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Home My WebLink About42 Sierra Vista - 239127204003INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1902-99 BP NO. 12692 OWNER: MICHAEL HAMBERG PHONE: 970-927-0490 MAILING ADDRESS: P.O. BOX 2476, BASALT, CO 81621 APPLICANT: SAME PHONE: SYSTEM LOCATION: 0042 SIERRA VISTA, BASALT TAX PARCEL NO. 2391-272-04-003 LICENSED INSTALLER:ZAMORA EXCAVATING, JOE ZAMORA LICENSE NO. 10-99 PHONE: 970-963-1399 DESIGN ENGINEER: PHONE NO. INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON SEPTIC TANK 1125 SQUARE FEET OF TRENCH ABSORPTION AREA. IF CHAMBERED UNITS ARE USED, 37 ARE NEEDED. SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE, AND IN- SPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER. TRENCH DEPTH MUST NOT EXCEED 3 FEET, DUE TO BACKHOE REFUSAL AT 7 FEET. EXCAVATE A PROFILE HOLE ADJACENT TO ONE OF THE TRENCHES SO OUR INSPECTOR CAN FIELD VERIFY 4 FOOT SEPARATION TO BEDROCK. CALL EAGLE COUNTY FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PORTION OF THE INSTALLATION. BUILDING TEMPORARY CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEP- TIC SYSTEM HAS BEEN APPROVED. 0 ENVIRONMENTAL HEALTH APPROVAL: �V DATE: JULY 22, 1999 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS, CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 1147 SQUARE FEET (VIA 37 INFILTRATOR UNITS ) INSTALLED CONCRETE SF.PTT C TANK:1000 GALLONS IS LOCATED 1,92 DEGREES AND .27_ FEET AND _� INCHES FROM THE CLEANOUT. COMMENTS: FINAL INSPECTION DONE BY RAYMOND P. MERRY ON OCTOBER 29, 1999, ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVALDATE: NOVEMBER 1, 1999 (Site Plan MUST be attached) ISDS Permit # I C)- - - APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (E1 Jebel) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: PHONE: D) IZ7D��a MAILING ADDRESS : . Cd ZI rt APPLICANT/CONTAC MAILING ADDRESS: LICENSED ISDS COMPANY/DBA: T PERSON: r11�� 1'fi� �� PHONE: 1 *************************** PERMIT APPLICATION IS FOR: Co ******************** New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: p�� -ITF� 19i,JC I Building Permit # �2-Z' (if known) L 1 Descr' tion: ub ivis' Filin :�B�lock: Lo tK.o_. '`es Tax el Number: 03 Lot Size.. _3331� Street Address: Z' S(e;1Z01& M TA- MA-SAL-1- ,Co BUILDING TYPE: (Check applicable category) ( Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* Number Number Type _ of Bedrooms of Bedrooms TYPE OF WATER SUPPLY: (Check applicable category) (V ) Well ( ) Spring ( ) urface �S ( ) Public Name of Supplier: *These systems ae re design by a Registered Professional En ineer ' SIGNATURE: '!V�l Date: wene ************************************************************** ********** TO BE COMPLETED ETEBY THE COUNTY AMOUNTPAIDRECEIPT # : �3 7 DATE: 7�•2�// YY� CHECK # : lb CASHIER: Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO DATE: October 18, 1999 TO: Zamora Excavating FROM: Environmental Health Division Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Reissuance of Individual Sewage Disposal System Permit No. 1902-99, Tax Parcel #2391-272-04-003. Property Location: 0042 Sierra Vista, Basalt, CO., Hamberg residence. Enclosed is your ISDS Permit No. 1902-99. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Also enclosed is the ISDS Final Inspection Completeness Form. The items on this form need to be completed before you call for your final inspection. Also, please note any special conditions which may have been placed on the permit. If all items are not completed, a reinspection fee of $42.50 must be paid before a reinspection is made. Due to the onset of inclement weather, all installations must be completed prior to December 1,1999, in order for Eagle County Environmental Health to perform a final inspection. In the event that inclement weather interrupts your installation, please cover the installed components with plastic sheeting so that they are not covered with snow and are visible for the inspector. All field work will resume, weather permitting, on March 15, 2000. Please call our office well in advance to allow for scheduling of final inspection. Your building permit TCO will not be issued until final approval has been given for the ISDS Permit. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files Enclosures: ISDS permit # 1902-99; ISDS Final Inspection Completeness Form Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO November 3, 1999 Michael Hamberg P.O. Box 2476 Basalt, CO 81621 Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit #1902-99, Tax Parcel #2391-272-04-003. Property location: 0042 Sierra Vista, Basalt, CO. Dear Mr. Hamberg: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, Janet Kohl Environmental Health Department Eagle County Community Development ENCL:Informational Brochure Final ISDS Permit cc: files Gec�tech July 16, 1999 Mike Hamburg P.O. Box 2476 Basalt, Colorado 81621 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone:970-945-7988 Fax:970-945-8454 hpgeo@hpgeotech.com Job No. 199 487 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 5, Aspen Mesa Estates, Eagle County, Colorado. Dear Mr. Hamburg: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated June 16, 1999. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site are beyond the scope of this study. Proposed Construction: The proposed residence will be a two story wood frame structure over a crawlspace or slab -on -grade and located on the site as shown on Fig. 1. Garage ground floor is proposed to be slab -on -grade. Cut depths are expected to range between about 3 to 4 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located southwest of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The lot is located on the south side of a proposed subdivision road. The ground surface in the building area is gently rolling with a slight slope down to the south. The lot is vegetated with scattered sage brush, grass and weeds. Scattered basalt cobbles and small boulders are exposed on the ground surface. Mike Hamburg July 16, 1999 Page 2 Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building and septic disposal areas at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, consist of reddish brown sandy clay. Calcareous gravelly clay was encountered in Pit 1 at a depth of 4 feet down to a depth of 7 feet where practical refusal to backhoe bucket on basalt boulders was encountered. Results of swell -consolidation testing performed on relatively undisturbed sample of the reddish brown sandy clay, presented on Fig. 3, indicate low compressibility under existing moisture conditions and light loading and a low expansion potential when wetted. Results of swell -consolidation testing performed on a sample of the calcareous gravelly clay showed a minor expansion potential (settlement under constant load) when wetted. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist. Foundation Bearing Conditions: The upper reddish brown clays in this area tend to have a low expansion potential if wetted and the underlying calcareous clays do not. The basalt boulders can be difficult to excavate. We recommend that the reddish brown expansive clays be removed from below footing and slab areas in the house and the footing or slab subgrade re-established with imported road base. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural calcareous clay or compacted structural fill designed for an allowable soil bearing pressure of 2,000 psf for support of the proposed residence. The reddish brown sandy clay soils tend to expand after wetting and should be removed from below the building area. Footing grade can be re-established with imported roadbase compacted to at least 98 % of the maximum standard Proctor density at a moisture content near optimum. The structural fill should extend out laterally from the edge of the footing a distance equal to the depth of fill below the footing. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. H-P GEOTECH Mike Hamburg July 16, 1999 Page 3 Loose and disturbed encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural calcareous clay soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 55 pcf for the on -site soil as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil and the reddish brown sandy clay, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and 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 beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perched groundwater can 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 and deep crawlspace areas, be protected from H-P GEOTECH Mike Hamburg July 16, 1999 Page 4 wetting and hydrostatic pressure buildup by an underdrain system. Shallow crawlspaces (less than 3 feet) and near exterior grade slab -on -grade should not require an underdrain provided that positive surface drainage as described below is maintained around the house. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable 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 11/2 feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the soils. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90 % of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded soils to reduce surface water infiltration. 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 6 inches in the first 10 feet in unpaved H-P GEOTECH Mike Hamburg July 16, 1999 Page 5 areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting due to irrigation. Percolation Testing: Percolation tests were conducted on June 29, 1999 to evaluate the feasibility of an infiltration septic disposal system at the site. Pit 1 and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Pit 1 log shown on Fig. 2 and consist of sandy clay overlying calcareous gravelly clay. The percolation tests were conducted below the reddish brown sandy clay in the calcareous light brown gravelly clay. The percolation test results are presented in Table II and ranged from 9 to 24 minutes per inch with an overall average of 16 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the light brown calcareous gravelly clay soils should be suitable for a conventional infiltration septic disposal system. The overlying reddish brown clays typically have a much slower percolation rate. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. 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, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions H-P GEOTECH Mike Hamburg July 16, 1999 Page 6 may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWOJRRTTH - PAWLAK GEOTECHNICAL, INC. Louis Eller Reviewed By: Daniel E. Hardin! P.F,.�� a LE/sd/rso '''�' a& "F. 4�. �tl attachments AL H-P GEOTECH PIT 1 PIT 2 0 0 +, We=11.8 a� DD=116 a� U- 5 5 WC=13.9 DD=97 N —200=89 10 10 LEGEND: TOPSOIL; silty sandy clay, organic, medium stiff, slightly moist, reddish brown. CLAY (CL); sandy, stiff, moist, reddish brown. CLAY (CL); gravelly, sandy, stiff, moist, light brown, calcareous, basalt boulders with depth. F1 2" Diameter hand driven liner sample. Practical refusal to digging with backhoe in basalt boulders. NOTES: 1. Exploratory pits were excavated on June 28, 1999 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were not measured and logs of exploratory pits are drawn to depth. Pit 1 is about 1 foot lower than Pit 2. 4. The exploratory pit locations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) —200 = Percent passing No. 200 sieve 199 487 I HE WOECHNICAL,NINC I LOGS OF EXPLORATORY PITS Fig. 2 0 U Z J a Z 2 U W H O W CD J a a H cc O a w 2 00 d' 0) 0 z U) H J U) w W w H LL O HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 199 487 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-1 48 15 water added 9 3/4 7 1/2 2 1 /4 24 7 1/2 6 1/2 1 6 1/2 5 1/2 1 5 1/2 4 3/4 3/4 4 3/4 4 3/4 8 1/4 7 1/2 3/4 7 1/2 7 1/2 7 6 1/4 3/4 P-2 51 15 water added 12114 9 1 /4 3 15 9 1/4 7 1/2 1 3/4 7 1/2 6 1 1/2 6 5 1 5 4 1 12 1 /4 10 1/2 1 3/4 10 112 9 1/2 1 9 1/2 8 1/2 1 P-3 46 15 water added 12 1 /4 8 1 /2 3 3/4 1 9 8 1 /2 6 2 1 /2 6 4 2 11 3/4 9 3/4 2 9 314 7 314 2 7 3/4 6 1 3/4 6 4 1/4 1 3/4 4 1/4 1 2 1/2 1 1 3/4 Note: Percolation test holes were presoaked June 28, 1999. Percolation test were conducted on June 29, 1999. The average percolation rates were based on the last two readings of each test. 1 i i Y-- A 4 �LA ;1 I I� ,a 1 k 6,1 - SYa 3 fws ... 3-7 ;j i Ir ISDS Permit # Od" 9l Date ISDS Final Inspection Completeness Form Tank is gal. Tank Material ��-• rre, ✓ Tank is located a7' ft. and / a degrees from off' (permanent landmark) a Tank is located .21-350 ft. and degrees from (permanent landmark) ✓. Tank set level. 2 Tank lids within 8" of finished grade. Size of field jjjj f/t2 units a3 xydineai ft. Technologyc),tFvr- Cleanout is installed in between tank and house(+ 1/100ft). There is a "T" that goes down 14 inches in the inlet and outlet of the tank. ✓ Inlet and outlet is sealed with tar tape, rubber gasket etc. Zank has two compartments with the larger compartment closest to the house. ✓Measure'distance and relative direction to field. ✓Depth of field- a ✓Soil interface' raked.'' caabd ru� Se2 car—�7�`�' ✓Inspection portals at the end of each trench.. ✓Proper distance to setbacks. Chambers properly installed as per manufacturers specifications. (Chambers latched, endplates properly installed, rocks femoved from trenches, etc.) Type of pipe used for building sewer leach field A/"M Other Inspection meets requirements. Copy form to installer's file if recommendations for improvement were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 Tank 50 10 5 10 50 10 10 EAGLE --COUNTY ENV. HEALTH P.O. BOX 179 EAGLE, CO 81631 PRODUCT 204-1 (Slnple Sheets) 2r&1(Padded) ®o Inc., Gro o , Masse. 01471. To Order PHONE TOLL FREE 1-IM2254361 IF SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE ever c 1902-99 Tax# 2391-272-04-003 Lot #5, Filing 1, RAMBERG JOB NAME . Aspen Mesa Estates 0042 Sierra Vista. Basalt JOB NO.hp— 1c)—k qc�—' nR r ncertnN BILL TO DATE S ARTED DATE COMPLETED DATE BILLED q9 c� p ffP `��fi — ice 7 tar 01 Zz- 9 9 fe i S Y-A-- / Z TI z o-&j0Y a\- alLe �I/l G� 3 r ✓I / Gt S- �fZ,Sf �'l S 3 `71A.� h l O l If //? ' .. t t� z° JOB COST SUMMARY TOTAL SELLING PRICE z grow, CIO TOTAL MATERIAL 7 I -U TOTAL LABOR Z poU-) �ls INSURANCE 1 s 31 o \ c�' SALES TAX 0 M ISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 277 P�- JOB FOLDER Printed in U.S.A. I IL V1lip _av 416 xr� }rs��--^-. �3 g