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HomeMy WebLinkAbout934 Gypsum Creek Rd - 211108200012INDIVIDUAL 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. Please call for final inspection before covering any portion of installed system. PERMIT NO. 1307 OWNER: The Church of Jeasus Christ of Latter Day Saints PHONE: 524-9353 MAILINGADDRESS: P.O. Box 354 city. Gypsum State: CO ZIP: 81637 APPLICANT:Glen Palmer / Alpine Engineering PHONE: 926-3373 SYSTEM LOCATION: 943 Gypsum Ck. Rd., Gypsum TAX PARCEL NUMBER: 2111-082-00-012 LICENSED INSTALLER:_ Ford Excavating, Dave Ford LICENSE NO: 07-94 DESIGN ENGINEER OF SYSTEM: Alpine Engineer INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 2000 gallons 2900 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: 1188 SQUARE FEET OF SEEPAGE BED -195-3 SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS:_ _Install Sytem as per engineer's REVISED drawings Of #901; 4/12/94 ENVIRONMENTAL HEALTH CONDITIONS: DATE: 1. ALL INSTALLATIONS MUST dSMPLY 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: SQUARE FEET. INSTALLED SEPTIC TANK: 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: Engineer submitted a letter ind•c -: a- . L----- -- . ENVIRONMENTAL HEALTH APPROVAL: ENVIRONMENTAL HEALTH APPROVAL: APPLICANT / AGENT: PERMIT PERCOLATION TEST FEE (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS OWNER: RECEIPT # CHECK# f 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.C, PROPERTY OWNER: The Church of Jesus Christ of Latter Dav Saints MAILING ADDRESS: Box 354, Gypsum CO 81637 PHONE: 524-9353 Glenn APPLICANT/CONTACT PERSON: Alpine Engineering_ Palmer PHONE: 926-3373 LICENSED SYSTEMS CONTRACTOR: To be bid ADDRESS: PHONE: ************************************************************************** PERMIT APPLICATION IS FOR: (X) NEW INSTALLATION (X) ALTERATION ( ) REPAI LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: Tract 78 T 5S R85W 6th P.M. Parcel Number: 2111-082-00-012 (#23685) Lot size: 3.205 Physical Address:- 943 Gypsum Creek Road BUILDING TYPE: (Check applicable category) ( ) Residential / Single Family Number of Bedrooms ( ) Residential / Multi -Family* Number of Bedrooms (X) Commercial / Industrial* Type Chijrrh TYPE OF WATER SUPPLY: Well( ) Spring ( ) Surface ( ) Public (X) Name of Supplier: Town of Gypsum *These systems require design by a Registered Professional Engineer NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" SIGNATURE: C��10�,�. ��` -v AjE DATE: Al09129y /yy AMOUNT PAID:" x� RECEIPT, I I I DATE: CHECK # LA CASHIER: r CHURCH OF JESUS CHRIST OF LATTER DAY SAINTS GYPSUM, COLORADO Revised January 11, 1994 SEPTIC SYSTEM DESIGN Prepared by: Alpine Engineering, Inc. P.O. Box 97 Edwards, CO 81632 INTRODUCTION An existing LDS church is located south of Gypsum on the east side of Gypsum Creek Road. The church is being expanded as discussed in this report. An existing septic system located for the building consisted of a single tank septic tank with approximately 1000 gallons of capacity. It is not known how the effluent was discharged, except that it was subsurface disposal. No water meter exists for the water service, so that predicted water use cannot be compared to actual previous use. The site slopes gently to the east. An irrigation ditch is located off -site, on the west side of Gypsum Creek Road. A steep, high slope drops down to the west towards Gypsum Creek which apparently prevents the irrigation ditch from significantly affecting the groundwater table at the church site. 1 PROPOSED SEPTIC SYSTEM CONSTRUCTION An existing sewer service to the church is made of clay pipe. The clay pipe is to be removed and replaced with a schedule 40 PVC pipe. The existing sewer service is 4.5' deep at the building. The new septic tank is to be located closer to Gypsum Creek Road where the new sewer services from the building addition can be connected to the tank. Running the sewer service at 2% minimum slope from the building sets the flowline of the septic tank at approximately 4.5' deep. A dosing chamber, is proposed to pump effluent up to an elevation that is within 2-3' of the ground surface, as required by Eagle County, to discharge effluent in soil layers where more oxygen is present. The existing septic tank is to be filled with sand or dirt. per Eagle County requirements, and remain in place. The septic tank was pumped in October of 1993. �.s FLOW QUANTITY It is understood that three services are held on Sunday mornings between the hours of 9 a.m. and 1 p.m. The current attendance for the services is approximately 100 people total. Once a month.a potluck dinner is held after the Sunday service (with no cooking and little clean up). For these calculations, this attendance and the new church seating capacity is used for peak flow calculations. On weekdays, the church is occupied everyday for a one hour seminar from 6:30 a.m. to 7:30 a.m. with the estimated attendance to be about 50 people. Every Tuesday evening there is a Boy Scout meeting and one Tuesday out of the month, a ladies group meets. On Wednesday evening a group of about 15 youths meet in the church. Besides these times the church is unoccupied. Sunday 1. Capacity of church 9 pews @ 15' = 135' 18 pews @ 8' = 144' 279' 279' / 18" per person = 186 persons 2. Flow Quantity From Eagle Co. Rules and Regulations Churches (not incl. food) Food Service (with paper service) From Wastewater Eng.. Design Churches (worship only) Churches (Sunday school) Churches (social events - meals) E 5 gal/seat/day 3 gal/meal 1 gal/seat/day 2 gal/seat/day 5 gal/seat/day A. Full church capacity of 186: 186 seats * 5 gal/seat/day = 930 GPD Assume 100 people attend potluck dinner: 100 meals * 3 gal/meal = 300 GPD Total = 1230 GPD, B. 186 people attend church for 4 hours (9am-lpm) Estimated 1 flush per person for 4 hour period: 186 persons * 1 flush/pers * 5 gal/flush = 930 GPD 100 meals * 3 gal/meal = 300 GPD Total = 1230 GPD C.. (Values from WW Eng Design) 186 people attend 3 worship services 186 seats * 1 gal/seat/sery * 3 services = 558 GPD 100 meals * 5 gal/meal = 500 GPD Total = 1058 GPD Weekday Flow 1. Tuesday peak flow calculations 1 hr seminar 50 pers * 1 flush * 5 gal/flush = 250 GPD Boy Scouts 15 pers * 5 gal/pers = 75 GPD Lady's meeting 15 pers * 5 gal/pers = 75 GPD Total = 400 GPD 2. Wednesday peak flow calculations 1 hr seminar = 250 GPD Youth meeting 15 pers * 5 gal/pers = 75 GPD Total = 325 GPD Peak Flow The peak flow for the church is the flow produced on the Sunday in which the pot luck dinner is held. An average flow for this Sunday was found to be 1230 GPD. Maximum flow is considered at 150% of the average flow: 1230 GPD * 1.5 = 1845 GPD USE PEAK FLOW (DESIGN FLOW) = 1845 GPD 3 PERCOLATION TESTS Two sets of three (3) percolation tests were taken at two soil depths. The soil profile hole per Chen -Northern report indicated that soils are more gravelly and contain less fines at a depth of 5 to 7' on the west edge of the property. The percolation tests were run for 1.5 hours to 1.75 hours to verify a continuous percolation'rate. Percolation Test Area 1: (approximately 5.5' to 6' deep) Last 10 minutes of two percolation test per test hole. Tuesday 11/02/93 Hole Time (1) Reading (1) #1 3:35 10.5" #1 4:30 10.0" #2 3:36 8.0" #2 4:31 9.5" #3 3:37 9.25" #3 4:32 8.25" USE 10 MIN/IN Time (2) Reading (2) Mins/in 3:45 12.0" 6.67 4:40 11.0" 10.00 3:46 9.5" 6.67 4:41 10.75" 8.00 3:47 10.75" 6.60 4:42 9.50" 8.00 Average = 7.65 min/inch Area 2: (approximately 3-1/2' to 4' deep) Last 10 minutes of two percolation test per test hole. Tuesday 11/02/93 Hole Time (1) Reading (1) South 4:07 7.5 South 4:37 4.75 Middle 4:09 6.5 Middle 4:39 7.0 North 4:08 7.0 North 4:38 4.5 USE 17 MIN/IN 4 Time (2) Reading (2) Mins/in 4:17 8.0 20.00 4:47 5.5 13.33 4:19 7.25 13.23 4:49 7.50 20.00 4:18 7.5 20.00 4:48 5.25 13.33 Average = 16.67 min/in SOIL PROFILE HOLE A soil profile hole was dug directly north of the proposed absorption trench area, to a depth of approximately 8'. A sandier soil layer was located at approximately 5' deep, which corresponds to Chen-Northern's boring 4 (profile hole) per attached report. No evidence of fluctuation ground water table or soil mottling was evident. Chen's bore holes #1 and #2 were taken to a depth of 20, ± and did not encounter any groundwater. Per Chen's report, the soil at 5' deep is classified as sand and gravel, with cobbles, silty, medium dense. Our soil profile hole exposed a few scattered rocks about 3" to 4" in size, and not big enough to really be noted as cobbles. 9 SEPTIC TANK Provide detention for 30 hours. Volume = (30/24)(1845) = 2306.25 gallons. Use 2500 gallon tank ABSORPTION AREA • A = Q/5 To.s ( 1845/5) 28°•5 =(19:5F 50% reduction for infiltrators 976 SF USE • Check with Application Rate A - 1845 GPD = 1537.5 SF 1.2 GPD/SF 50% reduction for infiltrators = 769 SF 4 trenches: 13 units @ 6.25' long = 81.3' long MINIMUM HORIZONTAL DISTANCES, FROM ABSORPTION TRENCH Added length = (1845-1000)/100 * 8' = 67.6, add 68' Spring, wells D = 100 + 68 = 168' (no springs or wells onsite) Lake, water course or stream D = 50 + 68 = 118' (none) Dry gulch D = 25 + 68 = 93, (none) 186 seats * .03 lbs/seat/day = 5.58 lbs 100 meals * .03 lbs/meal served = 3.00 lbs Total = 8.58 lbs DOSING 1500 GPD/4 times per day = 375 gallons The dosing chamber will pump the effluent to an elevation that is 2 to 3' deep below ground, as required by Eagle County. Precautions should be taken to keep piping from freezing. The pressure pipes from the pumps are to drain back to the dosing chamber. 0 PUMP DESIGN CRITERIA The pump supplier is to provide pump curve information for the specific pump to be used. PIPE SIZING AND PERFORATIONS TO BE VERIFIED UPON RECEIPT AND REVIEW OF PUMP INFORMATION. Engineer is also to review pump on/off elevations, alternating pump controls, alarms, etc. CRITERIA 12.5 GPM maximum, 9 GPM minimum NO CHECK VALVE 95-87.5 = 7.5' vertical head 2" PVC @ 80' = 1 PSI friction loss Pump approximately 375 gallons = 375/12Cminute run time (Approximately 13 gallons is to drain back to the dosing chamber to prevent pipe freeze. No check valve is to be provided, to allow for backflow, so that both pumps will need a separate pipe to run to the distribution box). 2" pVG .b1sr21iunoti L►NC C To INFILn2, r-nR�: s V�LOCI T`j w,n410 6-^cR f�is�'Li(��11oNLtr�� Gi CZ„ L l uj S e ; TT 2 4 A_ Tr (4)= , 0 97Z s t= �= VA V QUA = `+4q , O97Z . 32 ors m \i E LOC I r/ irf-V 114VLE S .25 Z / 2 63 L4,ole-. e Y4" PiA "L--TEi _ (3 67) 1 12 02 15 SF A` = 441 . aZI l , Zdl FP5 Z �3Z,2� ►z) 2.3Z F=PS (I"OF WA->"t2 itt w � of �n� t P1 S w►'f L VsF+ wAT tuT of I+n- S AT 2.3Z F P S 1PUM 19 Cf D �.� G-� rta 7}► C syST� M 5o tau �P t vouT' Dve-2- 'f'IZE�suer�t pI5r-, L«ES / ¢,3L) - T'�"le,&- AelF I% Lv L--WO(Jb f+ "LES -rTfa -t` ALL E- V LIES wr UL� b 15T?► f�vrl�- ��F Lv ►- To A$so� nor.+ �rvc�c s. CA-PAc rry or- vtot-IFS W �r�-� i'` ►+t�D. Q c C-v Y2'3Z)(,oZIS) = iO3 t [ CFS ` Q - CV � =le $)�3,L ��oZ►S�= ZS Gt=S ItOG6- SP,ct�fi6,— �v3 #ICES 1(4 x 8! ) — 114OL-E pE12 5 r-EET vovIde aad 1 4ia,^C,.A 3 �odes a-n tooVr tm -6 o-II ow 4-v 4Va1*(i1 . f 0Du t e E 3 (-ems /z" PIA -tic CK 1Z:P of F-Ac14 01 FET" OIL '°IPE Fa- 4�o SlrLz Z lt:,L)Mps j2U►)fjlQ l u J N N M m .II I. z// z O 43 Q I �1 N N U IUt 4 J i t}1 fZ m o V > _m o �} L . c 1�' m i a L� N 2 3 N m ce W m C o a N m C 0 3� c to c.� >- _ ., cc Y m i ,03 o L 7i E c a� a¢ oCL �Y E _ u o c C d co U U w m 6. _ LU -_ ti. U `. 3I L I > ? U to � � J' cn J' S 0I r E c -- ► o �I I S Q; crn I o rj U i _ti I CD c m i c ' 329 - 1 vi i to = iA '" O j FLL 6� `)t z U' li; 2, Q ? y�'� t�. yVF Opp O IL , IIL ny�, ZZ 3 V 1~ IN IL i DL W Ni A' L- Q v. 13 u�' r. all U 13N s Q o Da_ o Oct. _3 '9-3 tt:25 V" Patsy's SecrQtartel TEL t-?Q3- 74-fbW- P. 2 APPROXIMATE SCALE I = 40 LEGEND. • EXPLORATORY 8OR(NG Q PERCOLATICU TEST BORING BORING 2 • BORING 3 • PROPOSED PARKING LOT EXISTING PARKING LOT BENCH MARK i FIN. FLOOR EXISTING BUILDWG; ELEV= 100. 0 ', ASSUMED. ` — — — -t 1 1 PROPOSED ADDITION EXISTING BUILDING I 1 BORING I • EXISTING PARKING LOT BORING 4 PQ P GYPSUM CREEK ROAD 4 199 92 EWfi*Nonhem,Inc lLocATLjobi OF EXPLORATORY SORINGS � 1 001-ifir ' 8ori uy 2 Bori ng 3 Elev. = 6.3' . CI,-v. = 96.6' tlev. = 97.9` PraCased Floor Level 100 100 18/12 - WC=14 Im=98 28112 -200=4310/12 95 95 = WC=6 WC=16 DD=105 pD=106 7/12 WC=11 7112 12/12 -200=76 LL=26 DD=93 WC=10 PI=11 -200=54 DD=96 90 90 -200=77 a, WC=3 30/6v 60/5 +4-54 a_ C o -200=15 85 +� 85 0 a m � O W W 31/12 44/12 80 .: 14/12 • 49; 12 WC=7 Da=99 -200=22 75 75 Note; Explanation of symbol, presented on Fig. 4. ek"i c-'atsy" s orretarial i r-L L'- M.3 - 3'4 -85Bi P. 4 Boring 4 0-1 f (Prof 4,!e bole) A �4J12 ar m E LM 39/12 L 1Q P-Z P-3 A, a 5 ' a Note: Explanation of symbols presented on Fig_ 4. 4 199 92 �noNort em,im i cgs of Exploratory Borings- g, 3 Septic Field OCT-13-1%- 3 10:55 P.04 ct. 13 '93 11:1 :OM Patty': .-wcrotnrtnl TEL a . _ 5 Legend: Fi11; mari,.)laced :ili.y to very silty sand and gravel, possible cobbles, 19 m1Xed wiU: Copc,Jii, firm, moi:,L, dark Drown. Topsoil; orgin:: sandy silt, soft, most, dark bro►,n_ Sitt dnil (ML--SM); sandy to very sandy silt occdssiorally grading to very silty sane, clayey, siiyhtly gravelly medium stiff to loc_;e. slightly moist to moist, red -brown. i:d Siind silty, meJiuia dense, incist, red -brown - Sand and ;ravel (SM-GM); with cobbles, silty, medl:un dense, slightly moist, red -brown, angular to subangular rock fragments. Relatively undisturbed drive sample, 2-inch I.D. California liner sdwiple. Drive s:iaple; standard penetration test (SPT), 1-3/8-inch F.D. split spoon sample. AS174 G-1586. 7112 Drive sample blow count; indicates that 7 blows of a 140-pound hammer falling 30 inhses were required to drive the California or SPT sampler 12 inches. Notes: t. Exploratory borings were drilled on February 7 and 26, 1992 with 4-inch diameter continuous flight power auger. - 2. Lucdtions of exploratory barings were measured approximately by taping from features shown on the site plan provided. 3. Elevation; of exploratory borings were measured by instrument .level and refer to the Bench Mark on Figure 1. Boring 4 and percolation holes are drawn to depth n. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundar.es between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling_. Fluctuations in water level may occur with time_ 7. Laboratory ,resting Results: WC = Water Content (%) DO = Dry Density )pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index {x) 4 199 92 1 ChenONorthem,lnc Legend and Notes DCT-13-1993 10: 56 P.O5 CHURCH OF JESUS CHRIST OF LATTER DAY SAINTS GYPSUM, COLORADO Revised January 11, 1994 Revised April 12,1994 SEPTIC SYSTEM DESIGN INTRODUCTION An existing IDS church is located south of Gypsum on the east side of Gypsum Creek Road. The church is being expanded as discussed in this report. An existing septic system located for the building consisted of a single tank septic tank with approximately 1000 gallons of capacity. It is not known how the effluent was discharged, except that it was subsurface disposal. No water meter exists for the water service, so that predicted water use cannot be compared to actual previous use. The site slopes gently to the east. An irrigation ditch is located off -site, on the west side of Gypsum Creek Road. A steep, high slope drops down to the. west towards Gypsum Creek which apparently prevents the irrigation ditch from significantly affecting the groundwater table at the church site. 2 PROPOSED SEPTIC SYSTEM CONSTRUCTION An existing sewer service to the church is made of clay pipe. The clay pipe is to be removed and replaced with a schedule 40 PVC pipe. The existing sewer service is 4.5' deep at the building. The new septic tank is to be located closer to Gypsum Creek Road where the new sewer services from the building addition can be connected to the tank. Running the sewer service at 2% minimum slope from the building sets the flowline of the septic tank at approximately 4.5' deep. The ground surface is to be lowered above the absorption trenches to discharge effluent in soil layers where more oxygen is present. An inlet is to be constructed to drain surface runoff draining to the area lowered above the absorption trenches and is to drain by subsurface discharge. The existing septic tank is to be filled with sand or dirt per Eagle County requirements, and remain in place. The septic tank was pumped in October of 1993. 3 FLOW QUANTITY It is understood that three services are held on Sunday mornings between the hours of 9 a.m. and 1 p.m. The current attendance for the services is approximately 100 people total. Once a month a potluck dinner is held after the Sunday service (with no cooking and little clean up). For these calculations, this attendance and the new church seating capacity is used for peak flow calculations. On weekdays, the church is occupied everyday for a one hour seminar from 6:30 a.m. to 7:30 a.m. with the estimated attendance to be about 50 people. Every Tuesday evening there is a Boy Scout meeting and one Tuesday out of the month, a ladies group meets. On Wednesday evening a group of about 15 youths meet in the church. Besides these times the church is unoccupied. Sunday 1. Capacity of church 9 pews @ 15' = 135' 18 pews @ 8' = 144' 279' 279' / 18" per person = 186 persons 2. Flow Quanji:V From Eagle Co. Rules and Regulations Churches (not incl. food) 5 gal/seat/day Food Service (with paper service) 3 gal/meal From Wastewater Eng. Design Churches (worship only) 1 gal/seat/day Churches (Sunday school) 2 gal/seat/day Churches (social events - meals) 5 gal/seat/day From LDS research, 2.5 gallon/seat/day, based upon 17 buildings studied by the Church. This application proposes to use 3.5 gallons/seat/day. 4 A. Full church capacity of 186: 186 seats * 3.5 gal/seat/day = 651 GPD Assume 100 people attend potluck dinner: 100 meals * 3 gal/meal = 300 GPD Total = 951 GPD B. 186 people attend church for 4 hours (9am-lpm) Estimated 1 flush per 1.5 persons for 4 hour period: 186 persons * 0.70 flush/pers * 5 gal/flush = 651 GPD 100 meals * 3 gal/meal = 300 GPD Total = 951 GPD C. (Values from WW Eng Design) 186 people attend 3 worship services 186 seats * 1 gal/seat/sery * 3 services = 558 GPD 100 meals * 5 gal/meal = 500 GPD Total = 1058 GPD Use 960 GPD Weekday Flow 1. Tuesday peak flow calculations 1 hr seminar 50 pers * 1 flush * 5 gal/flush = 250 GPD Boy Scouts 15 pers * 5 gal/pers = 75 GPD Lady's meeting 15 pers * 5 gal/pers = 75 GPD Total = 400 GPD 2. Wednesday peak flow calculations 1 hr seminar = 250 GPD Youth meeting 15 pers * 5 gal/pers = 75 GPD Total = 325 GPD Peak Flow The peak flow for the church is the flow produced on the Sunday in which the pot luck dinner is held. An average flow for this Sunday was found to be 1000 GPD. Maximum flow is considered at 150% of the average flow: 960 GPD * 1.5 = 1440 GPD USE PEAK FLOW (DESIGN FLOW) 1440 GPD 5 PERCOLATION TESTS Two sets of three (3) percolation tests were taken at two soil depths. The soil profile hole per Chen -Northern report indicated that soils are more gravelly and contain less fines at a depth of 5 to 7' on the west edge of the property. The percolation tests were run for 1.5 hours to 1.75 hours to verify a continuous percolation rate. Percolation Test Area 1: (approximately 5.5' to 6' deep) Last 10 minutes of two percolation test per test hole. Tuesday 11/02/93 Hole Time (1) Reading (1) Time (2) Reading (2) Mins/in # 1 3:35 10.5" 3:45 12.0" 6.67 # 1 4:30 10.0" 4:40 11.0" 10.00 #2 3:36 8.0" 3:46 9.5" 6.67 #2 4:31 9.5" 4:41 10.75" 8.00 #3 3:37 9.25" 3:47 10.75" 6.60 #3 4:32 8.25" 4:42 9.50" 8.00 Average = 7.65 min/inch USE 10 MIN/IN Area 2: (approximately 3-1/2' to 4' deep) Last 10 minutes of two percolation test per test hole. Tuesday 11/02/93 Hole Time (1) Reading (1) Time (2) Reading (2) Mins/in South 4:07 7.5 4:17 8.0 20.00 South 4:37 4.75 4:47 5.5 13.33 Middle 4:09 6.5 4:19 7.25 13.23 Middle 4:39 7.0 4:49 7.50 20.00 North 4:08 7.0 4:18 7.5 20.00 North 4:38 4.5 4:48 5.25 13.33 Average = 16.67 min/in USE 17 MIN/IN 6 SOIL PROFILE HOLE A soil profile hole was dug directly north of the proposed absorption trench area, to a depth of approximately 8'. A sandier soil layer was located at approximately 6' deep, which corresponds to Chen-Northern's boring 4 (profile hole) per attached report. No evidence of fluctuation ground water table or soil mottling was evident. Chen's bore holes # 1 and #2 were taken to a depth of 20' ± and did not encounter any groundwater. Per Chen's report, the soil at 5' deep is classified as sand and gravel, with cobbles, silty, medium dense. Our soil profile hole exposed a few scattered rocks about 3" to 4" in size, and not big enough to really be noted as cobbles. 7 t SEPTIC TANK Provide detention for 30 hours. Volume = (30/24)(1440) = 1875 gallons. Use 2000 gallon tank ABSORPTION AREA (to be placed in lower, higher percolation rate material) • A = Q/5 V-5 _ (1440/5)17" = 1188 SF 50% reduction for infiltrators = 594 SF • Check with Application Rate A - 1440 GPD = 1200 SF 1.2 GPD/SF 50% reduction for infiltrators = 600 SF ...... USE 2 trenches: 16 units @ 6.25' long = 100' long MINIMUM HORIZONTAL DISTANCES, FROM ABSORPTION TRENCH Added length = (1440-1000)/100 * 8' = 35.2, add 36' Spring, wells D = 100 + 36 = 136' (no springs or wells onsite) Lake, water course or stream D = 50 + 36 = 86' (none) Dry gulch D = 25 + 36 = 61' (none) BOD 186 seats * .03 lbs/seat/day = 5.58 lbs 100 meals * .03 lbs/meal served = 3.00 lbs Total = 8.58 lbs DOSING 1440 GPD/4 times per day = 360 gallons Dosing is not proposed because an auto siphon would require lowering the infiltrators an additional foot or more. 8 i,.W1u—aq lUC 14f=LL &JAJ 1A%'JIIUAa%11{V . . •� =v vim. �.� _= __ __ __ '!� S.'•�t L'.[.t�.i• ••�l�tl1 �•.Y. �'�L. :. AiC">. �r}. •�•.. •.'�-�i^r,- .a. ' ..�• ifs .r `.'� ' -CJIMC$ I ILDING DIVISI08 .' .r • .-,TO: Terry D. flaws " F&Dr.: Wile L. Chamberlain . DATE: Jude 4, 1992 StTBJECT: Sf f luen t study • The'ef£lueut study as referenced above was to determine bow much water our standard meetiughouses use per person i per day. At present the State requires that when we sire septic tanks we do it on a 5 gallon per -person per day basis. This appears to -be excessive and sa we decided to $cc if we could determine how much. The following iaforzeatiou was taken from these areas: 1. Bountiful 2. Salt Lake City 3. Sandy- 4. Lehi 5. Ogden 6. Payson The water usage figures were obtained from the various water departments foz the period of October 1931 tbrouah b:arch of 1982, or November through April, depending on wren the meters were read_ Duviao this 6- month period there verz 26 weeks and total usage tjas figured on a weekly basis. There were 17 different buildings included .i,n 'the study and of the 17, 7 were used as Statie Buildings as veil. The occupancy of the buildings varied from 2 Wards to 4 Wards, and the Stake Buildings all had at least 2 Wards in theca and one had 4 Wards. Tvo of the buildings had two {2) meters, one recorded the usage in the building, the other. the useoe outside on landscape. The callous per week figure was converted to a gallons per persca per day figure using the following assumptions: 1_ Hard population 450 2. Stake population 225 3. Building usage per *.peek -.2 days' t:ith these assumptions the followim; numbers were obtained. I MR-15-1994 13:56 Poat law brand P . 01 c 4 TUE 14:22 LDS FAIMMING M N0. BUI 24U I UdV ,. �S •. !'. .+ . �, � �. - •a �'. ' • •ems ..-•+�•• - `� •�+-1 r{`_'*!'•J+.��� - • �F.•-JoJ,.E��.." Iyiw I-IITw •ti •y •r ..: i$" �} - •! +. _ .a �'�. r�{- ��i.Myfw.�!�i�i•:w.I►is.�y�'iJ•{i -fi.7�'9��V-�y i-•+ .: h•. •��.• BUILD19C G L/S„ LOffS/WBSY. GALLOfiS/PERSQNLD 3 V ef-d -III r3 08 - k 2 Wards & Stake 850 .48 2 Wards 1,155 - • _ .64 9 Yards 2.770 - 1.02 3 Wards & Stake 4,655 1.5 4 Wards & Stake 1,270 .47 3 Wards 8,084 2.6 2 Wards & stake 3.600 1.6 3 Wards 692 .39 (Sep. Mater) 3 Wards b Stake 700 .26 (Sep. Meter) 2 Wards 2.462 2.4 3 Wards 2,154 .80 2 Aards & Stake 3„423 1.6 3 Wards & Stake 3.385 1 •1 3 Wards & Stake 86154 2.6 2 Wards 615 .34 3 Wards 2,494 .9Z Average water usage - 1.3ailoasjpersanjday Standard deviatiou - 1.04 It appears to =e that we use coasicerably less than the 5 gallons per person per day vequirement Of the State, and: even a value of 2.5 Sallousjpersoujdaq sppeava to be extreme. Mile L. hanberiain xech&nical Engineer YLc:aig MAR-15-1994 13: 57 P.02 ,`,»,�a `,}. .e. - •.ei�r a"_• •. - .::hie°�:r�:' --- .. _ ''.'!'� - 77`"_ 'DIVISIO CHURCH BUXLDINC ---TO: Terry D. maws - krROr. Mile L. Chamberlain DATE: June 4, 1932 sUBJBGT: Effluent study . The effluent study as referenced above was to determine bow much water our standard meetinghouses use per person per day. At present the State requires that when va size septic tanks we do it on a 5 gallon per -person per day basis. This appears to -be excessive and so we decided to see if we could determine bow much. The following information was taken from these areas_ 1. Bountiful 2. Salt Lake City 3. Sandy . 4. Lehi 5. Ogden - 6. Payson The water usage figures were obtained £roc the various water departments for the period of October 1981 through tfarch of 1982, or November through April, depending an when the meters were read_ .During this 6- month period there uera 26 seeks and total usage was figured on a weei;ly basis. There were 17 different buildings included in 'the study and of the 17, 7 +sere used as State Buildings as well. The occupancy of the buiidi.aas varied from 2 Wards to 4 Wards, and the Stake Buildings all bad at least 2 Wards in Thera and one had 4 Wards. Two of the buildings had two (2) peters, one recorded the usage in the bail,dittg, the other the usage outside on laudscape. The gallons per week figure was converted to a gallons per person per day figure using the following assu=pti,ons: 1.. Ward population 450 2. Stake population 225 3. Building usage per =.peek - t days .dith these assumptions the iollavicaa nurbers were obtained. Post•Ir brand fex Imnsmittal memo 76711 #vrpag- P 1e� t QLVAtsrt�t Oa oa� QA�iI. P110nClF S�i'•.1 � .� Uri — MAR-15-1994 13:56 r 7�a't`'i?} "�r�ti•r..r:r:�.: _.. ` y - '. �}wi «, '� ' 1 ��,.,�atN �n1 '{td J� •_ ♦ _ •~ F � y�+J�-,r+•: _ . -sV ' 7'f •�w +�'Yh.. •. ti�_�i." � �.�• e�--�, �'�N '9. �..Y i•�I.... ��.. s. �A' _ � .r. r..:.. •' A'Y-. •. �•?: • , li I _. w. ,.1.� _ •_ � ��t��_G� nw . _2_ •. . SUILDI TG GAL LOUSNEEY. GALLOUS FERSQNIDf.Y ----3 2 ..,Oda 4 3 ... Wards & Stake 850 .48 2 garde 1,155 .64 3 Wards 2.770 1.02 3 Wards & Stake 4.655 1:5 4 Igards & Stake. 1.270 .47 3 Wards 8.034 2.6 2 wards & Stake 3,600 1.6 3 Wards 692 .39 (Sep. deter) 3 Wards & Stake 700 .Z6 (Sep. Meter) 2 Wards 2,462 1.4 3 Wards 2,154 .80 2 Wards & Stake 3 „423 1.6 3 Wards & Stake 3.385 1.1 3 Wards & Stake 8,154 2.6 2 Wards 615 .34 3 Wards 2,494 .92 Average water usage — 1.3 'gal Ions jpersonjday Standard deviation, — 1.04 ' It appears to me that we use consiaerably less than the 5 gallons per person per day vaQuirenent of the State, and even a value of 2.5 gal lous/person/day appears to be extreme. f c toile L. hanberlain Xech&aical Engineer YLC:als MAR-15-1994 13:57 P.02 z"i CHVKHoF ,1sus RIsr 0� DAY SA]NTs A S Y T 8 7 It It lob (3 dy lr ire 17 Calculation Sheer Engineering Services 73Vj�j�_ a' NLC• ! 1 I �IAiCb1�0lGe ' r �r ' • �N1 �' ' r� %r`•r : ftrgel�rtaF - � ` I I ' ' P s r �' � a 3 �s � �a �� •Srr` t!j_t�i:�{t t i"; 1!!i'irirli tiliil !"i ,E{{il t i s`Ej i l(i s�! ii•{riii w:I I •i;1,!SaingG4 �E� p��. � i • � uta�r � Sj� 1�.i`•s-r � � is $� d p o , �..� �jr,,n�}• , i . h5 QO 6 3 Omit) � � , ' �4$j y7 qi �`LD ' �!�,� i � S$ rrr�d$w7�' ,.tw�V*L a Seo! k$IP, %go ? 4� � �a6 ���d orooA r�4•i�� 1-i'li•Iar' tj10` •�,'3's- f'�• �"',, i :i r ; i y�a HIM j� r AVL ! i ' � t !I ,i r "'sir ! . �t r• -�I�liililt'ikiliEi: 'I I! ,Ir kii i! Pm1-1i1bmrrW fBX tmnsmittdi titOMOM OUIpagee ► 09pt, on 7-40 raR[ �..Sfa�l �$ F9S�D1 �REC7" ldo� MAR-15-1994 13:57 P•03 ALPINE ENG NEERIWG INC COMMUNICATION RECORD PROJECT C40fD= + OF Jear, cj+ZiS;-j- r_C S DATE vVO� ZTI 9`t3 PERSON CONSULTED 7AA,'Y.4 Z4-&-E ro Z: ADDRESS TELEPHONE PURPOSE OF CONTACT 5�'''1C IV -Sr= 1 Afri KA1,712,1 JOB NO. BY C.LrEN&I yA L M Ems- COPIES TO SOH r ` M o N 2&C Memorandum ❑ Telephone Conference Meeting Minutes L] Transmittal The following was discussed Transmitted Herewith F' sine Ak� a 44c �Ad , Dc o c i �.• t ctirre +ar �? '�'� � SEPTIG Sy�i'z�i ��u ct�- T,�o�ur �rGi •��.,t� _ s�� E" �'l Ai!/ • �'YtTf1 �E7'llc S YST�st? GE7i�vL>. guy — Edwards Business Center • P.O. Box 97 - Edwards. Cotorado 81632.303.926-3373 • FAX 303.926-3390 Post-ItIm brand fax transmittal memo 7671 # of pages ► ' I � Fro -.i .a 13' (� Con f • j ( Co. t Dept. Phone # Fax # Fax # Qv S ICA \An BUILDING SEWERS 1106-1107 Section 1106 — Grade, Support, and Protection of Building Sewers (a) Building sewers shall be run in practical alignment and at a uniform slope of not less than one-fourth (1/4) of an inch per foot (20.9 mm per m) toward the point of disposal. ExcEPnoN: When approved by the Administrative Authority and where it is impractical, due to the depth of the street sewer or to the structural features or to the arrangement of any building or structure, to obtain a slope of one-fourth (114) of an inch per foot (20.9 mm per m), any such pipe or piping four (4) inches (101.6 mm) through six (6) inches (152.4 mm) may have a slope of not less than one -eighth (118) of an inch per foot (10.5mm per m) and any such piping eight (8) inches (203.2 mm) and larger may have a slope of not less than one -sixteenth (1116) of an inch per foot (5.3 mm per m). (b) Building sewer piping shall be laid on a firm bed throughout its entire length, and any such piping laid in made or filled -in ground shall be laid on a bed of approved materials and shall be adequately supported to the satisfaction of the Administrative Authority. (c) No building sewer or other drainage piping or part thereof, which is constructed of materials other than those approved for use under or within a building, shall be installed under or within two (2) feet (.6 m) of y building or structure, or part thereof, nor less than one (1) foot (.3 m) below the surface of the ground. The provisions o t is subsection include structures sucri as port es and steps, whether covered or uncovered, breezeways, roofed porte-cocheres, roofed patios, carports, covered walks, covered driveways, and similar structures or appurtenances. (a) Cleanouts shall be placed inside the building near the connection between the building drain and the building sewer or installed outside the building at the lower end of the building drain and extended to grade. Additional building sewer cleanouts shall be installed at intervals not to exceed one hundred (100) feet (30.4 m) in straight runs and for each aggregate change in direction exceeding one hundred and thirty five (135) degrees. (b) When a building sewer or a branch thereof does not exceed ten (10) feet (3 m) in length and is a straight line projection from a building drain which is provided with a cleanout, no cleanout will be required at its point of connection to the building drain. (c) All required building sewer cleanouts shall be extended to grade. 101 CONINILINITY DEVELOPN-1ENT DEPARTMENT (303) 320- 730 EAGLE COUNTY, COLORADO December 2, 1993 Glen Palmer Alpine Engineering P.O. Box 97 Edwards, CO 81632 RE: LDS Church 500 BROADWAl P.O. BOX 119 EAGLE.COLORADO S I63I FAX (303) 325.;2L17 The following is a list of my concerns regarding the LDS Church individual sewage disposal system. 1. The installation depth of the infiltrator units should be kept as close to three ft. as possible. The quality of effluent treatment becomes increasingly questionable as the depth of the system increases. 2. According to the maximum loading rate of 1.2, the minimum field size is 1538 square feet. Using a percolation rate of 17, nearly satisfies this minimum loading rate at 1522 square feet. 3. Distribution boxes are not recommended in.Eagle County. It is possible to obtain equal distribution with a PVC "T". If you have any questions please feel free to contact me at 328- 8758. Sincerely, Tania M. Busch -Weak R.E.H.S. Environmental Health Specialist cc: LDS file _ ALPINE EN ING 94C Edwards Business Center - P.-O. Box 97 • Edwards. Cdorado 81632 - 303,926.3373 • FAX 303 926-3390 JOB Tmx, et**AW Co A.Ny fhf W _ aar'y FAX #f MOM — NUMBER OF PAGES (MCLUD rr CC' . S te: Z �' ,��"Raasosa.a,�.acsao V) vet ow -rs y •= -C3 C G .> G C 7k G y+ gyp. ro y yej h 61 qj IN z da O N T;Qv} +1 QG ae 10 ,+C, _,,, 1... C 7 M , tq 0 � oN ' iJ G O ? C7 .�4 'fu71 N Qj 5.. CJ ra y r"'". • VI O 4 �� e7ch6i w O by 6: S ,S�e E A 0) �7+� j 1 G G G v 'U3 S Q G cueg y G M � Q w u .tg� .� •� u to Cl)N (A gn y Tl y r+ js fl 3:'3 , Q,L' R Q L CU ut dI O o G A CL v b CV CU rA " CL � °'may '00Z 114 d O G �w O •y 1 �{pO���q�a�'�w r TOTAL P.02 -- .--r- .-.- I J%�l I riLIr114c CI'I1311"iCG'C11Y1.7 LPIi- J28-7207 P.01 A&PINLE IMN-G2WINC Edwards Business Center • P.0. Box 97 • Edwards. C60fadc 61632 .303'925-3373 • FAX 303 926.3390 . . PERS I(b t r4 wta t DATE: / 2 % 22 TIME: FACat�Y,TRW SSION ACTION: DATE I "" ''r� Tw tEi `$d A. . 0 PAS p mom. G&E J Pj&LMPe NI WER OF PAGES ONCLUDING COVER SU=: REMA : N Q or cldl'Yt� , �tel �'.. � � N f rC7 t►''ri O'ire td� L7� S' %�'� d+t Yid �i't �C� t� ! TZ.. ' lici..-YJ�J 177J 1rJ•Jl rMUV1 HLr1Nt tNUiNtLK1NU 1NU TU 328-7207 P.02 December 2, 1993 Glen Palmer Alpine Engineering P.D. Box 97 Edwards, CO 81632 RE: LDS Church The following is a'list of my concerns regarding the LDS Church individual sewage disposal system. 1. The installation depth of the infiltrator units should be kept as close to three ft. as possible. The quality of effluent treatment becomes increasingly questionable as the depth of the system increases. 9aIhs F 1A 2. According to �,! ximum loading rate of 1.2, the minimum fie,ld size isquare feet. using a percolation rate of 17, nearly satisfies this minimum loading rate at 1522 square feet. 3. Distribution boxes are not ?recommended in Eagle County. It is possible to obtain equal distribution With a PVC "T" .. If you have any questions please feel free to contact me at 328- 8758. Sincerely, Tania M. Busch. -Weak tR.E.H.S. Environnental Health Specialist cc--: LIDS file •��� +--��+ ..�._. , :"U( 1 nor_ xivc CIVL711YCGI� t14'� 11Vt. I u J28-7207 P. 73 RAZE I OA-xt A4 viw L, t Qei» mi C RA Ts- = I ,Z 61gv dfiT "A� I r 15, 7 t �t Cap Deep 4�rp4ioo I eep -+r o:.�,4 � & &mot. = 4. Z 4- -w- . i4`,177- 7 1/.K. rwirtf 4xc . , . .M-10- r e-el + z Lp r ci+� -T ,r�tSG leer Coale 1 y,*!` =csoj -v ' o-- / IN -I U iaTMIL LL. 2 --N Uj JU II E � LAJ J1 f -0 01 1 z Im V) 06- 73 t z LU m LLJ z .R. fa fA Olt I u )`,c2n-rear r. Ub Z cr wit kf) rr 4 97 iz: tf4 cr I W) TOTAL �. 06 f ALPIA — ENGiNEEING Post -It'" brand fax transmittal memo 7671 # of Pages To WA 0®W From &ZIU 1P Co. wkc-Az Go. A%ag w Dept. Phone # Fax 0 Fax -# COMMI.N. ICATION RECORD PROJECT LPS 610%um n+ w DATE 17 - i 4 - 13 PEWON CONSULTED tA2 ► r 6 5 - !dI FIRM ! ' g gy K&A .M ADDRESS T=P110NE PDEPOSE OF CONT4Ct . Fn4 or sgQW—, seW!ytr�, _— JOB NO. BY f Kt fAAj.twe. COPIES TO AVO M&PORt Me=r=dum [] Tekephcme Con3femwe o Meeting Minutes rj Tm=ttet Auld r - labs- k/�Lt�trovP�te�� etrrr�i�r � f�rrc�r � � �f� �fe-e o&i lei l l .�ItPGfS a � S.ea:yr GE! K.C�r S; i�/ �c1 tiG �'iLb VeI !/ �iiiG Y /L C? t i s K t*..w S. f -4-,e a � G �tru 1�G-� t� r Vi°' %ra► �1�� ins B yo0cc, F W, f7Mfg r 41' ". & tip i' U roe► 40, V/ 4 _ fff& too, 4/./,.6. F,dw.vds Sttsrrress Center • P.O. Box 97 - Ed3waros. Colorado $1632.3EJ3.926-3373 R FAX 3G3926-33W T0'd S8T_8Z2 01 3NI Offld33NION3 3NId-ld WMH OS:©T 266T-t7T-03Q ;)q L ewep s. re c '03 Fv'eef f-,e OA verw &4�- I e. v0d ( 41 i4dir-dah-pee aces ct o f car v-e. tt.o w d e y s .a v vd Oe v sO -domes iV07" 4i,09VAlrP 1 1 try d +r3tr V dCe '.,� r t.q q I d p i.{, c3q rcl d v14' 4Z, - � EA'0.91140cs /r ry . U40 - ..a ... p GR �-� .vat . Owe, If 4v &-+c L c@'d Ql DNI ONIN1IAHMN�l 73NIdnb Wn?4A T(--:nl SAAT-trT-lqn 3 ALPINS ENGINEERING INC C0LNUAUNICATION RECORD PROJECT 61YPSU/LI LDS C#/I,-'Ef DATE 1--178-25/ PERSON CONSULTED JOHly /ylOrY,CoE` FIRM ADDRESS TELEPEO`+r. PURPOSE OF CONTACT ��/%sib SA C S NSrEW( JOB NO. t BY COPIES TO Memorandum 0 Telephone Conference [I Meeting Minutes Ej Transmittal Q [I The following was discussed 1-1 Transmitted Herewith 6� 140�e" 7�e ei e Xtft5 IdIfLfiI5 - 1 4e-r- o a y a O7": vSpeCi �y�Nu G • G�/�D , Grl4,, 9 t Edwards Business Center • P.O. Box 97 • Edwards. Colorado at 632.30M26-3373 - FAX 3031926-3390 �- t VG b (S irz 18u n D/,.) L t N C—� TD I N F► l,TtkTaQs p V�L.CPc► Yy w ►n-► ► o tEAc t+ rr (2 tz� C4)= , 087z sf= VA ® VeLOCITY PtP-u He-PLES ZQs @ /4,, 076$ sF .zs z a ,D215SF �03 (tiol�s @ 4 Dt/�wc���' _ � 3 (Tr)C t2 4 , o�6s 1.4s FPS ► Z �3Z,z�tz = 2.3z FPS (I"OF WArM PIPES wrLL PVst+ warUP- NT- °F I+oL S AT 2.3Z F P s w [ rf r s pvM p GA-►J D e-u v e?- 7a nf- s ys7E M � 5o f u [mot P WouT- _ __ OVA- �PIzE�su2ts� p[�T, L��ES � f3vfi: Tf��L-ACE Or ewoo b k Ft-me-c, T IfA f" ALL _ [-rods w [ t,(, _ bl51?1 f-v r-e7- fFFtuE►vT_ Ta A-65oenoN WAC try or- vtot-Es Ld Irl-k Q cvA _ .'03� r cFs Zh,�� �g�C Z,�Z) � •ate&) = � r��� IFS � __ � �. t.�)C3.Z}f.07X) cFs a R%� ra i 72 t r W _a F 4C 01. W U.- 2 I ins C►UkA� 5 = Z' ,guts J ,02. 0�) z pA; TOWN OF GYPSUM 300 First Street April 18, 1994 Ray Merry Eagle County Environmental Health P.O. Box 179 Eagle, Colorado 81631 Dear Mr. Merry: This letter is in reference to the "septic tank" issue at the LDS Church located in Gypsum. Dave Mayne discussed the situation with the Town Council at our April 12th meeting. From that discussion, the Town Council has asked me to write a letter on behalf of the Town of Gypsum requesting that a 90 day Temporary Certificate of Occupancy be given to the LDS Church contingent upon the new bathroom remaining locked and closed to public use until the proper septic system can be installed. It is my understanding this new bathroom is not currently hooked up to any septic system anyway. Please consider this letter as a formal request for a Temporary Certificate of Occupancy to be given to the LDS Church. If you have any questions, or have further information I can pass along to the Council, please feel free to contact me. Sincerely, p� Jeff Shroll Town Manager JS/sko xc: Dave Mayne ALPINE ENGINEERING INC COyLy1UMCaTIOv RECORD PROJECT 6YFju PA LDS U+u2cF. DATE 4- Z I - 94 C?� PERSON CONSULTED�p�N t N t3- w F� �l E�6l,57 v ADDRESS TELEPHO PURPOSE OF CO-WACT stro �t'-PTi PLAIJS JOB NO. BY ENO PC` COPIES TO �10_ N'tia� i2tx 17yemcmadum u Teleahore Conference EI bleeting Minutes =j Trawmittal,M v CI The following was discussed jZ omitted Herewith 3.15 W jkik Y ,. Edwards Business Center P.0.80197 • Edwards. Cobr 81632 COMMUNITY DEVLOPMENT DEPARTMENT (303)328-8730 EAGLE COUNTY, COLORADO DATE: May 23, 1994 TO: Ford Excavating FROM: 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. 1307, Tax Parcel # 2111-082-00-012 Property Located at: 943 Gypsum Creek Road, Gypsum, CO. Enclosed is your ISDS Permit No. 1307 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 Shannon Garton or Laura Fawcett at 328-8755. cc: files ALPINE ENGINEERING INC June 20, 1994 Mr. Ray Merry Eagle County Health Department P.O. Box 179 Eagle, CO 81631 RE: Gypsum Church of Jesus Christ of Latter Day Saints - Septic System Dear Mr. Merry: Alpine Engineering, Inc. observed the construction (placement) of the septic tanks, piping, and absorption trenches at the Gypsum, Church of Jesus Christ of Latter Day Saints, and feel that the system appears to have been constructed per plans and specifications. We asked the contractor for as -built drawings, with ties to the tank lids, cleanouts, and inspection portals (which is also noted on the plans), but have not yet obtained this information from the contractor. When we receive the information, it will be forwarded to you. Sincerely, P . I jpj't.� Glenn Palmer, PE GP/mm cc: John Monroe Edwards Business Center • P.O. Box 97 • Edwards, Colorado 81632 9 303/926-3373 • FAX 303/926-3390 COMMUNITY DEVELOPMENT DEPARTMENT (303) 328-8730 EAGLE COUNTY; COLORADO August 9, 1994 The Church of Jesus Christ of Latter Day Saints P.O. Box 354 Gypsum, CO 81637 500 BROADWAY P.O. BOX 179 EAGLE, COLORADO 81631 FAX: (303) 328-7185 RE: Final of ISDS Permit No. 1307-94 Parcel #2111-082-00-012 Property located at: 943 Gypsum Creek Rd. Gypsum To whom it may concern: 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 328-8755. Sincerely, Sh non Garton Environmental Health Specialist ENCL: Information Brochure Final ISDS Permit cc: files 1307-94 - Parcel #2111-082-00-012 JOB NAME Gypsum Crk Rd. LDS CHURCH JOB NO. JOB LOCATION BILL TO DATE STARTED DATE COMPLETED DATE BILLED 7 (Doo aod,- L=k 4- 61t5 �,Aqe lozatllL S-"� zz�z� 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 d Printed in U.S.A. t � _ 175 LF 8'. PVC 1{/ A "' j GENERAL NOTES Seeding INV OJT=94.0 INV IN-95.5 ; 1 I �. .;, .,, j ,.. ' 1. Existingto r topographic information is from a topographic mapWe prepared by others. recommend that the disposal field be F P EXISTING �;;;;v seeded after instaUa ' ton of the subsurface disposal system. A good native gross cover from ver will 96 NEW BUILDING ADDITION �� I 1 .r. ► �U I ! . - - .� __ 2. Provide 4' minimum cover on sewer service, typical. Between septic tank and buldin ( Promote e the field. We recommend using a seed mix : evapotranspiration such as a *Foothills, Pasture Prairie* mixes available at focal feed and se ' °r- seed `not RE i F 3. g) Provide 6 minimum between trenawells. stores.. These mixes do require Irrigation and developa q growth 10 to 15 inches high. No automatic sprinkler system should be installed above the disposal field. P l C.O. INV. 95.5 f ELECTRIC SERVICE 'r'. I i I INV=95.5 4' CLAY TILE PIPE WITH 4� SCNED. PVC �`'' - , 4. Provide 5' minimum clear horizontd between trees ees and sewer pipes and septic tank. Operation and maintenance plan - _ - TO PUMPS ; 1 �.� t - ( 5. Provide inspection portals P P per Eagle Count The owner must realize an onsite sewage disposa) system from public sewer services.The owner must be aware off Is considerably different E ` 97 r.-' NEW C.O.TYPICAL I 6. regulations. y gand Provide risers on septic tank to finish acme the responstbp for continued maintenance of the system.- We re Y _ tanks at the en commend the pumping of the a d of the first 9 optic - - of use to monitor sludge t I ' W1'E INV. 94.5 4 , -'r � 7. grade. Comply with all Eagle County reg;;lotions re ardin regarding minimum of ever 2'yearsY� accumulation and at a Y afterward. There are also _dally consideratlons, such as not putting plastic or other nonbiod radable material d own the sewn Also, sewage disposa, ' I``I { i I I , r i i I ' i I ' septic system Installation. water use must be carefull m system. - malfunction. To illustrate the Y onitored so toilets are not allowed to run when seals P�nt.,it be - F - k '7 -�- 8. Ins peat distribution box on a yearly basis to verify equal distribution of effluent to each absorption should noted a running toilet _will consume in excess of 1000 gallons per 900 GPD. Excesiv day if allowed to tun. As the system is designed for onl Y {such as from running toitets� i F _ rm C.O. INV=95.5 - f�'�l � ` Tine. harm the systems and will flood and irrevocably stress the onsite f C.O. INV. = 94.5 `� _ t EXISTING >EPTIC TANK_ l �`� 9. Install infiltrator system per manufacturers recommendations and Eagle Count Health Department °ns Y p requirements, _well. W a also caution you against installation of o w from the backwash water softener, The high level of salt ckw - ash of a water i O 4• MIN. COVER, TYPICAL FILL NTH DIRT OR SAND PER EAGLE COOTY REaREMENTS '� softener Is detrimental to all onsite sewage disposala and a separate drywell should be constructed for 'the backwash waste if a water installed, No - _ - �_�� � 2000 GAL CONCRETE ► i softener Is landscaping or plastic can beinstalledover the disposal field whi ch will reduce evapotranspiration from the field. . • � - O SEPTIC TANK ! + ; - ` <� s6 96 4 ry } INV OUT=94.4 `" � - �-� - � ( i ' � THIS SEPTIC PLAN WAS REVISED-4-12-94 TO PRO - - PROVIDE GRADING ABOVE THE INFILTRATORS, SO THAT i TO _ - - .~_ F �, 9 �• 96.5 SPUTTER TEE INV=91.3 -I i , /� :;� i 2.5 F FEET OF : COVER IS OVER THE INRL - TRATORS, AS REQUIRED BY EAGLE COUNTY HEALTH DEPARTMENT. THE .0- + %� y J '�,; _ SEWAGE PUMP PREVIOUSLY PROPOSED WAS DELETED AND A SUBSURFACE STORMWATER SYSTEM_ PROPOSED TO INSPECTION PORTALS t° _ EXISTING GAS UNE- PROTEST DURING CONSTRICTION ' 4 I DRAIN THE. SUMP AREA A80 VE THE- ABSORPTION TRENCHES. - • _ ANU.REPLACE TO EXISTING LOCATION UNLESS R IS REQUIRED V _ + .s _ __97. To BE RELOCATED 6Y THE PAS COMPANY OR pGLE COUNTY. I 1 THE SEPTIC P" LAN WAS REVISED 1-9-94 TO PROVIDE A4DOSING CH AMBER AND ASSOCIATED J 98 ` �� PUMPS TO RAISE THE ELEVATION - OF _ THE ABSORPTION - TRENCHES, AS REQUIRED BY EAGLE COUNTY HEALTH - - - - -- - - - - - - - INV PIPES-94.2 DEPARTMENT. ------ - - - GRAPHIC SCALE f 2 INFlLTRAT TRENCHES, 100' - - - - - - - - - _ zo o so so - 40 go 100 LONG, UNITS O 6.25' - `' LONG '- e - --_ - - IN FEET ' f - NOTE: 1 inch - 20 fl - GYPSUM CREEK ROAD (EAGL-r COUNTY ROAD 101) REVISED 1-9-94 ©WARDS WSINESS CENTER a OX 0-7 EDWAF S, COLORADO 8162 �owHs[PT1C.ClMo od0'O.d• 04/!t/st Oe.2e • 3Q3 P.O.3825-3373 - ' FAX 926-339U - • ` JO8# 49871