The results of the field exploration and laboratory testing are presented in the report. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed residence are included in the report. C e rNorthe ll,Inc. PROPOSED CONSTRUCTION The proposed residence will be approximately 2200 square feet in size and contain a walkout basement level. Ground floor will likely be slab -on - grade. Grading for the structure is expected to be relatively minor with cut depths between about 8 to 10 feet. We assume relatively light foundation loadings, typical of the proposed type construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS At the time of our field work, the site was vacant and vegetated with a native growth of juniper trees and brush. The building area had been cleared of vegetation. The property is situated on a strongly sloping northwest to southeast trending ridge, bordered by moderately steep to very steep side slopes. Seven to 8 feet in elevation difference exists across the building site from north to south, whereas nearly 30 feet in difference exists across the entire lot. Slope grades in the building area are commonly 10% to 15%. FIELD EXPLORATION The field exploration for the project was conducted on September 26, 1989. Two exploratory pits had been dug with a backhoe at the locations shown on Fig. 1. The pits were logged by a representative of Chen -Northern, Inc. Disturbed and relatively undisturbed samples of the subsoils and the depths at which the samples were taken are shown on the Logs of Exploratory Pits, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. Chen Norlhern,Inc. SUBSOIL CONDITIONS The subsoil conditions encountered at the site are shown graphically on Fig. 2. The subsoils consist of about 1/2 foot of topsoil overlying 1 1/2 to 3 1/2 feet of weathered claystone. Medium hard claystone/siltstone bedrock existed below the weathered zone and extended to the maximum depth explored, 8 feet. Laboratory testing performed on samples obtained from the pits included natural moisture content, percent fines and Atterberg Limits. The Atterberg Limits test results indicate the bedrock is of low to high plasticity ano may possess a loci swell potential. Undisturbed sampling of the bedrock was diffi- cult due to its broken nature and hardness. The laboratory testing is summa- rized in Table I. No free water was encountered in the pits at the time they were excavated and the subsoils were slightly moist to moist. FOUNDATION RECOMMENDATIONS Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the medium hard claystone bedrock below the upper relatively soft weathered zone. The expansion potential of the claystone can probably be mitigated by load concentration to reduce or prevent swelling in the event of wetting below footing level. Surface irrigation, runoff and utility leakage are possible sources of water which could cause wetting. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. W Chen �� Northern, Inc. ai -4- 0 1) Footings placed on the undisturbed medium hard claysstone bedrock should be designed for a maximum bearing pressure of 3500 psf. The footings should also be designed for a minimum dead load pressure of 500 psf. In order to satisfy the minimum dead load pressure under lightly loaded areas, it may be necessary to concentrate loads by using a grade beam and pad system. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. There could be some additional movement if the bearing soils were to become wet. 2) All fill, topsoil, loose or disturbed soils and weathered claystone should be removed and the footing bearing level extended down to the medium hard bedrock. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protec- tion. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) A representative of the soil engineer should observe all footing excava- tions prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be Chenq'Northcrn, Inc. a -5 - designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 ocf for backfill consisting of the on-site fine- grained soils and 45 pcf for backfill consisting of imported granular materi- als. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pcf for backfill consisting of the on-site fine-grained soils and 40 pcf for backfill consisting of imported granular materials. All foundation and retaining structures should be designed for appropri- ate surcharge pressures such as adjacent buildings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materi- als and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coeffi- cient of friction of 0.35. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 250 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particu- larly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. The WN MCM ChemNorthern.lnc. 0 -6- � on-site weathered and well broken bedrock should be suitable for use as back- fill. We recommend imported granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pres- sures. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near opti- mum. Care should be taken not to overcompact the backfill since this could cause excessive lateral pressure on the walls. a3 FLOOR SLABS The bedrock may possess a low swell potential and slab heave could occur if the subgrade soils were to become wet. Slab -on -grade construction may be used provided the risk of distress is understood by the owner. Based on the laboratory test results and our experience in the area, the risk of slab heave appears low. A positive way to reduce the risk of slab movement, which is commonly used in the area, is to construct structurally supported floors over crawl space. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls, columns and partition walls with expansion joints which allow unrestrained vertical movement. Interior non-bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 1 1/2 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. We suggest joints be provided on the order of 15 feet on center. The requirements for Chen°Northern.lnc. ay -7 - slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 -inch layer of free -draining gravel should be placed immedi- ately beneath the slabs. ..This material should consist of minus 2 -inch aggre- gate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The free -draining gravel will aid in drainage below the slabs and should be connected to the underdrain system. Required fill beneath slabs can consist of the on-site excavated materi- als or a suitable imported granular material, excluding topsoil and overized rocks. The fill should be spread in thin horizontal lifts, adjusted to at or above optimum moisture content, and compacted to at least 90% of the maximum standard Proctor density. Non -expansive granular soils should be compacted to at least 95% of the maximum standard Proctor density. All vegetation, topsoil and loose or disturbed soil should be removed prior to fill placement. The above recommendations will not prevent slab heave if the expansive bedrock underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested before backfilling to help reduce the potential for wetting. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls, crawl space and basement areas be protected from wetting and hydrostatic pressure buildup by an underdrain system. Chen"Northern, Inc. The drains should consist of drain tile placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular mate- rial. The drain should be placed at least 1 foot below lowest adjacent finish grade (crawl space or floor slab grade) and sloped at a minimum 1% to a suit- able gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas (90% for on-site materials) and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free - draining wall backfill should be capped with about 2 feet of the on-site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. aY_ Chen -%P7"Northern,lnc. 3 LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this 'area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. CiV ;*G%STCR 15222 SLP/ec ChenNorthern, I nc. Sincerely, CHEN-NORTHERN, INC. By Steven L. Pawlak, P.E. I gam© IAT 16A C•5 /• • . 0 • C 1 • � 11 \ 1 1 11 1 1 \ 1 \\1 \\%\ a-7 / N PIT 2 'Zo 4 561 89 1 Chen€Northern,Inc I Lcration of Exploratory Pits I Fig. 1 Chen -Northern, Inc. T A B L E I SUMMARY OF LABORATORY TEST RESULTS 4 561 89 SALII'Ik TIM: AIXIN NATURAE M0151URE CONTENT (%) IIAIUBAE bRY UElI51fy IPcll (IMA11AIJON 1'F OCfkI( 1'ASSINU W1 TN SIEVE. Al1E1111E BO LIMITS UNCOIESSIV CUMPIIE$$II $IlII-NG 111 IPall 504 ( T BEIM IUf,IE TYPE art 14PIII pe Nl (i(1AVEL l I'�1 $GNII 1'+) I M111111 V. 1%1 1'I AS I1(ji IY III%) Itl 2 3.5 8.0 73 52 19 wea er edrlavqtone bedrock 8 34 15 claystone bedrock 0 40 Pit 1 Elev. = 117' 0 5 10 Pit 2 Elev. = 121' tjWCC . 0 -2LL�23 PI=19 5 P1I-34 =15 ® lbpsoil; organic clays, soft, slightly moist, dark gray. Weathered Claystone: soft, slightly moist, very fractured, dark gray. 10 .Claystone/Siltstone Bedrock; medium hard, thin bedded, slightly dipping to northwest, low to medium plasticity, slightly mist, dark gray. PHand driven liner sample. �� Disturbed bulk sample. NOTES; 1. Exploratory pits were excavated on September 26, 1989 with a backhoe. 2. Locations of exploratory pits were measured approximately by taping from existing corner stakes in the field. 3. Exploratory pits are drawn to depth excavated. Surface contour elevations are approximate. 4. No free water was encountered in the pits at the time they were excavated. Fluctuations in water level may occur with time. 5. Laboratory Test Results: WC = Water Content (%) . -200 = Percent.passing No. 200 sieve IL = Liquid Limit (%) PI = Plasticity Index ($) 67? Logs of Exploratory Pits, Legend 4 561 89 Chen -Northern, Inc. and Notes I Fig. 2 I STEEP SLOPE DOWN HILL, NF. OF LINES , III3 I PROPERTY LINE En \ "G 5F1 a0 ER SC K P 12.5' \ \ DIj 010065Eo N N 1 Ap 11 L NOTE CONTRACTOR 70 VER/FY L EFFLUENT LIAE LEAVING THE HQ HORIZONTALLY AND VERTICALLY. BE COORM4TED IN THE FIELD A CONSTRUCTION NOTE. CON70URS SHOWN ARE PROPOSED STEEP SLOPE DOWN / HILL, NE OF LINE\ l E eRo� N PVC PIPE �l hL SD�IDrp FIELD T� 9Z tANKPER �T. 5 � R F SPE 1..IN1114 5 /a.PpE I � MIN i 1\ 1000 G LON CO RETE SEP � X I \ y!l ASSORPTIO BA \�`�, (SEE DETA S) PROPERTY LINE NOTE.• SEWAGE DISPOSAL SYSTEM /S SHOWN /N - SCHEMATIC. ABS BED, SEPTIC TANK, PIPING, ETC. MAY BE RELOCATED TO FIT THE LANDSCAPE AS LONG AS MINIMUM SETBACK REQUIREMENTS ARE MAINTAINED. 12.5' \ D EAN CUT FE DEA1Ll i S1 TzE- P11 A /V 38.5' 2' 1%2� 20 SYSTEM PIPING E DETAIL AT RIGHT LATERAL PIPE HEADER PIPE III ` FROM t/'" , TANn ABSORPTION BED FLAN N. T. S. �---------- NOTE.- CONTRACTOR TO VERIFY LOCATION OF THE EFFLUENT LINE LEAVING THE HOUSE BOTH HORIZONTALLY AND VERTICALLY. THIS INFORMATION TO BE COORDINATED IN THE FIELD PRIOR TO CONSTRUCTION. NOTE: CONTOURS SHOWN ARE PROPOSED GRAPHIC SCALE 0 10 20 40 - ( IN FEET ) I inch = 20 ft. 4" ASTM 2729 SOLID WALE PVC SEWER PIPE--- FROM IPE— -FROM SEPTIC TANK 3'-0" i� CRass• � // 4 " TEE ASTM 2729 PETrORA FED PVC LATERAL, SLOPE')' / F7 ( TYPICAL ,' TYPICAL LATERAL INS TALLAT/ON DETAIL N T. S. 4" 90' BEND (4 RE(2r) 4'" ASTM 2729 SOLID WALL PVC HEADER PIPE =LOW TO IB' SEPT/C TANK / FINISHED GRAVE 4 SCh 40 PVC' FKTER FABR/C £X/S; GRADE SEWER PPE / FROM SEPTIC A41RAFI 140N OR EQUAL TAW � _•L'� - LATERAL SYSTEMi - ( SEE. DETAIL TMS DWG.) ' AIAT If LAP PIC' LWER 12" AT P£RAIETER MATERIAL'S ' NATIVE MATERIAL _ - .. • .. - -, . � 3/4' TO 2 //2- J. G. 3'. 6 CLEAN ROCK 4' SAND -: M. P�C LR BED PERAWF7 R) �•;�G?� BOTTOM OF BED 70 BE LEVEL LAP PVC LINER MW 12" SECTION 'A " - 'A " N.'.`_ 3'-0" i� CRass• � // 4 " TEE ASTM 2729 PETrORA FED PVC LATERAL, SLOPE')' / F7 ( TYPICAL ,' TYPICAL LATERAL INS TALLAT/ON DETAIL N T. S. 4" 90' BEND (4 RE(2r) 4'" ASTM 2729 SOLID WALL PVC HEADER PIPE =LOW TO - -- SEPT/C TANK The engineer may require that a gradation ana.lvsis be done to certify that the material proposed meets this specification. Stone shall be =/4" to _-ii2 screened roc4:. }. Piping in system shall be standard perforated sewerpipe. ASTM 2729 -Sewer and Drain Leac h f :i el d Pipe. Unless noled olherwise, S. The area disturbed by construction shall be reseeded with native grasses to prevent. erasion,. 6. Use ri.sers as needed to bring septic tank access hatch within 6" of finished grade. -- Cast iron pipe of equal. strength or other pipe propel -1, -^ supported to prevent fai h-tr-e. by settling shall e:;tend from tank: for r, distance of at least five feet (5') frc-- the inlet and outlet. ends. 3. The following preventative maintenance schedule is recommended to prolong the life of the system: a) PUMP septic tanks at least once a year. h) Check DIUmbing fi.;:tures on a regUI.ar basis and repai!- all leaks which can add sub=stantial amounts of water to the s,/stem. �!. The Contractor and Owner shalltale whatever measures are neces=sary to assure that a) the septic tank and sewer Eines are completely water tight to prevent i of i l trat i on of groundwaterinto the system, and b) the s;'=.tem :is :installed to prevent freezing of ! gravi.t•:/ sewer line;. ll. The Pitkin County Environmental Health Department and the Engineer shall be notified when construction commences and k:ept abreast of the construction progress =_o that =_.i.fficient inspection can be performed to assure conformance with these plans. Provide a m,ir11MUM of 46 hours notice to each. Site map supplied by Owner (supplemented b•. Engineer i. CLEAN-OUT DETAIL DESIGN C:ALCUL.ATIONS 1. DETERMINE FL -OW TO FIELD (AVERAGE DAILY). BEDROOM HOME ASSUME: 2 PER SONS/DEDROONI 75 GALLONS/PERSON/DAY 450 GALLONS/DAY PERCOLATION RATE FROM FIELD DATA, 5.0 MPI. LOADING RATE= 0.95 GALLONS/SQ. FT'./DAY SEPTIC TANK SI1-, IS 1i!0 GALLONS. 4. RED AREA: A= 1. f4:_!.:!) - C!.i!55 x. (451- = 635. 78 SO. Ff. o.95 USE 18' X =:8.5' BED, EFFECTIVE AREA 69=; SQ. FT. SCHMUESER GORDON MEYER INC. ENGINEERS & SURVEYORS S G M 1512 GRAND AVENUE, SUITE 212 GLENWOOD SPRINGS, COLORADO 81601 13031 945 - 1004 REVISIONS MA RA ZI T/ RESIDENCE PI TKIN COUNTY NO. DESCRIPTION DATE BY CHKD. ISDS COLORADO SEWAGE DISPOSAL - 5 YS TEM ISPOSALSYSTEM DATE I BY I SCALE 1APPR. BY I DRAWIUG` 14-23-901 DC I NOTED I JSS I / OF / Iv