HomeMy WebLinkAbout805 Andorra Rd - 210701303016 - 1315-94ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 Telephone: 328-8755 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1315 Please call for final inspection before covering any portion of installed system. OWNER: Jeanine & Lee Rimel PHONE: 926-3505 MAILING ADDRESS: 3236 Katsos Ranch Rd. City: Vail stx.: C0 zip: 81657 APPLICANT: SAA PHONE: SYSTEM LOCATION: 0805 Andorra Rd., Cordillera TAX PARCEL NUMBER: 2107-013--03-016 LICENSED INSTALLER: Graef Construction LICENSE NO: 14-94 DESIGN ENGINEER OF SYSTEM: high Country Engineering INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1250 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 986 SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: Install 27 inf-iltrator units as per engineer's design. *'Use a T as opposed to a distribution box. Install inspection portals at the end of each trench. ENVIRONMENTAL HEALTH APPROVAL: DATE:/GtiJ�r 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 AND CAUSE FOR 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: 986 SQUARE FEET. INSTALLED SEPTIC TANK: 1250 GALLON DEGREES FEET FROM SEPTIC TANK ACCESS TO WITHIN 8" OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY __X_ YES —NO COMPLIANCE WITH COUNTY / STATE REQUIREMENTS: X YES —NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED. COMMENTS: f ENVIRONMENTAL HEALTH APPROVAL: DATE: ENVIRONMENTAL HEALTH APPROVAL: DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: OWNER: PERMIT FEE PERCOLATION TEST FEE RECEIPT # CHECK # Incomplete Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # Building Permit # APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (Basalt) ************************************************************************** * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" ************************************************************************** PROPERTY OWNER: MAILING ADDRESS:,:�5`?PHONE : W/ APPLICANT/CONTACT PERSON: PHONE: LICENSED SYSTEMS CONTRACTOR: ��i— ��irJS�z-��i7z�.r/ PHONE: 4e%S'-SW/ COMPANY/DBA: ADDRESS: *************************************************************************** PERMIT APPLICATION IS FOR: (t<NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: ZOE Tax Parcel Number: a107- O/3.— ©'ate— 0/4 Lot Size: Physical Address: e��5 �,y,� �- ITS BUILDIN TYPE: (Check applicable category) (Residential/Single Family Number of Bedrooms It ( ) Residential/Multi-Family* Number of Bedrooms ( ) Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well ( ) Spring ( ) Sur ace (e) Public Name of Supplier: e-ra?i+ *These systems e i a Registered Professional Engineer SIGNATURE: Date: AMOUNT PAID: I i RECEIPT DATE: CHECK k 09-) CASHIER: =yaa� COMMUNITY DEVLOPMENT DEPARTMENT (303)328-8730 EAGLE COUNTY, COLORADO July 5, 1994 Lee and Jeanine Rimel 3236 Katsos Ranch Rd Vail, CO 81657 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 RE: Final of ISDS Permit No. 1315-94 Parcel #2107-013-03-016 Property located.at: 0805 Andorra Rd. Cordillera Dear Mr. Gawyrs 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 dwelling 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 328-8755. Sincerely, �-4 annon Garton Environmental Health Specialist ENCL: Information Brochure Final ISDS Permit cc: files COMMUNITY DEVLOPMENT DEPARTMENT (303)328-8730 DATE: TO: EAGLE COUNTY, COLORADO March 23, 1994 Graef Construciton Environmental Health Division 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 RE: Issuance of Individual Sewage Disposal System Permit No.1315, Tax Parcel # 2107-013-03-016 Property Located at: 0805 Andorra Rd.,Cordillera Enclosed is your ISDS Permit No. 1315 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. Please call our office well in advance for the final inspection. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. 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 Tania M. Busch -Weak at 328-8755. 4 cc: files q6J� July 1, 1994 Eagle County Environmental Health Department P. O. Box 179 Eagle, CO 81631 Attn: Ray Merry RE: Lot 58, Filing Three, Cordillera Subdivision, Rimel Residence, ISDS HCE File # 94004.07 Dear Ray: On June 29, 1993, HCE personnel observed the visible construction of the individual sewage disposal system located at the above noted location, in Eagle County, Colorado. The top of the septic tank which was of precast concrete, was visible. The absorption trenches were constructed and the infiltrator units visible. We believe that the construction conforms with the intent of the design, and recommend its acceptance. If you have any further questions please contact us. Sincerely, HIGH COUNTRY ENGINEERING, INC. Timo by P. Beck, P.E. Princ pal Engineer TPB: mkc cc: Kevin, Cordillera Construction 923 Cooper Avenue • Glenwood Springs, CO 81601 Telephone:303-945-8676 • FAX:303-945-2555 7- r. ® r& �,�% MAR 151994 ems. L., GLE COUNTY COMMUNITY DEVELOPMENT COMPLETE ENGINEERING SERVICES, INC. SUBSURFACE INVESTIGATION AND ENGINEERING ANALYSIS PROPOSED SINGLE FAMILY RESIDENCE Lot 58, Filing 3, Cordillera Subdivision Eagle County, Colorado Prepared For: Jeannine & C. Lee Rimel Project No. 93-2304 March 24, 1993 912 TWELFTH STREET • GOLDEN, COLORADO 80401 9 (303) 279-6418 • FAX: 279-6350 TABLE OF CONTENTS SCOPE..........................................................1 PROPOSED_CONSTRUCTION AND SITE CONDITIONS ......................1 SUBSURFACE CONDITIONS........... .......2 FOUNDATION -RECOMMENDATIONS .............. .....................4 INTERIOR FLOOR SLAB CONSTRUCTION...............................4 DRAINSYSTEMS..................................................5 FOUNDATION BACKFILL............................................6 LAWN AND LANDSCAPE IRRIGATION..................................6 PERCOLATION TESTING ............................ ..........:....7 INSPECTION AND CONSULTATION.....................................7 FIGURES TEST HOLE LOCATION PLAN ............... .................Figure 1 TEST HOLE LOGS.................................................2 SWELL -CONSOLIDATION TEST RESULTS...............................3 DRAINSYSTEM DETAIL............................................4 TABLES PERCOLATION TEST RESULTS.................................Table 1 w SCOPE A geotechnical and geological engineering investigation was conducted at the site of a proposed single family residence to be constructed in Lot 58, Filing 3, Cordillera Subdivision, Eagle County, Colorado. The investigation was conducted to determine the best type of foundation system for the structure. Recommendations for design and construction based on soil and groundwater conditions have also been given. Information contained herein is based on a field and laboratory investigation and experience with similar projects. PROPOSED CONSTRUCTION AND SITE CONDITIONS The structure will be a one to two .story single family residence with a full depth or walk -out basement. A wood frame, wood. or masonry veneer superstructure will be supported by a reinforced concrete foundation. The site is currently vacant and is located within a partially developed portion of the subdivision on a gently sloping, southwest facing hillside. Vegetation within the proposed construction area consists of sage brush, juniper trees, sparse brush, native grasses and other ground cover plants.. There has been no significant disturbance of the surface within recent history. There are no apparent geologic hazards which may effect the proposed construction. WM PROJECT NO. 93-2304 March 24, 1993 Page 2 SUBSURFACE CONDITIONS Subsurface conditions were investigated by drilling two foundation design test holes within the approximate building area and one soil profile hole and three percolation test holes in the anticipated absorption bed (leach field) area. Test hole locations are shown in Figure 1, Test Hole Location Plan. Foundation design test holes were drilled to a depth of 20 feet and samples were taken at various intervals based on soils encountered and anticipated foundation bearing depths. The soil profile hole was drilled to a depth of ten feet and auger cuttings were logged. Lithologic logs of test holes are presented in Figure 2, Test Hole Logs. 'Standard Penetration testing was conducted to obtain relatively undisturbed samples and determine relative density/hardness of subsurface strata. Samples were taken at various intervals based on anticipated foundation bearing depths and subsurface conditions Results of standard penetration tests are shown in Figure 2. Soil thickness ranged from twelve to fifteen feet in the test holes. Soil has been derived from slope wash, landslides and in - situ weathering of underlying rock and contains fragments of unweathered shale and sandstone. It is generally a very silty, slightly to moderately clayey, very fine grained, loose to medium dense, brown sand and sandy clay. The top two to three feet contains low to moderate amounts of organic material. Much of the soil is a landslide deposit. The landslide is relatively old and there is no indication of current slope movement or potential for future landslides. PROJECT NO. 93-2304 March 24, 1993 Page 3 Underlying the soil is reddish -brown to gray to tan, thin to very. thin bedded shale, mudstone and sandstone of the Eagle Valley Formation. Bedrock contains random lenses and beds of light .brown dolomite. No significant dolomite beds were encountered in test borings. Most rock within the depth investigated is slightly weathered to unweathered, medium hard, and poorly cemented. Dolomite beds are very well cemented and very hard and may be "encountered during foundation excavation. Silty sands may have moderate to high consolidation potential. No samples were obtained for testing, however, experience in the vicinity and with similar soils indicates significant settlement may occur if soils become saturated. Surface and subsurface drainage design is critical to prevent saturation of foundation support soils. Two samples of clay from TH-1 at four feet and TH-2 at nine feet was tested to determine swell -consolidation potential. Results of these tests are presented in Figure 3. Testing indicated the clay has no swell potential. The samples did not swell when saturated and loaded with a 1000 psf surcharge. The samples consolidated a maximum of 0.5 percent. No groundwater was encountered during the drilling operations or when checked 24 hours later. Due to the geologic and topographic location of the site, it is unlikely that a shallow groundwater table will exist below the site in the foreseeable future. Minor perched water tables may exist during periods of excess precipi- tation and surface water inflow. PROJECT NO. 93-2304 March 24, 1993 Page 4 FOUNDATION RECOMMENDATIONS Based on the soils encountered and experience with similar sub- surface conditions, the structure should be placed on conventional spread footings designed for a maximum contact pressure of 1500 psf. Contact pressure should be calculated using full dead load plus full live load. Footings should be proportioned as much as possible to provide even loading and help prevent differential settlement. Allowable contact pressures have been calculated assuming founda- tions will be placed a minimum of three feet below the existing ground surface andwill be backfilled on'one side only. Footings should be constructed on undisturbed natural soils or bedrock which are smooth, even and free of large rocks or debris. Footings should not be constructed on frozen or saturated mater- ials. Foundation walls should be designed to withstand a minimum lateral earth pressure equal to an equivalent fluid pressure of 30 pounds per cubic foot per foot of depth. An equivalent fluid pressure of 245 pound per cubic foot per foot of depth can be used for passive soil resistance. INTERIOR FLOOR SLAB CONSTRUCTION The builder should be aware that concrete floor slabs plap-ed on any soil or bedrock may move if support materials become wet. The only absolute means of preventing slab movement is construction of a suspended floor over crawl space. PROJECT NO. 93-2304 March 24, 1993 Page, 5 Potential for significant movement from materials present is minimal. If some risk of movement can be tolerated, the following procedures should be implemented to prolong slab life and promote better slab performance: 1. Soils should not be compacted more than necessary to allow excavation. The bottom surface of the excavation should be thoroughly wetted 24 hours prior to slab placement. 2. Concrete slabs should be reinforced with steel mesh and should be separated from all bearing members and utilities to allow independent movement ( i.e., a "floating slab"). 3. Joints should be scored in the slab at maximum 200 square foot areas. 4. A minimum void space of two inches should be constructed above or below any non -bearing partition walls placed on the slab. In finished areas, any furring strips, dry wall, paneling, etc. should stop a minimum of two inches above the floor slab. 5. If hot water heating is used, the piping should not be placed under the floor slab. If forced air heating is used, a flexible connection should be utilized to allow some movement between the furnace and the heating ducts. 6. Foundation drain -systems and landscaping should be completed in strict compliance with recommendations outlined herein to help prevent wetting of slab support soils. DRAIN SYSTEMS Due to the presence of potentially unstable soils at foundation and slab bearing depths and the potential for excessive surface water inflow, a drain system should be constructed around the exterior foundation perimeter. The drain system should be_ constructedin accordance with the details shown in Figure 4 and should be graded to a sump pit within 'he basement area or a gravity outfall. If PROJECT NO. 93-2304 March 24, 1993 Page 6 a sump is used, it should be fitted with an automatic pump to discharge water a minimum of ten feet from the foundation. Particular attention should be given to placing polyethylene along the bottom of the drain and up the foundation wall and to proper grading of drain pipe. Improper grading, such as high or low spots in the drain pipe, could lead to drain failure and over wetting of foundation bearing soils resulting in damage to the foundation and superstructure. - FOUNDATION BACKFILL Backfill placed against foundation walls should be free of trash and fragments of rock over six inches in* maximum diameter, moistened, and compacted to a minimum of 85 percent of modified Proctor density. Controlled puddling should not be used. - Foundation walls should be a minimum of seven days old prior to backfilling. All walls over 4.0 feet high should have floor systems in place or be well braced to prevent damage from lateral pressure. The area surrounding foundation walls should have a positive slope away from the walls. A one foot drop in elevation for the first ten feet away from A%ralls in recommended. The owner should periodically inspect the'surface around the foundation to locate and correct grading problems which may due to settlement of foundation backfill. LAWN AND LANDSCAPE IRRIGATION Due to the unstable nature of soils when they are saturated, lawn and landscaping irrigation should be controlled as much as possible PROJECT NO. 93-2304 March 24, 1993 Page 7 to prevent additional wetting of subsoils. If a sprinkling system is installed, heads should be placed so that spray does not fall within five feet of foundation walls. Decorative landscaping, such as rock and/or bark should be used in areas directly adjacent to foundation walls. Shrubbery planted within five feet of foundation walls should be hand watered and this watering should be minimized. Downspouts and sill cocks should not be allowed to discharge directly onto the ground surface. Splash blocks and/or downspout extensions should be used wherever possible to discharge water beyond the limits of foundation backfill where backfill soils are not covered by pavement and/or sidewalks. _ PERCOLATION TESTING Three percolation tests were conducted in the vicinity of the proposed personal sewage disposal system absorption bed in locations shown on Figure 1. Tests were conducted in compliance with Eagle County Health Department regulations. Results are presented in Table 1. Tests indicate soils have an average percolation rate of 27 minutes per inch. Based on this value and the soil profile determined,. installation of a standard absorption bed should be possible. The system does not require design by a licensed Professional Engineer. INSPECTION AND CONSULTATION In any subsurface investigation it is necessary to assume condi- tions encountered in the field investigation are representative of M PROJECT NO. 93-2304 March 24, 1993 Page 8 the site. However, there are occasions where actual conditions differ from those encountered during the field investigation. Subsurface conditions should be verified through visual inspection of the foundation excavation by a representative of this office prior to foundation construction. Footing construction, reinforcing steel placement and drain system construction should - also -be inspected to insure compliance with these recommendations._ I am available to discuss the contents of this report with you. Please contact me if you have questions or when further consulta- tion or inspections are required. Complete Engineering Services, Inc., Edward D. Ford, P.E. TEST HOLE LOCATION PLAN LOT 58, FILING 3 CORDILLERA SUBDIVISION EAGLE COUNTY, COLORADO j � •I � I • TH-2 t �1 I • TH-1 I % I 0 0 0 O PR-1 / I / EXPLANATION • TH-1 FOUNDATION DESIGN TEST HOLE Test holes were located using taping and map O P-1 PERCOLATION TEST HOLE 0 75 �� measurement. Locations should be considered 0 PR-1 SOIL PROFILE TEST HOLE accurate only to the degree implied by the method used. SCALE: 1" — 150' PROJECT N0. =,.+ 93-2304 ._.I COMPLETE ENGINEERING SERVICES FIGURE 1 /������� l����� LOGS ������ �������� |H-1 TH-2 o_~=_� . m PR-1 o SAND; very fine grained, silty, doyey, medium dense, slightly moist, light brown, (SM). SAND; fine grained, very clayey, w/bedrock fragments, landslide deposit, L�] medium dense, slightly moist, brown, (SC-CU. ��0 SANDSTONE/�LAYSTUNE� interbedded mudshonesond sandstone, hard to very hood, slightly moist to dry, gray -red bn-alive-Lon. Indicates location of standard penetration test. Indicates 13 13/12 blows with o 140 pound hammer falling 30 inches were required - ~-~ to drive o 2.5^ diameter yonop|er 12 inches. S-C Indicates sample tested for swell -consolidation potential. ��o/1z Indicates location of sample tested for classification parameters. � u~ 34 ILL Liquid UnniL p/ ~ 17 P1 Plasticity Index CL CL = Unified Classification ` -~--- Indicates approximate location of boundary between |ithulogio un/Lu' T,ons|tk,o may be gradual. . rc PROJECT yJO' 90-23O4 COMPLETE ENGINEERING SERVICES FIGURE 2 SWELL -CONSOLIDATION TEST RESULTS MOISTURE CONTENT: 12.1 % UNIT DRY WEIGHT: 102.6 PCF DESCRIPTION: CLAY, SILTY, LT BRN FROM: TH-1 AT 4 FEET UNDER CONSTANT URE DUE TO WETTING APPLIED PRESSURE (ksf) V 100 MOISTURE CONTENT: 12.9 % UNIT DRY WEIGHT-.-107.4 PCF DESCRIPTION: CLAY, SANDY, LT BRN- i CONSOL UNDER CONSTANT PRESSURE DUE TO WETTING N - tV ,00 APPLIED PRESSURE (ksi) PROJECT NO. 03-2304 '-_._/ COMPLETE ENGINEERING SERVICES FIGURE 3 DRAIN SYSTEM DETAIL CONVENTIONAL SPREAD FOOTING FOUNDATION FOUNDATION WALL 3/4" EXPANSION JOINT CONCRETE FLOOR SLAB FINAL GRADE COVER VATH +5 MILL PLASTIC AND DECORATIVE GRAVEL 10 FOUNDATION EXCAVATION L- BACKFILL -7 + 5 MIL POLYETHYLENE GLUED TO WALL AND EXTENDED ALONG BOTTOM OF EXCAVATION MIRAFI 140N FILTER FABRIC OR EQUIV. MINIMUM 8" CLEAN GRAVEL-: Y\,,,-,- (MINUS 3/4") 45 DEG. MAX 3" DIAMETER PERFORATED PIPE MINIMUM SLOPE 1/8" PER FOOT. DISCHARGE TO SUMP WITH AUTOMATIC PUMP OR GRAVITY OUTFALL. q 4y TABLE 1 PERCOLATION TEST RESULTS PROJECT NO. 93-2304 DATE: _03/13/93 TECHNICIAN JBS TEST HOLE NO. 1 TOTAL DEPTH 4.0 FT DEPTH TO WATER _2.5 FT READING CHANGE IN ELAPSED PERCOLATION TIME (in) DEPTH (in) TIME (min) RATE (min/in) 7:30 25.2 8:00 24.1 1.1 30 27.3 8:30 23.1 1.0 30 30.0 9:00 21.9 1.2 30 25.0 9:30 20.7 1.2 30 25.0 10:00 19.2 1.5 30 20.0 10 30 17.9 1.3 30 23.1* TEST HOLE NO. 2 TOTAL DEPTH 4.0 FT DEPTH TO WATER _2.5 FT READING CHANGE IN ELAPSED PERCOLATION TIME (in) DEPTH (in) T[ME (min) RATE (min/in) 7:30 26.1 8:00 25.1 1.0 30 30.0 8:30 24.2 0.9 30 33.3 9:00 23.1 1.1 30 27.3 9:30 21.9 1.2 30 25.0 10:00 20.7 1.2 30 25.0 10:30 19.5 1.2 30 25.0* TEST HOLE NO. 3 TOTAL DEPTH 4.0 FT DEPTH TO WATER _2.5 FT TIME READING CHANGE I ELAPSED PERCOLATION (in) DEPTH (in) TIME (min) RATE (min/in) 7:30 26.6 - _ 8:00 24.9 1.7 30 17.6 8:30 23.8 1.1 30 27.3 9:00 22.6 1.2 30 25.0 9:30 21.7 0.9 30 33.3 10:00 20.8 0.9 30 33.3 10:30 19.0 0.9 30 33.3* 19 * Indicates value used to calculate average percolation rate. AVERAGE PERCOLATION RATE = 27.1 MINUTES PER INCH 1315-94 Parcel #2107-013-03-016 JOB NAME. Lot 58 Cordillera F3 RIMEL 805 Andorra Rd. JOB. NO. inn i nr A-nn. BILL TO DATE STARTED DATE COMPLETED DATE BILLED IZG ' aQ ` JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS %, OF SELLING PRICE NET PROFIT I L001 JOB FOLDER Product 278 r p NEW ENGLAN.D BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER d Printed in U.S,A. __ __ _ _ _ _ _ _ _ v _ _ _ _ ___ _ _ _ _ . __ _ __ ___ _ __ .. - - . F. _ - - - - - - - ;. __ . _ s _ ,- - _- _ - __ _r - _ r �- _ _ _