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27223 PE-1644A MEADOW VIEW RANCH EST PHASE IIspokan ~ jUalley February 28, 2006 Washington Trust Bank 407 N Sullivan Spokane Valley, WA 99216 Ce-Z-*4 11707 E. Sprague Ave. - Suite 106 - Spokane Valley, WA 99206 (509) 921-1000 - Fax (509) 921-1008 - cityhall@spokanevalley.org Re: Meadowview Ranch Estates (PE-1644A) Release of Warranty Surety To Whom It May Concern, The City of Spokane Valley has accepted the above referenced project and authorizes release of the warranty surety. The surety is now held in a savings account that was formerly assigned Spokane County by Clara Hepton under Savings Certificate Number 2009790858 in the amount of $12,100 at the WTB Opportunity Pines Branch. This release is effective immediately. If you have any questions, please contact me at 688-0185. Sincerely, r; John Hohman, P.E. Senior Engineer cc: Department of Public Works - Development Project File CITY Sp6k-orune ~ jUalley February 16, 2006 Bruce Howard Landworks Development 721 N Pines Road Spokane Valley, WA 99206 11707 E. Sprague Ave. - Suite 106 - Spokane Valley, WA 99206 (509) 921-1000 - Fax (509).921-1008 - cityhall@spokanevalley.org Re: Meadowview Ranch Estates (PE-1644A) Release of Warranty Surety Bruce, This letter is follow up to your request for release of warranty surety and Sandra Raskell's letter of October 18, 2005 regarding remaining items of work. Further field review has determined that these items are more closely related to maintenance issues than construction deficiencies. Therefore, the City of Spokane Valley hold on the warranty savings account is released effective immediately. If you have any questions, please contact me at 688-0185. Sincerely, e; a r /John Hohman, P.E. Senior Engineer cc: Judy Hepton - Hepton Estates Department of Public Works - Development Project File Page 1 of 2 Allan Jackson From: John Hohman Sent: Wednesday, February 15, 2006 2:38 PM To: Sandra Raskell; Allan Jackson Cc: Alysa Wiyrick Subject: RE: Results of project review This looks very good to me. I agree with the direction and recommendations. -----Original Message----- From: Sandra Raskell Sent: Wednesday, February 15, 2006 9:35 AM To: Allan Jackson Cc: Alysa Wiyrick; John Hohman Subject: RE: Results of project review Allan, I thinK the format worNs well. John, are you ON with the results? ThanKs, Sandra From: Allan Jackson Sent: Wednesday, February 15, 2006 9:00 AM To: Sandra Raskell Cc: Alysa Wiyrick; John Hohman Subject: Results of project review Sandra, We have started reviewing those 94 projects that may have been completed but for one reason or another have not yet been finalized. The following three projects have been reviewed and recommended for acceptance: SR 707 - UR 22 Multi Residence Office The last unresolved item on county punch list dated 8/31 /01 was the installation of reflector signs at the end of the cul-de-sac on Cherry Court. Field review verified that the signs have not been installed. Travelers Casualty and Surety Company was called and their records indicate the County had authorized closure of the project on 9/5/03 and the bond was cancelled on 6/5/04. Recommendation - The cul-de-sac has changed since being constructed in 1996. There are now approaches on both the east and west side of the cul-de-sac and guardrail across the north curb drop where the signs should have been installed. We recommend considering this project closed without any further action since the warranty bond has been cancelled. The City of Spokane Valley could consider installing the signs themselves if there are still safety concerns. PE 14141 - Riverwalk 10th Addition 2/16/2006 Page 2 of 2 The project punch list dated 6/18/03 regarding inadequate drainage of the 208 swales has been reviewed and we have field verified that sloping problems in the swales no longer exists. I verified with Washington Trust Bank that both Letters of Credit have been closed. Recommendation - This project be considered closed without further action. The punch list dated 10/18/05 noted clogged inlets, debris and weeds in planting strip and improperly constructed swales that need correction. There is debris trapped in the inlets and these could be cleaned out. There are weeds instead of grass growing in the planting strip. The swales appear to have been constructed correctly but have since been landscaped by property owners since they were located behind the property fence line. Even with the landscaping the swales are likely performing as intended. I am not sure if these are cleanup items that should be done under warranty since construction was accepted and the warranty period initiated in 1998. Bob Hepton, developer, is waiting till spring to look at what work they will do. There is no warranty bond but an amount equal to the warranty is being held in a savings account. Paperwork verifying this is not available but, I assume the information is correct since the Hepton's have formally requested a release of surety through Landworks Development. Recommendation - Cleaning the inlets and weeding the planter strip are the only construction items, if any, that should be pursued. However, the inlets are still functioning and the planting strip does not appear to be irrigated and maintained so any temporary weed removal will not solve the ongoing weed problem. The swales lie behind property owner fencing and restoring them to a condition that existed at the time of acceptance will most likely upset the property owners, be expensive and difficult to accomplish, could possibly result in damage to existing sidewalk and curb, and be of questionable benefit. We recommend immediate- release of surety unless it is decided that it is the responsibility of the developer to weed and clean the inlets prior to final acceptance. Please contact me if you have any questions. If you agree with our recommendations, please let me know by e-mail or a copy of the bond release letter so there is documentation for closing out the projects. Allan Jackson 2/16/2006 n Page 1 of 2 Allan Jackson From: Allan Jackson Sent: Wednesday, February 15, 2006 9:00 AM To: Sandra Raskell Cc: Alysa Wiyrick; John Hohman Subject: Results of project review Sandra, We have started reviewing those 94 projects that may have been completed but for one reason or another have not yet been finalized. The following three projects have been reviewed and recommended for acceptance: SR 707 - UR 22 Multi Residence Office The last unresolved item on county punch list dated 8/31/01 was the installation of reflector signs at the end of the cul-de-sac on Cherry Court. Field review verified that the signs have not been installed. Travelers Casualty and Surety Company was called and their records indicate the County had authorized closure of the project on 9/5/03 and the bond was cancelled on 6/5/04. Recommendation - The cul-de-sac has changed since being constructed in 1996. There are now approaches on both the east and west side of the cul-de-sac and guardrail across the north curb drop where the signs should have been installed. We recommend considering this project closed without any further action since the warranty bond has been cancelled. The City of Spokane Valley could consider installing the signs themselves if there are still safety concerns. PE 14141 - Riverwalk 10th Addition The project punch list dated 6/18/03 regarding inadequate drainage of the 208 swales has been reviewed and we have field verified that sloping problems in the swales no longer exists. I verified with Washington Trust Bank that both Letters of Credit have been closed. Recommendation - This project be considered closed without further action. ,u~■GtMeadA,n~R c ' The punch list dated 10/18/05 noted clogged inlets, debris and weeds in planting strip and improperly constructed swales that need correction. There is debris trapped in the inlets and these could be cleaned out. There are weeds instead of grass growing in the planting strip. The swales appear to have been constructed correctly but have since been landscaped by property owners since they were located behind the property fence line. Even with the landscaping the swales are likely performing as intended. I am not sure if these are cleanup items that should be done under warranty since construction was accepted and the warranty period initiated in 1998. Bob Hepton, developer, is waiting till spring to look at what work they will do. There is no warranty bond but an amount equal to the warranty is being held in a savings account. Paperwork verifying this is not available but I assume the information is correct since the Hepton's have formally requested a release of surety through Landworks Development. Recommendation - Cleaning the inlets and weeding the planter strip are the only construction items, if any, that should be pursued. However, the inlets are still functioning and the planting strip does not 2/15/2006 Page 2 of 2 appear to be irrigated and maintained so any temporary weed removal will not solve the ongoing weed problem. The swales lie behind property owner fencing and restoring them to a condition that existed at the time of acceptance will most likely upset the property owners, be expensive and difficult to accomplish, could possibly result in damage to existing sidewalk and curb, and be of questionable benefit. We recommend immediate release of surety unless it is decided that it is the responsibility of the developer to weed and clean the inlets prior to final acceptance. Please contact me if you have any questions. If you agree with our recommendations, please let me know by e-mail or a copy of the bond release letter so there is documentation for closing out the projects. Allan Jackson 2/15/2006 OCT. 18.2005 11:07AM CITY SPOKANE VALLEY N0.691 P. 1 cam' - 11707 E Sprague Me Sure 106 Spokane Valley WA 99206 509.921.1000 • Fa)c 549.921.1008 ♦ cityhawspokanevattey.or$ • 1~1 October 18, 2005 Bruce Howard Landworks Development 721 N. Fines Road Spokane valley, WA 99206 Past-it+ Fax Note 7671 Date t 01 1 a Qasas ► Fro'" ~,^c>! l'0.. ~c Re: 1VMeadovwiew Ranch Estates (PE-1644) Release of Warranty Surety ro =L%~;-" 10- ;.!!Dept. Phone I Fax r Dq' Z 5M_4ft--0 C] Bruce, Public Works performed, a site visit for PE-1644 Meadowview Ranch Estates, There are a few items to address before we can release the surety. 1. The inlets along Barker are clogged with weeds and debris. Please mo all debris and weeds from these inlets and the planter step between the 3nd sidewalk. 2. The swaies located on Lot 17 Lot 9, and Lot 10 do not appear to be constrIxted properly. The swale treatment area shall bave a grass bottom free of rocks, trees, sbrubs, etc. It appears many of the sales are not vegetated with grass and contain nuro mus rocks, trees, shrubs and other items in the treatment area. prior to release of the surety, all items sball be fixed. If you have noted any pother complete, deficiencies in your walk tom, please address those items. 0= all mplease contact the City to perform a final walk-thru. If you have any questions, please contact me at 688-0174. ]R.askcU', ly, P.E. Development Engineer cc: Judy Hepton - Hepton Estates pepmftent of Public Works -Derelepmert Project Pile o".) SO n L. 1~~ ~e~ sa q ~ a j ~lr~Y 4 Z 'o-t''v,cJ- N~~r,J A10 AD ASSIGNMENT For security purposes only, CLARA HEPTON Oc. clopcr hereby assigns to SPOKANE COUNTY, a political subdivision of the State of Washington, the follo~.ving: Savings Certificate Number 2009790858 _ in the face amount of $12,100.00 and held in and by Washington Trust Bank name Name Band of Spokane, WA Opportunity Pines Branch Opportunity Pines This assignment is made as security for the full and faithful performance by Branch Clara Hepton Develnper of certain roads, monuments and drainage facilities for, Spokane Count Name of Development specified in the typical section and roadway improvements specifications for said project, dated 14th day of July , 199? . end on file in the Office of the Spokane County Engineer. Any interest benefits accruing under said savings certificate shall remain (he property of Clara Hepton Developer savings certificate to be released to Clara Hepton Developer or any other party only with the prior written consent and agreement of Spokane County. PROVIDED, FURTHER, the undersign does hereby authorize Wa-ghington Trust Bank ' Bank Name to pay over to Spokane County all or a sufficient portion of the monies in the savings certificate referenced hereinabove upon written documentation being received from the Spokane County Engineer indicating that the purposes for which the savings certificate was assigned have not been fully and,faithfully performed as required and a statement of that amount of money which the County Engineer as required end n statement of that amount of money which the County Engineer deems necessary to complete such obligation. Upon receipt of such written documentation, Clara Hepton De~elnprr hereby authorized 0V (r-~sA - ' Bank Name to release to Spokane County that amount of money requested up to the maximum amount in the savings certificate. DATED this J day of '--TO A-- K , 199 . -1\ BANK Washington Trust Bank ADDRESS 100 N Pines CITY STATE ZIP Spokane, WA 99216 , PiiONE : (509) 353-5665 PRESIDENT : ' SECRETARY : ' DEVELOPER Clara Hepton L 4 STATE OF WASHINGTON ) :ss County of Spokane ) el fet eJ Ort this day reared before me c- I knoltin to me~► s) described in and who execrated the +vithin and foregoing instrriment and acknowledged that he/she/th~ zer/their free and voluntary act and deed for the uses and purposes therein stated. ~nT L ~ . 19 GIVEN SVL? s RM~Y' 1~~0 ~NICOFFICIAL SEAL this l day of ~ PUBLIC T 2A ~ Notary Public in and or the State o ashsin tort WAS~Nx~ of Washington, residing at Spoka e ~lll 1t1~ • &AV 01- an or VMS spolmvis Gov PROJECT NAME: ti eado w - i e, w e- 5~ P4 zi s e Z DATE: 7/ L / 9 7 INSPECTOR: 51-1(crn k CONTRACTOR AND/OR SUBCONTRACTORS: flcd D«MavJ) W ) Acme j n. loAotsa•. SEWER INFORMATION: AIR TESTED: DATE: o PASS E3 FAEL MANDRELL: DATE: E3 PASS E3 FAEL TV INSPECTION REQUEST: DATE: INSPECTOR'S SIGNATURE: . I &=rz:~- b~- 1ST BOND REDUCTION PROJECT P1644A MEADOWVIEW RANCH EST II NAME D. BERTO DATE 09-Jui-97 DRAINAGE ITEMS 1) Drywell - Type A @ 10% 2) Drywell - Type B c@ 10% 3) Grate - Type 1 4) Grate Type 2 5) Grate - Type 4 c@ 10% 6) Backfill For DW c@ 10% 7) Concrete Inlet 8) C.M. Pipe 10" Dia. 9) C.M. Pipe 12" Dia. 10) C.M. Pipe 15" Dia. 11) C.M. Pipe 18" Dia. 12) Precast Manhole 13) Solid lid 14) Ditch /208 Excavation @ 10% 15) Pond Excavation 16) Sod UNITS QUANTITY PRICE COST EA 0.1 1250.00 125.00 EA 0.4 1650.00 660.00 EA 315.00 0.00 EA 340.00 0.00 EA 0.5 300.00 150.00 CY 19 16.00 304.00 EA 750.00 0.00 LF 23.00 0.00 LF 27.00 0.00 LF 27.80 0.00 LF 31.50 0.00 EA 1500.00 0.00 EA 310.00 0.00 CY 16.1 10.00 161.00 CY 10.00 0.00 SF 0.70 0.00 NON STANDARD DRAINAGE ITEMS 1) Construct. Maintenance Access c@ 10% LS 40.00 2) Filter Fabric Lining For 5 D.W. c@ 10% 70.00 3) 0.00 4) 0.00 DRAINAGE SUBTOTAL 1510.00 16) Monuments @ 10% EA 0.6 185.00 111.00 17) Barricade LF 33.00 0.00 18) Street Signs c@ 10% EA 0.2 85.00 17.00 OTHER SUBTOTAL 128.00 GRADING, SURFACING, CURB; AND SIDEWALK 19) Rough Grade @ 10% 20) Top Course Q 10% 21) Base Course 22) Asphalt Concrete cQ 10% 23) Curb Type A 24) Curb Type B @ 10% 25) Curb Type R @ 10% 26) Sidewalk c@ 10% CY 182.04 10.00 1820.40 CY 91.02 16.00 1456.32 CY 16.00 0.00 Tons 80.01 44.40 3552.44 LF 7.00 0.00 LF 107.91 8.00 863.28 LF 176.92 8.00 1415.36 SQ YD 71.94 16.70 1201.40 NON-STANDARD ROAD ITEMS 1) Saw Cut Approx 1200 Feet Of Asph @ 10% 150.00 2) 0.00 3) 0.00 GRADING AND SURFACING 10459.20 CONSTRUCTION TOTAL 12,097.20 USE $12,100.00 or TO OFFICE OF SPOKANE COUNTY ENGINEER AvOIDVERBALORDERS DATE p ILI, e-d -.227 FROM 1 ~ ~ a POND ESTIMATE OJECT P 1644A MEADOWV IEW RANCH EST II NAME DA1.'E BERTO DATE 17- A~~r,--~ DRAINAGE ITEMS UNITS QUANITY PRICE COST i/" Drywe 1 1 - Type A EA 1 150. 00 1E00. 0 Q, 0 pe P 1 1 - T D EA 4 1650. V)0 6600. V-1 0 ; y rywe EA 315.00 0. 00 Grate - Type 1 EA 340. 0 0 0. Oil) Gras; e Type ` EA 5 300. 00 115-00. 0CA Grate - Type 4 CY 190 16. 64)0 1.3 ~ Pack f i 1 1 For DW EA 750.00 0.00 Concrete Inlet LF E3, Q`10 0. Q1IZI C. M. Pipe 10" D i a. LF 27.00 0. Q)0 C. M. P i p e 1 D i a. " LF `7. 8th 0. V_j0 D i a. C. M. P i pe 15 " LF 31.50 0. Q) l7_1 D i a. C. M. F' i pe 18 EA 115700. V)►~ 0. 01/0 Forecast Manhole EA 310. 00 0. 00 Solid lid Ditch/`08 Excavation CY 1 S1 10. V) 0 1610. 00. SF 0.70 0. 00 Sod )N STANDARD DRAINAGE ITEMS Construct Maintenance Access LS 400. 00 700 00 'o Filter- Fabric Lining For C D. W. LS . 0 . k7 0. 00 I 0. 00 DRAINAGE SUBTOTAL 10100.00 Monument s EA 6 18'0. 00 1110.00'' 7) Barricade Lf= 3`'' 0Q) 0. 00 3) Street Signs EA 85.00 170. 00 %U OTHER SUBTOTAL GRADING, SURFACING, CURB, AND SIDEWALK 3) Rough . Grade CY 1820.4 10. 14)k1 18204. 00 - ZO Top Course CY 910.2 16.00 ,0 14563.2- 1) Base Course CY 16.00 0.0(Z1 2) Asphalt Concrete Tons 800.1 44.40 355E4, 44 3) Curb Type A LF 7.00 0. 012) 4) Curb Type B LF 1079.1 8.00 8632.80 0) Curb Type R LF 1769.2_ 3.04 14153.60 6) Sidewalk SO YD 719.4 16.70 1`013.98 ON--STANDARD ROAD ITEMS Saw Cut Aprox 1200 Feet Of Asph LS 1500. Q) it) m 0.00 0. 041) 0.00 GRADI NG AND SURFACING 10459;.0` - - usE i5THa ----o-v GRAND TOTAL 12 0, 9 7E. 0 C #A, 0 BOND ESTIMATE PROJECT P1644A MEADOWVIEW RANCH EST II NAME DAVE BERTO DATE 17-Apr-95 DRAINAGE ITEMS UNITS QUANITY PRICE COST 1) Drywel l - Type A EA 1 1250.00 1250.00 2) Drywell - Type B EA 4 1650.00 8600.00 3) Grate - Type 1 EA 315.00 0.00 4) Grate Type 2 EA 340. 00 0.00 5) Grate - Type 4 EA 5 '300.00 1500.00 6) Back f i 1 1 For DW CY 190 16.00 3040.00 7) Concrete Inlet EA 750.00 0.00 8) C. M. Pipe 10" Dia. LF 23. 00 0.021 9) C. M. Pipe 12" Dia. LF 27.00 0.00 10) C. M. Pipe 15" Dia. LF 27.80 0.00 11) C. M. Pipe 18" Dia. LF 31.50 0.00 12) Precast Manhole EA 1500.00 0.00 13) Solid lid EA 310.00 0.00 14) Ditch/208 Excavation CY 161 10.00 1610.00 15) Sod SF 0.70 0.00 NON STANDARD DRAINAGE ITEMS 1) Construct Maintenance Access LS 400.00 2) Filter Fabric Lining For 5 D. W. LS 700.00 3) 0.00 4) 0.00 5) 0.00 6) 0.00 DRAINAGE SUBTOTAL 15100.00 16) Monuments EA - 6 - 185.00 1110.00 17) Barricade LF 33. 00 0.00 18) Street Signs EA 2 85.00 170.00 OTHER SUBTOTAL 1280.00 GRADING, SURFACING, CURB, AND SIDEWALK. 19) Rough Grade CY 1820. 4 10. 00 18204. 00 20) Top Course CY 910.2 16.00 14563.20 21) Base Course CY 16.00 0.00 22) Asphalt Concrete Tons 800.1 44.40 35524.44 23) Curb Type A LF 7.00 0.00 24) Curb Type B LF 1079.1 8.00 863.=1.80 25) Curb Type R LF 1769.2 8.00 14153.60 26) Sidewalk SO YD 719.4 16.70 12013. 98 NON -STANDARD ROAD ITEMS - 1) Saw Cut Aprox 1200 Feet Of Asph LS 1500.00 2) 0.00 3) 0.00 4) 0.00 GRADING AND SURFACING 104592.02 - uSE I a ) 000 -60 GRAND TOTAL 120s972.02 STREET QUANTITIES PROJECT NO.- P1644A DESIGNER- DAVE BERTO DATE- 4/17/90 PROJECT DESCRIPTION- MEADOWVIEW RANCH ESTATES II STREET # 1 NAME- 8TH AVE LENGTH- 700.00 FT. WIDTH- 10.50 FT. BEGINNING STATION = 0.00 ENDING STATION = 700.00 ONE SIDE ONLY PW I DTH= 18.50 EW I DTH= 8.00 QW I DTH= 0.00 INTER # 1 T INCLUDED I SW I DTH = 36.00 SK = 0.00 RAD = 20.00 TERM # 1 : CROSS STREET INCLUDED EW 10.00 PW 22.00 SK 0.00 RAD 20.00 TERM # 2 : CHOPPED ITEM MEASUREMENT QUANTITY SURFACE AREA- 8462.52 S. F. ROADWAY EXCAVATION 1.00 FT. 313.4 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. 156.7 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT CONCRETE 0.33 FT. 214.2 TONS CURB TYPE B EXISTING 0.00 FT. P'ROP'OSED 676.2 FT. SIDEWALK EXISTING 0.00 S. Y. PROPOSED 400.8 S. Y. STREET # 2 NAME- BARKER ROAD LENGTH- 441.37 FT. WIDTH- 12.00 FT. BEGINNING STATION = 1000.00 ENDING STATION = 1441.37 ONE SIDE ONLY P'W I DTH= 22.00 EW I DTH= 10. 00 QW I DTH= 0.00 TERM # 1 : TAPER TAPER LENGTH = 130 .00 TERM # 2 : CROSS STREET EXCLUDED EW 8.00 PW 18. 00 SK 0.00 RAD 20.00 ITEM MEASURE MENT QUANTITY SURFACE AREA- 5614.44 S. F. ROADWAY EXCAVATION 1.00 FT. 207.9 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. 104.0 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT CONCRETE 0.33 FT. 142.1 TONS CURB TYPE P EXISTING 0.00 FT. P'ROP'OSED 402.9 FT. SIDEWALK EXISTING 0.00 S. Y. PROPOSED 268.6 S. Y. STREET # 3 NAME- JOEL ROAD LENGTH- 479.62 FT. WIDTH- 36.00 FT. BEGINNING STATION = 0.00 ENDING STATION = 479.62 TERM # 1 CROSS STREET INCLUDED EW 0.00 PW 16.50 SK 0.00 RAD 20.00 TERM # 2 : CROSS STREET EXCLUDED EW 8.00 PW 18.50 SK 0.00 RAD 20.00 ITEM MEASUREMENT QUANTITY SURFACE AREA- 16712.00 S. F. ROADWAY EXCAVATION 1.00 FT. 619.0 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. 309.5 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT CONCRETE 0.17 FT. 211.5 TONS CURB TY PE R EXISTING 0.00 FT. PROPOSED 872.1 FT. STREET # 4 NAME- 9TH AVE49TH COURT LENGTH- 406.33 FT. WIDTH- 33.00 FT. BEGINNIf4G STATION = 0.00 ENDING STATION = 406.33 INTER # 1 T EXCLUDED I SW I DTH = 36.00 SK = 0.00 RAD = 20.00 TERM # 1 : CUL-DE-SAC STANDARD PERM RADIUS = 40.00 RADII = 20.00 TERM # ` : CHOPPED ITEM MEASUREMENT QUANTITY SURFACE AREA- 18361.65 S. F. ROADWAY EXCAVATION 1.00 FT. 680.1 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. 340.0 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT CONCRETE 0.17 FT. 232.4 TONS CURB TYPE R EXISTING 0.00 FT. PROPOSED 897.2 FT. TOTALS ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING BASE COURSE ASPHALT CONCRETE CURB TYPE B CURB TYPE R SIDEWALK 1820.4 C. Y. 910.2 C. Y. 0.0 C. Y. 800.1 TONS 1079.1 FT. 1769.2 FT. 719.4 S. Y. SPOKANE COUNTY ENGINEERING - DEVELOPMENT ENGINEERING SERVICES BOND ESTIMATE FORM PROJECT IW V(eV'l j)IM pk DATE I¢fi#WfS PREPARER ~Y OJECT O ftO4 -T' PR N . ITEM # DESCRIPTION QUANTITY PRICE TOTAL COST 1 TYPE "A" DRYWELL~ TYPE "B" DRYWELL`"' ¢ $ 3 TRIFLE DEPTH DRYWELL c $ ,a: ~z 4 FILTER FABRIC: L I N I NGA;4o-ftL FOR TYPE A B DRYWELLS $ 6 40', O BACKFILL FOR DRYWELLSA-5r-;~ 6 TYPE 1 METAL GRATE $ 7 TYPE 2 METAL GRATE $ 5 8 TYPE METAL GRATE $ S WSDOT TYPE 2 GRATE $ 10 WSDOT TYPE 2 CONCRETE INLET EASE - UNIT "H" ~ 11 SPOKANE CO. CONC. INLET $ 12 48" PRECAST MANHOLE $ 133 SOLID METAL LID $ 1.4 DITCH/*,-:LOB EXCAVATION $ 15 10 ST SEWER - $ 16 12" ST SEWER - $ 17 15" ST SEWER - $ 18 1 " ST SEWED: $ 19 24" ST SEWER - $ ~ o 30 ST SEWER - $ 21 36" ST SEWER - $ 6 • NON STANDARD DRAINAGE ITEMS: fox:5 = R OTC ~ 4 C O TOTAL ESTIMATED CONSTRUCTION COST: $ COMMENTS ON BOND ESTIMATE: /'3~ 1 / 12 w POND EXCAVATION VOLUMES FOR BOND CALCS PROJECT # P1644A FLOOR Swale length width area depth Al 8 95.9 767.2 A2 15 20.2 303 A3 18 24.8 446.4 131 8 61.8 494.4 C1 17.5 32.4 567 C2 15 12.1 181.5 C3 15 17 255 C4 15 14.6 219 D1 IRREGULAR 1186 D2 18 28.6 514.8 D3 5 46 230 D4 5 46 230 D5 5 52.7 263.5 volume 1 767.2 0.5 151.5 0.5 223.2 1 494.4 1 567 0.5 90.75 0.5 127.5 0.5 109.5 1 1186 0.5 257.4 0.5 115 0.5 115 0.5 131.75 TOTAL 161 CY OFFICE OF THE COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON TO: CHAD COLES FROM: DAVE BERTO DATE: July 16, 1997 SUBJECT: BOND ITEMS P1644A MEADOW VIEW RANCH ESTATES II The bond for the above mentioned project is for the following items: 1) All the items on the approved road and drainage plans with the exception of the sod for the 11208" Swales. 2) Bond has been reduced to 100 of original estimate. MEADONMEW RANCH ESTATES 1016 SOUTH HARMONY ROAD GREENACRES, WA 99016 ATTN: CLARA HEPTON I • S P O K A N E , DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer November 4, 1998 Clara Hepton. 1505 S. Barker Greenacres, WA. 99016 C O U N T Y • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director Re: Meadowview Ranch Estates Phase II Dear Clara,. Please be advised that the Construction Division accepts the quality of construction of the following system components. All mainline sewer pipe, manholes' and side service stub-outs located' beneath paved roadways within the platted boundaries of Meadowview Ranch Estates Phase II. The above acceptance will allow the County Utilities Department to establish a one year warranty period. Utilities will begin this period when all as-built drawings, O & M manuals, easements and other related system components have been satisfactorily provided. Any additional defects observed in the system during the warranty period will be brought to your attention by the Spokane County Utilities Department. Sincerely, Penny S. Flowers Inspector cc. Utilities- Gene Repp Vern Jarvis File Red Diamond P -10* 1026W. Broadway Ave. 0 Spokane, WA 99260-0170 • (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166 S 1 (4-1 V~A S P O K A N E DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer June 23, 1998 Clara Hepton 1505 S Barker Greenacres WA 99016 Re: Meadowview Ranch Estates Phase II Dear Clare, C O LT N -r Y zm~ A DIVISION OF THE PUBLIC WORKS DEPARTP,4ENT Dennis M. Scott, P.E., Director The following items remain from the post-pavement TV inspection report dated April 3, 1998 of Meadowview Ranch Estates Phase II. Prior to the Construction Division acceptance of the quality of construction, the following items must be completed or repaired. 1. All main line sewer is dirty and requires to be cleansed of rocks and debris. 2. Main line sewer approximately 77' west of manhole 188.3/9.4 has a flattened pipe. After speaking with the Utility Department regarding this pipe, the decision was made to attempt to re-mandrel this line, if passing then the Utility Department would accept, however the mandrel test failed on June 19, 1998. Sincerely, Y ~ ~~1~t•`-c.c c~ Penny S. lowers Inspector C'. Utilities - Gene Repp Vern Jarvis File Red Diamond 1026W. Broadway Ave. 6 Spokane, WA 99260-0170 • (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166 • 2 S P O K A N E DIVISION OF ENGINEERING AND ROADS • William A. Johns, P.E., County Engineer ~ C O U N T Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director April 13, 1998 Clara Hepton 1505 S Barker Greenacres WA 99016 Re: Meadowview Ranch Estates Phase II Dear Clara, The following items remain from the post-pavement TV inspection report dated April 3, 1998, of Meadowview Ranch Estates Phase II. Prior to the Construction Division acceptance of the quality of construction, the following items must be completed or repaired. 1. All main line sewer is dirty and requires cleaning of rocks and debris. 2. Main line sewer approximately 77' west of man hole 188.3/9.4 has a flattened pipe. 3. Main line sewer approximately 148' north of man hole 188.6/8.6 to existing man hole 188.6/8.0 needs to be replaced due to server dimple and at least a 2" swale. Sincerely, Penny S. Flowers Inspector c: Utilities - Gene Repp Vern Jarvis File 'Ar 1026W Broadway Ave. Spokane, WA 99260-0170 (509)456-3600 -FAX: (509) 324-3478 TDD: (509) 324-3166 ' ` & it P & iqj- S P O K A N E y C O U N T Y W-5 DIVISION OF ENGINEERING AND ROADS • A DIVISION OF THE PUBLIC WORKS DEPARTMENT William A. Johns, P.E., County Engineer Dennis M. Scott, P.E., Director March 17, 1998 Clara Hepton 1505 S Barker Greenacres, WA 99016 Re: Meadowview Ranch Estates Phase 11 Sewer Coilcction System Dear Clara, The following items still remain from the pre-pavement TV inspection report dated May 23, 1995, of Meadowview Ranch Estates Phase II sewer collection system. Prior to Construction Division acceptance of the quality of construction, the following items must be completed or repaired: • Manhole faults: 1. Inlet and outlet pipes need to be grouted in where they enter manholes. 2. Manhole # 188.6/8.6 - center of channel is high and is obstructing inlet/outlet pipe. 3. Proper manhole adjustments and grouting of rung holes, lift holes, and adjustment rings is required on all manholes. • Post-pavement TV inspection of all sewer lines and manholes. The available information indicates excessive maintenance cleaning and attention. The Construction Division cannot accept the quality of work until items are addressed. Contact me at 456-3606 when repairs are to take place. Also, send a request in writing after work is complete for re-TV and/or manhole inspection of problem areas. Sincerely, Randy Stronks Inspector c: Red Diamon Utilities - Gene Repp Vern Jarvis File 1026 W. Broadway Ave. 11 Spokane, WA 99260-0170 0 (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166 ASSIGNMENT 1 or security purposes only, CLARA HEPTON Devdoper hereby,assigns to SPOKANE COUNTY, a political subdivision of the State of Washington, the following: Savings Certificate Number in the face amount of $12,100.00 and held in and by Washington Trust Bank Dank Name Band of Spokane, WA Opportunity Pines Branch Opportunity Pines This assignment is made as security for the full and faithful performance by Branch Clara Hepton Developer of certain- roads, monuments and drainage facilities for, Spokane County Name of Development specified in the typical section and roadway improvements specifications for said project, dated 14th day of July , 1997 and on file in the Office of (lie Spokane County Engineer. Any interest benefits accruing under said savings certificate shall remain the property of Clara Hepton Developer savings certificate to be released to Clara Hepton Developer or any other party only with the prior written consent and agreement of Spokane County. PROVIDED, FURTHER, the undersign does hereby authorize Wash naton Trust Bank Dank Name to pay over to Spokane County all or a sufficient portion of the monies in the savings certificate referenced hereinabove upon written documentation being received from the Spokane County Engineer indicating that the purposes for which the savings certificate was assigned have not been frilly and faithfully performed as required and a statement of that amount of money which the County Engineer as required and a statement of that amount of money which the County Engineer deems necessary to complete such obligation. Upon receipt of such written documentation, Clara Hepton Developer hereby authorized 0065kt-.~ ~b 1 Bank Name to release to Spokane County that amount of money requested up to the maximum amount in the savings certificate. DATED.this & day of Sy 1, , ' , 199. BANK : Washington Trust Bank ADDRESS : 100 N Pines CITY STATE ZIP : Spokane, WA 99216 PHONE (509),353-5665 PRESIDENT SECRETARY DEVELOPER : Clara Hepton 0-.4 STATE OF WASHINGTON ) County of Spokane Ott this dnv lW Iotown to t he/she/the GIVEN _A :.TS ) 2009790858 -ed before me C.; 14 f ek S2 hlei ) described in and who executed the tiUithin and foregoing instniment and acknowledged that O ter/their free and voluntary act and deed for the uses and purposes- therein stated. 10 l ~ kNNhtOFTJCIA,L SEAL this - PUBLIC o ? .cT ao. A Of Svc. y 19 ' ' • 2, ? 4% Notary Public in and for "the State WA of Washington, residing at Spoksrt ~/11111.11 itrgton 1~ lZ/o 1 OFFICE OF THE COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON TO: CHAD COLES FROM : DAVE BERTO • DATE: July 16, 1997 SUBJECT: BOND ITEMS P1644A MEADOW VIEW RANCH ESTATES II The bond for the above mentioned project is for the following items: 1) All the items on the approved road and drainage plans with the exception of the sod for the 11208" Swales. 2) Bond has been reduced to 10% of original estimate. 1 S,T BOND REDUCTIVN PROJECT P1644A MEADOWVIEW RANCH EST II NAME D. BERTO DATE 09-Jul-97 DRAINAGE ITEMS UNITS QUANTITY PRICE COST 1) Drywell - Type A @ 10% EA 0.1 1250.00 125.00 2) Drywell - Type B @ 10% EA 0.4 1650.00 660.00 3) Grate - Type 1 EA 315.00 0.00 4) Grate Type 2 EA 340.00 0.00 5) Grate - Type 4 @ 10% EA 0.5 300.00 150.00 6) Backfill For DW @ 10% CY 19 16.00 304.00 7) Concrete Inlet EA 750.00 0.00 8) C.M. Pipe 10" Dia. LF 23.00 0.00 9) C.M. Pipe 12" Dia. LF 27.00 0.00 10) C.M. Pipe 15" Dia. LF 27.80 0.00 11) C.M. Pipe 18" Dia. LF 31.50 0.00 12) Precast Manhole EA 1500.00 0.00 13) Solid lid EA 310.00 0.00 14) Ditch /208 Excavation @ 10% CY 16.1 10.00 161.00 15) Pond Excavation CY 10.00 0.00 16) Sod SF 0.70 0.00 NON STANDARD DRAINAGE ITEMS 1) Construct Maintenance Access @ 10% LS 40.00 2) Filter Fabric Lining For 5 D.W. @ 10% 70.00 3) 0.00 4) 0.00 DRAINAGE SUBTOTAL 1510.00 16) Monuments @ 10% EA 0.6 185.00 111.00 17) Barricade LF 33.00 0.00 18) Street Signs @ 10% EA 0.2 85.00 47.00 OTHER SUBTOTAL 128.00 GRADING, SURFACING, CURB, AND SIDEWALK 19) Rough Grade @ 10% 20) Top Course @ 10% 21) Base Course 22) Asphalt Concrete @ 10% 23) Curb Type A 24) Curb Type B @ 10% 25) Curb Type R @ 10% 26) Sidewalk @ 10% CY 182.04 10.00 1820.40 CY 91.02 16.00 1456.32 CY 16.00 0.00 Tons 80.01 44.40 3552.44 LF 7.00 0.00 LF 107.91 8.00 863.28 LF 176.92 8.00 1415.36 SQ YD 71.94 16.70 1201.40 NON-STANDARD ROAD ITEMS 1) Saw Cut Approx 1200 Feet Of Asph @ 10% 150.00 2) 0.00 3) 0.00 GRADING AND SURFACING 10459.20 CONSTRUCTION TOTAL 12,097.20 USE $12,100.00 .i~ OFFICE OF SPOKANE COUNTY ENGINEER AvOIDVERBALORDERS TO lam. DATE ell FROM - SUBJ CT f as J~.~ ~r ~ ~ p i !`1 c/1 !1~i 13 N ~ ms=s . ~ ~-F- BOND ESTI MATE 'ROJECTR1644A MEADOWVIEW RANCH EST II - NAME DAVE BERTO DATE 17-Apr-95 DRAINAGE ITEMS- - UNITS QUANITY PRICE COST Drywe l l - Type A EA 1 12-50.00 1250.00 Dr-ywe 1 1 - Type B EA 4 1650. Q)0 6600. V-10 119 Grate - Type 1 EA G 15. 00 0.00 r-ate Type E EA 540. Q)0 0. 0kA Grate - Type 4 EA 5 300.00 1500. 00 149 Backf i 1 1 For- DW CY 190 lb. 013 504k1. 0i7~ /D Concrete Inlet EA 750.00 0.00 0 C. M. R i pe 10" Dia. LF 25, 0k 0. 00 C. M. Ripe 12" Dia. LF 27.00 0.00 0) C, M. Ripe 15" Dia. LF 27.80 k~. 00 1) C. M. Pipe 18" Dia. LF 51. 50 0. 0~~ 2: Precast Manhole EA 1500. 00 0. 00 5) Solid lid EA 510.00 0.00 .4) Ditch/2 08 Excavation CY 1~~1 10.00 1610. 00. .5) Sod SF 0.70 0.0Q) ION STANDARD DRAINAGE ITEMS Construct Maintenance Access LS 400, 0Q7 Filter Fabric Lining For 5 D. W. LS 700. 00 /1 > 0. 00- 0. 00 > 0. V-I0 0.00 D RA I NAGE SUBTOTAL - 15100. 00 .6) Monuments EA 6 18'5.00 1110.00/1G .7) Barricade LF 6-3.00 0.00 8) Street Signs - EA 2 85.00 170.00/0 - OTHER SUBTOTAL 1280.00 GRADING, SURFACING, CURB, AND SIDEWALK .9) Rough Grade CY 1820.4 10. +00 iG 18204.00 :'0) Top Course CY 910.2 16.00 14565. 20 /D =_1 ) Base Course CY 16. 00 0. 0, * 2') Asphalt Concrete Tons 800.1 44.40 35524.44 i0 :L5) Curb Type A LF 7.00 0.00 _'4) Curb Type B LF 1079.1 8.00 8652.80 49 _5) Curb Type R LF 1760. S. 00 14155. 60 i® ='6) Sidewalk - SO YD 719.4 16.70 12013.98 s~ - 4ON-STANDARD ROAD ITEMS 1 ) Saw Cut Aprox 1200 Feet Of Asph LS 1500. 00 m 0.00 J) ' 0 • v~ 0 . 0.00 . GRADI NG AND SURFA CING 104592.02 U SF- I a 1) ono - av GRAND TOTAL 120,972.02 POND ESTIMATE PROJECT P1644A MEADOWVIEW RANCH EST II NAME DAVE BERTO DATE 17-Apr-95 DRAINAGE ITEMS UNITS QUANITY PRICE COST 1) Drywel 1 - Type A EA 1 1250.00 1250.00 2) Drywe l l - Type B EA 4 1650.00 6600.00 3) Grate Type 1 EA 315.00 0.00 4) Grate Type 2 EA 340.00 0.00 5) Grate - Type 4 EA 5 300.00 1500.00 6) Back f i 1 1 For DW CY 190 16.00 3040.00 7) Concrete Inlet EA 750.00 0.00 8) C. M. Pipe 10" Dia. LF 23.00 0.00 9) C. M. Fli pe 12" Di a. LF 27.00 0.00 10) C. M. Pipe 15" D i a. LF 27.80 0.00 11) C. M. Pipe 18" Dia. LF 31.50 0.00 12) Precast Manhole EA 1500.00 0.00 13) Solid lid EA 310.00 0.00 14) Ditch/208 Excavation CY 161 10.00 1610.00 15) Sod SF 0.70 0.00 NON STANDARD DRAINAGE ITEMS 1) Construct Maintenance Access LS 400.00 2) Filter Fabric Lining For 5 D. W. LS 700.00 3) 0.00 4) 0.00 5) 0.00 6) 0.00 DRAINAGE SUBTOTAL - - 15100.00 16) Monuments EA 6 185.00 1110.00 17) Barricade LF 33.00 0.00 18) Street Signs EA 2 85.00 170.00 OTHER SUBTOTAL 1280.00 GRADING, SURFACING, CURB, AND SIDEWALK. 19) Rough Grade CY 1820.4 10.00 18204.00 20) Top Course CY 910.2 16.00 14563.20 21) Base Course CY 16.00 0.00 22) Asphalt Concrete Tons 800.1 44.40 35524.44 23) Curb Type A LF 7.00 0.00 24) Curb Type B LF 1079.1 8.00 8632.80 25) Curb Type R LF 1769.2 8.00 14153.60 26) Sidewalk SO YD 719.4 16.70 12013. 98 NON-STANDARD ROAD ITEMS - - 1) - Saw Cut Aprox 1200 Feet Of Asph LS 1500.00 2) 0.00 3) 0.00 4) 0.00 GRADING AND SURFACING 104592.02 a s- GRAND TOTAL 120,972.02 % • STREET QUANTITIES PROJECT NO.- F11644A DESIGNER- DAVE BERTO DATE- 4/17/9; PROJECT DESCRIPTION- MEADOWVIEW RANCH ESTATES II STREET # 1 NAME- 8TH AVE LENGTH- 700.00 FT. WIDTH- 10.50 FT. BEGINNING STATION = 0 .00 ENDING STATION = 700.00 ONE SIDE ONLY PWIDTH= 18.50 EWIDTH= 8.00 QWIDTH= 0.00 INTER # 1 T INCLUDED I SW I DTH = 36.00 SK = 0.00 RAD = 20.00 TERM # 1 : CROSS STREET INCLUDED EW 10.00 PW 22.00 SK 0.00 RAD 20.00 TERM # 2 : CHOPPED ITEM MEASURE MENT QUANTITY SURFACE AREA- 8462.52 S. F. ROADWAY EXCAVATION 1.00 FT. 31 3. 4 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. .156.7 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT CONCRETE 0.33 FT. 214.2 TONS CURB TYPE R EXISTING 0.00 FT. PROPOSED 676.2 FT. SIDEWALK EXISTING 0.00 S. Y. PROPOSED 400.8 S. Y. STREET # 2 NAME- BARKER ROAD LENGTH- 441.37 FT. WIDTH- 12.00 FT. BEGINNIN G STATION = 1000.00 ENDING ST ATION = 1441.37 ONE SIDE ONLY PWIDTH= 22.00 EWIDTH= 10.00 QWIDTH= 0.00 TERM # i TAPER TAPER LENGTH = 130.00 TERM # 2 CROSS S TREET EXCLUDED EW 8.00 PW 18.50 SK 0.00 RAD 20.00 ITEM - MEASUREMENT QUANTITY SURFACE AREA- 5614.44 S. F. ROADWAY EXCAVATION 1.00 FT. 207.9 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. 104.0 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT- CONCRETE 0.33 FT. 142.1 TONS CURB TYPE B EXISTING 0.00 FT. PROPOSED 402.9 FT. SIDEWALK EXISTING 0.00 S. Y. PROPOSED 268.6 S. Y. STREET # 3 NAME- JOEL ROAD LENGTH- 479.62 FT. WIDTH- 36.00 FT. BEGINNING STATION = 0.00 ENDING STATION = 479.62 TERM # 1 : CROSS STREET INCLUDED EW 0.00 PW 16.50 SK 0.00 RAD 20.00 TERM # 2 : CROSS STREET EXCLUDED EW 8.00 PW 18.50 SK 0.00 RAD 20.00 ITEM MEASUREMENT QUANTITY SURFACE AREA- 16712. 00 S. F. ROADWAY EXCAVATION 1.00 FT. 619.0 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. 309.5 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT CONCRETE 0.17 FT. 211.5 TONS CURB TY PE R EXISTING 0.00 FT. PROPOSED 872.1 FT. STREET # 4 NAME- 9TH AVE/9TH COURT LENGTH- 406.33 FT. WIDTH- 33.00 FT. BEGINNING STATION = 0.00 ENDING STATION = 406.33 INTER # 1 T EXCLUDED ISWIDTH = 36.00 SK = 0.00 RAD = 20.00 TERM # 1 : CUL-DE-SAC STANDARD PERM RADIUS = 45.00 RADII = 20.00 TERM # 2 : CHOPPED ITEM MEASUREMENT QUANTITY SURFACE AREA- 18361.65 S. F. ROADWAY EXCAVATION 1.00 FT. 680.1 C. Y. CRUSHED SURFACING TOP COURSE 0.50 FT. 340.0 C. Y. CRUSHED SURFACING BASE COURSE 0.00 FT. 0.0 C. Y. ASPHALT CONCRETE 0.17 FT. 832.4 TONS CURD TYP E R EXISTING 0.00 FT. PROPOSED 897.2 FT. TOTALS ROADWAY EXCAVATION CRUSHED SURFACING TOP COURSE CRUSHED SURFACING RASE COURSE ASPHALT CONCRETE CURB TYPE R CURL TYPE R SIDEWALK 18`0.4 C. Y. 910.2 C. Y. 0.0 C. Y. 800.1 TONS 1079.1 FT. 1769.2 FT. 719.4 S. Y. SPOKANE COUNTY ENGINEERING - DEVELOPMENT ENGINEERING SERVICES BOND ESTIMATE FORM PROJECT ,~IhOGW V t%lftS A DATE wp PREPARER l- PROJECT NO. ITEM # DESCRIPTION QUANTITY PRICE TOTAL COST 1 TYPE "A" DRYWELLb TYPE "B" DPYWELLt"' ¢ $ 3 TRIPLE DEPTH DRYWELL $ 4 FILTER FABRIC LININGA,-twfiL FOR TYPE A & B DRYWELLS b 4C4 O BAC K'F I LL FOR DRYWELLSA-3cb $ 6 TYPE 1 METAL GRATE $ 7 TYPE METAL GRATE $ 8 TYPE METAL GRATE $ _ WSDOT TYPE 2 GRATE $ j c-) WSDOT TYPE 2 CONCRETE INLET BASE - UNIT "H" $ 11 SPOKANE CO. C :ONC. INLET $ 1 48" PRECAST MANHOLE 13 SOLID METAL LID ► 1.4 DITCH/208 EXCAVATION $ 15 10" ST SEWER - $ 16 1211 ST SEWER - $ 17 10" ST SEWER - 18 2 1 " ST SEWED; $ 19 24 01 ST SEWER - 30 ST SEWED: - $ '1 36" ST SEWER - $ NON STANDARD DRAINAGE ITEMS: 1 $ kk~bur~.utG !d x fiv+ 1,¢4 14) J 490 5k 4 E $ TOTAL ESTIMATED C:ONSTNUC:T I ON COST : $ COMMENTS ON FOND ESTIMATE: 1/119"l-/9%3, e POND EXCAVATION VOLUMES FOR BOND CALCS PROJECT # P1644A FLOOR Swale length width area depth volume Al 8 95.9 767.2 1 767.2 A2 15 20.2 303 0.5 151.5 A3 18 24.8 446.4 0.5 223.2 B1 8 61.8 494.4 1 494.4 C 1 17.5 32.4 567 1 567 C2 15 12.1 181.5 0.5 90.75 C3 15 17 255 0.5 127.5 C4 15 14.6 219 0.5 109.5 D1 IRREGULAR 1186 1 1186 D2 18 28.6 514.8 0.5 257.4 D3 5 46 230 0.5 115 D4 5 46 230 0.5 115 D5 5 52.7 263.5 0.5 131.75 TOTAL 161 CY • 40 OFFICE OF THE COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON TO: Jeff Forry, Department of Buildings FROM: Bill Hemmings DATE: Monday, April 15, 1996 SUBJECT : B . C . C . resolution # 91-0882 Implementation (JULY 2, 1991) Attached are the individual lot plans for each lot containing a swale in MEADOWVIEW RANCH EST 2ND ADD, plat# P-1644A. Please give the appropriate lot plan to the individual applying for a building permit on the lot, so they can draw their house and approach to scale on the lot. We will need this plan, and the corresponding $1000.00 cash surety, in the form of cash, letter of credit, or savings assignment, before we can issue the approach permit. Also attached are the letter of credit and savings assignment forms. k\d\f\208pri 2/96 "SAMPLE LETTER OF CREDIT" " (USE BANK LETTERHEAD) " (BANK NAME ADDRESS ZIP CODE PHONE # AND OTHER INFORMATION) IRREVOCABLE LETTER OF CREDIT AMOUNT: $ 1,000.00 NO. BENEFICIARY: SPOKANE COUNTY ENGINEERS 1026 W BROADWAY SPOKANE, WA 99260-0170 SUBJECT: LOT BLOCK MEADOWVIEW RANCH EST 2ND ADD (Plat) PLAT # P 1644A. (Development) Gentlemen: We hereby authorize our irrevocable Letter of Credit in your favor, and authorize you to draw on the (bank), a draft up to one thousand (Dollars) ($1,000.00), for the account of (developer). The 'draft, drawn under this Letter of Credit, covers the assurance of completion of installation of storm drainage, drainage swales, sod and other work as is incidental and related thereto in accordance with the drawings and specifications as submitted to and approved by the Spokane County Engineer's Office on (date), and is to be accompanied by the following documents: written request by Spokane County Engineer's Office to (bank), at the above address indicating non-completion of all or any of the above improvements and that amount of money required to complete such improvements. We hereby agree with the drawer, endorser and bona fide holder of this draft, negotiated under and in compliance with the terms of this credit, that said draft shall be duly honored upon presentation at the (bank), at any time before completion of the above-described improvements or performance, in which event written notice shall be given by Spokane County to the bank. (developer) shall be responsible for any cost incurred by the county in excess of the amount of security. Drafts, drawn under this Letter of Credit, shall bear on their face the words Drawn under (bank) (bank address) Credit No. Dated Bank Name: By: (authorized signor) k\d\f\208pri 2/96 "AGREEMENT" In consideration of the issuance of a building permit for Lot MEADOWVIEW RANCH EST 2ND ADD (plat) plat # P 1644A , Block , (Developer) has deposited $1,000.00 with Spokane County as security for full and faithful performance by Developer respecting certain drainage facilities and sod in accordance with the drawings and specifications as submitted to and approved by the Spokane County Engineers Office on (date) 199 Developer hereby agrees that should such drainage facilities and sod not be constructed in accordance with the approved drawings within six months of occupancy, Spokane County may then use the security to bring these facilities and sod into conformance therewith. Developer shall be responsible for any costs incurred by the county in excess of the amount of security. Spokane County agrees to return to Developer any unused funds upon satisfactory completion of these facilities and sod. NAME & ADDRESS TO BE RETURNED TO: (Developer Signature) DATE k\d\f\208pri 2/96 ASSIGNMENT For security purposes only, COUNTY, a political subdivision of the State of Washington, the following: Savings Certificate Number in the face amount of $1,000.00 and held in and by Bank of Branch (developer) hereby assigns to SPOKANE (bank address) This assignment is made as security for the full and faithful performance by (developer) of certain drainage facilities and sod for LOT BLOCK , MEADOWVIEW RANCH EST 2ND ADD(Plat) Plat # P 1644A in accordance with the drawings: and specifications as submitted to and approved by the Spokane County Engineers office on (date) '199 Any interest benefits accruing under said savings certificate shall remain the property of . (developer) Said savings certificate to be released to (developer) any other party only with the prior written consent and agreement of Spokane County. PROVIDED, FURTHER, the undersigned does hereby authorize (bank) to pay over to Spokane County all or a sufficient portion of the monies in the savings certificate referenced hereinabove upon written documentation being received from the Spokane County Engineer indicating that the purposes for which the savings certificate was assigned have not been fully and faithfully performed as required and a statement of that amount of money which the County Engineer as required and a statement of that amount of money which the County Engineer deems necessary to complete such obligation. Upon receipt of such written documentation, (developer) hereby authorizes (bank) to release to Spokane County that amount of money requested up to the maximum amount in the savings certificate. (developer) shall be responsible for any costs incurred by the county excess of the amount of security. DATED this day of 9199 _ BANK OF POND Dl INSTALL SPOKANE CO. BOTTOM EL 2079.43 0 °7'7°RI'VEW 93APPRO`CH SPECIAL 2' CURB INLETS w/ 10' GRAVEL ACCESS STA. 0+45.04 IE. m2080.43 8th AVE. STA. 0+47.83 IE. -20410.44 STA. 0+50.62 IE.-2080.45 F~iAaOATRYTOwFA LEVEL SCALE: 1' 30' REA • .S£'L<• DRAINAGE EASEMENT AI -Vj Lm 13.33' 20'R TOP EDGE 121.702 M OF TYPE *B* ORY 2041 POND 10' SETASIOE WELLS W/ TYPE 4 FRAME do GRATES o+a5 atn. 44' RT. 13+66 BARKER,. 54' RT. ~n GRATE EL - 2080.03 + 25' BUILDING SETBACK SIGHT EASEMENT pl: TOP EDGE OF 208 POND / 0 in 000 2t' 10'. INSTALL SPOKANE CO. _ J STD. DRIVEWAY APPROACH - ? 17 61 13+58 TO 13+74 p W/ 10' GRAVEL ACCESS _ u[ =I w- co ~W las !F~ N W I~ ~ I . 4' CURB OP W/TYPE IOINLETS STA. 12+a7.9a IEs2083.20 141.29' SPECIAL 2' CURB INLETS STA 12+86.58 [E.-2083.01 BOUNDARY Of LLVE L STA 12+89..37 iE.=.083.01 - - FLAT 8011 AREA N N 0PADMIX VIEW 27 saa3 4i~ . POND D3 BOTTOM EL. = 2082.76 NAL . o~aFs LOT 1, BLOCK1 MEADO IEW RANCH ESTATES SECOND ADDITION] w HAHIN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA- 99208 o ~ V L1J Z w p cc Ci. cn DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT - LOWEST INLET +.2' 3:1 MA, ~cJ FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS, SPECIAL CURB INLET _ GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE .5' FROM DROP INVERT T c STREET RIGHT-OF-WAY 8' MINIMUM TOP OF INVERT ELEVATION CHANNEL ELEVATION, IN INLET TOP OF CURB AT - LOWEST INLET +.2' 6' SIDEWALK TYPE 'er CURB INVERT ELEVATION. NORMAL FLOWUNE(AITTER TYPE 1 INLET CHANNEL SLOPE ■ I.OX LOWEST CURB DROP M POND (SEE CURB DROP DETAIL) _ ASPHALT PAVEMENT TYPICAL "208" POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW EXPIRES 12 15 96 mu. NNW HAHN MYGINEERING "n CIARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION Noj"ff sets a etv sfox an or sr sPOXWE, ra, "IM S 1505 BARKER RD. ~aos~ aa~-~aae D or. SPOKANE, WA 99016 k ~0 n` BARKER ROAD SWALE DETAIL c ru (aoo) aa7-sia>P ~ or. F STREET RIGHT-OF-WAY I DRAINAGE EASEMENT AS SPECIFIED ON PLAN VARIES MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +.2' . 3;1_ _b1AX A ALAU FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE 0.9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND. -C- SEE STREET PLANS SPECIAL CURB INLET c- SIDEWALK dl W TYPE "er CURB rINVERT ELEVATION- NORMAL GUTTER FLOWLINE 3 .5' LOWEST INLET IN POND (SEE INLET DETAIQ- WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL 208" POND WITH DRAINAGE STRUCTURE AND SPECIAL INLET SECTIONAL VIEW GRASS TURF INSTALLED CONCURRENT TYPE 1 INLET ASPHALT PAVEMENT H"N BNGINE RING ,Am 1Q' CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION "Xra of" jr amsu0x mvw ft a 9-9-94 spo , rL 0"08 a S 1505 BARKER RD. t (600 ur-taso SPOKANE, WA 99016 208 SWALE WITH DRYWELL & SPECIAL INLET sEC.owo -YAr tef ar-,iir , n F#l 4' CURB DROP W/ TYPE 1 INLET sTA. 12 +6 7.98 , I E. 208 3.2 5 SPECIAL 2' CURB INLETS STA 12+86.58 IE.-2083.01 STA 12+89.37 IE. -2083.01 OFLAT BDTTOMF ARLEVEL E ~L 1' - 40' I~ POND D3 N BOTTOM EL. • 2082.76 . I 1 1 I 193.56' I ev 1 + N I i •i LZ I ~ I I I ~ 00 I~ eve ?o., 10, 10513 h SPOKANE CO. STANDARD 7 TYPE "Ir DRYWELL WITH TYPE 4 +FRAME do CRATE DRAINAGE EASEMENT 2 22 STA. 1+23 OF .CUL-DE-SAC- 53 FROM CENTER CRATE EL - 2086.87 ~F ` 3' CURB DROP ' W/TYPE I INLET POND Cl STA. CUB 0E sac'2087.27 BOTTOM EL • 2086.37 Or BOUNDARY OF LEVEL T FLAT BOTTOM AREA cip ~ONAL~~ W W o LOT 9, BLOCKI 0 Q MEADOWEW RANCH ESTATES SECOND ADDITION W Cr HAHN ENGINEERING N. 8623 SUITE B OMSION SPOKANE, WX 99208 EVIRES STREET RIGHT-OF-WAY DRAINAGE .EASEMENT AS SPEOFIED ON PLAN 8' MINIMUM TOP OF MINIMUM TOP OF SPECIAL CURB INLET INVERT ELEVATION CHANNEL ELEVATION, TOP OF CURB At POND ELEVATION, OF INLET LOWEST INLET +.2' TOP OF CURB AT GRASS TURF INSTALLED CONCURRENT LOWEST INLET +.2' WITH OCCUPANCY OF ADJACENT HOUSE 6' SIDEWALK '611 , o .3: 1 ""A" .5' FROM CURB 413- C1 DROP INVERT FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. MANN LWGINEERINC 90is- oat NORM sets a bl"SION o"m or. sm SPOXANN, .AL "IM (QO!) 4ef-fee0D PAX ("t 487-01" TYPE Mer CURB INVERT ELEVATION= NORMAL FLOWUNEGUTTER TYPE 1 INLET CHANNEL SLOPE - I .ox LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) ASPHALT PAVEMENT TYPICAL "208" POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONALVIEW-.' EXPIRES 12/15196 a ML gum CLARA HEPTON F MEADOWVIEW RANCH ESTATES 2nd EDITION S 1505 BARKER : RD. SPOKANE, WA .99016 . BARKER ROAD SWALE DETAIL sicb" MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +,2' DRAINAGE EASEMENT AS. SPECIFIED ON PLAN 0.9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND, 3=t ~1 FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE STREET RIGHT-OF-WAY VARIES (SEE STREET PLANS v GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW .r 3:, Luc ~v► yv1 . ~J 2 Q~ 0 LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) ' rINVERT ELEVATION- NORMAL GUTTER FLOWLINE "ASPHALT PAVEMENT TYPE "Ir CURB TYPE 1 INLET i • JZMN ENGINYMNG. CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION J1DS" i , rA.D0008 ~ M'~~ S 1505 BARKER RD. cm ru roi .Orr-lrro SPOKANE, WA 99016 208 SWALE WITH DRYWELL SEC.M »r roi 07-Orro SPOKANE CO. STANDARD TYPE "g' DRYWELL WITH B DROP TYPE 4 FRAME & GRATE 3 3' ' CURB I INLET STA. CUL-DE-SAC STW/TYPE A 1+21.35 -04~ 53' FROM ROM CENTER OF CUL-DE-SAC GRATE El. 2086.87 IE.-2087.27 SCALE. 1' - 40' POND Cl F9th COURT BOTTOM EL. - 2086.37 , BOUNDARY OF LEVEL / FLAT BOTTOM AREA .33 DRAINAGE EASEMENT r, 0` I BOUNDARY Of LEVEL FLAT BOTTOM AREA N - - I N 7' SIDEWALK EASEMEN - DAP E9 • 4' 25' BUILDING SETBACK 50' 56.7' ` ~ ` 4 31.5- in) I t 8' SETBACK 38,2- 'n I 18' SETBACK 2 TYP; 61.22 DRAINAGE EASEMENT BOUNDARY Of LEVEL FLAT BOTTOM AREA SPECIAL 2' CURB INLETS STA 11+02.58. IE.-2087.38 STA 11+05.37. IE.-2087.38 4' CURB DROP W/ TYPE 1 INLET STA. 11+03.97, IE.-2087.63 POND 015 BOTTOM EL. - 2087.13 A :.BARKER ROAD DRAINAGE EASEMENT 4' CURB DROP W/ SPECIAL 2' CURB INLETS TYPE 1 INLET STA 11+94.58, IE.-2084.78 STA. 11+95.98. IE.-2085.03 STA 11+97.37, IE.-2084.78 POND D4 BOTTOM EL. - 2084.53 LOT 109 BLOCK1 MEAnOWMEW RANCH ESTATES SECOND ADDITION .309, 0 JR Wso > qr~ 1. W co U W~ cc HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE. WA. 99208 tic 09 T MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +.2' .3.1 MA, 177::::,--] STREET RIGHT-OF-WAY DRAINAGE EASEMENT AS SPECIFIED ON PLAN 8' MINIMUM TOP OF SPECIAL CURB INLET INVERT ELEVATION CHANNEL ELEVATION, IN INLET TOP OF CURB AT - LC`IIEST INLET +.2' _ GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE 6' SIDEWALK Ali II ,Ai At A A AL .d. A A J 5 a~rbh 1 .R'ROP FROM INVERT CURB D ■ -----------v------ . I FIAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. TYPE "er CURB INVERT ELEVATION■ NORMAL. GUTTER FLOWLINE J 1- TYPE 1 INLET CHANNEL SLOPE - I.oz LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) ASPHALT PAVEMENT TYPICAL "208" POND ?~e;~ W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW X247 TONAL . EXPIRES 12 15 96 NANN ENGINEERING CLARA HEPTON F :EADOWVIEW RANCH ESTATES 2nd EDITION NOWN OM a e157510N Oft 0% 9-9-" SPOKANE, II, 00200 6eoxw or. sm S 1505 BARKER RD. CFO aR «r-mo SPOKANE, WA 99016 ru 407-80" „o c, BARKER ROAD SWALE DETAIL SECDM I DRAINAGE EASEMENT AS- 'SPECIFIED -0N PLAN MINIMUM TOP OF POND ELEVATION, - TOP OF CURB AT LOWEST INLET +,2' 0.9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND. 3~1 _MAX FIAT POND BOTTOM ELEVATION AS SHOWN ON PLANS, DRAINAGE STRUCTURE " 1 3 r 1-~ r Z STREET RIGHT-OF-WAY 0 VARIES SEE STREET PLANS LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION- NORMAL GUTTER FLOWLINE GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW J:1 MAX L--ASPHALT PAVEMENT TYPE "R" CURB TYPE 1 INLET 1U "I son 0 DI SIO NG . ~ an CLARA HEPTON M. 14" pau N& MEADOWVIEW RANCH ESTATES 2nd EDITION + iugoi~ OWN" 9-9-94 S 1505 BARKER RD. SPOXM, 900.447-r,600 SPOKANE, WA 99016 "208" SWALE WITH DRYWELL stc.m m III If f 4f7-8(8# 4~ S P O K A N IF- OFFICE OF THE COUNTY ENGINEER • Ronald C. Hormann, P.E., County Engineer March 30, 1995 Randy Hahn, P.E. Hahn Engineering C O U N -r Y A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director SUBJECT: P1644A - Meadowview Ranch Estates, Phase H 2nd Review Gentlemen: A review of the road and drainage plans for this project has been accomplished. Areas of concern to us are indicated in red on the attached prints. Please make the corrections and resubmit them to this office in order that the review process may proceed. When the plans are resubmitted, mark all changes on the revised print in color. In addition, please provide an information copy of any utility plans (showing the lot service points) for this project. If you have any questions about this review, please contact us at 456-3600. Thank you. Very truly yours, Ronald C. Hormann, P. E. Spokane County Engineer 4 Edward . P , r., P.E. Plans Review Engineer encls: Plans (1 set) Calculations (1 copy) Comments (4 pages) cc: project file reviewer (comments only) 1026 W. Broadway Ave. • Spokane, WA 99260-0170 - (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166 i REVIEW COUNTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456-3600 FAX (509)324-3478 REVIEW REVIEWER: Ed Parry- PROJECT 44A DATE: 30 March 95 PROJECT NAME: Meadowview Ranch Estates, Phase 11 COMMENTS FROM PREVIOUS REVIEWS NOT YET ADDRESSED 1st Review: GENERAL 1. Plans need to be signed and dated by P.E. [P.E. stamp still needs signature, date signed, and expiration date] 2. Developer needs to sign and date plans [Still needed] PLANS Sheet 1 of 5 [now sheet 1 of 7] 1. Has the lot configuration along the south side of 9th Court been coordinated with Planning? The apparently non-conforming size of Lot 15 raises concerns about who will be responsible for the maintenance of the portion of the 208 swale on this lot [still pending] Sheet 2 of 5 [now sheet 2 of 7] 3. Barker Road is the major (through) Road at this intersection; the stop sign should be located to control traffic on 8th Ave [only one set of street signs is needed - should be installed on stop sign post]] 4. Provide maintenance access routes to drywells in Ponds D1 and Al [coordinate with the County Maintenance Engineer (Phil Barto, P.E.) for access section and configuration needed to meet equipment capabilities] 7. The intersection separation distance between Joel Road and Harmony Road is less than the 300' minimum required on arterial-rated roads. A design deviation will be needed to approve this substandard intersection separation [Design deviation has been submitted and approved; no response required ] 8. Provide sight distance easements over a. Lot 4, Block 1 b. Lot 10, Block 2 [Need to show sight distance easements on road plans and the Plat Map. Dimension the easement along the lot line, measured from a convenient property corner - see markups on sheet 6 of 7 ] r REVIEW COMMENTS Page 2 of 4 30 March 95 PROJECT # P1644A REVIEW # 2 9. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans [Use of R-value results from phase I of the project will be acceptable. The minimum depth of CSTC is 6" , regardless of the TI and R-value indication from the WSDOT nomograph] Sheet 3 of 5 [now sheet 3 of 71 1. Barker Road 1. SCRS requires that stationing runs from south to north [Need to orient the North Arrow to north. Avoid the use of negative stationing; station 0+00 should indicated as 10+00] 4. Provide maintenance access routes to drywells in Pond DI [See comment #4 on sheet 2 of 5] 7. Provide sight distance easement over Lot 1, Block 1 [Need to show sight distance easements on both the road plans and the Plat Map. Dimension the easement along the lot line, measured from a convenient property corner - see markups on sheet 7 of 7] 11. Road section: b. 24' dimension should measure from CL to toe of curb structure [This comment is withdrawn; it was erroneously included in the last set of review comments. Road section dimensions are appropriate for the road classification] H. Joel Road 2. Provide maintenance access routes to drywell in Pond A 1 [See comment #4 on sheet 2 of 5] 5. Provide sight distance easements over a. Lot 7, Block 1 b. Lot 4, Block 2 [Need to show sight distance easements on both the road plans and the Plat Map. Dimension the easement along the lot line, measured from a convenient property corner - see markups on sheet 7of7] 8. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans [See comment #9 on sheet 2 of 51 1 l REVIEW COMMENTS Page 3 of 4 30 March 95 PROJECT # P1644A REVIEW # 2 Sheet 4 of 5 [now sheet 4 of 7] 2. Provide sight distance easements over a. Lot 7, Block 1 a. Lot 4, Block 2 [Need to show sight distance easements on both the road plans and the Plat Map. Dimension the easement along the lot line, measured from a convenient property corner - see markups on sheet 6of7] 9. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans [See comment #9 on sheet 2 of 51 Sheet 5 of 5 [now sheet 5 of 7] 1. Provide typical section cut of swale [Lot side of the 208 swale bank needs to be set a minimum elevation of T/C + 0.21, to ensure that any excess volume drains toward the street. This is particularly important where lots are located downhill of a swale], CALCULATIONS 4. Page 27 [now Page 35]: Overflow from Basin B .1 cfs; this needs to be considered in the Basin D inlet calcs [still need to add this bypassing flow to the amount generated by the subbasin contributing to swale D21 5. Page 50 [now Page 68]: Inlet calcs need to consider overflow from Basin B [still need to add the bypassing flow from Basin B to the amount generated by the subbasin contributing to swale D2; .08 cfs bypasses to swale D11 6. Curb Grade calc sheets should show T/C's for quarter-stations on flat 1 grades [ a. 8th Avenue: The grades between stations 5+ 15 and 5+95 need to be coordinated with the plans. b. Barker Road: The grades and elevations need to be coordinated with the plans.] 208 LOT PLANS General: 1. P.E. stamp needs to be signed & dated [still needed on Lot 1, Block 1] 5. Lengths of curb inlets in sidewalks need to be indicated [still needed on Lot 1, Block 21 Lot 1, Block 1 2. Provide maintenance access routes to the drywells [See comment #4 on plan sheet 2 of 7] F REVIEW COMMENTS Page 4 of 4 30 March 95 PROJECT # P1644A REVIEW # 2 Lot 15, Block 1 1. Where does this lot configuration come from? Preliminary plat shows Lot 15 as 90' x 120'. The size of the lot creates an unbuildable lot (at least for residential purposes) - who will be responsible for maintaining the portion of the 208 swale on this lot? This configuration needs to be coordinated with Planning [still pending] Lot 1, Block 2 2. Provide maintenance access routes to the drywell at 6+50 RT (8th Ave) [See comment #4 on sheet 4of5] 3. Indicate drywell CL station & offset [still needed for drywell on Joel Road] PofE QiJcy REvlW aol P44%lS AMV TO t3& /721Fsu8ar/-rfeD (M 40py) COMMENTS BASED ON REVISED PLANS AND CALCULATIONS IN THIS SUBMITTAL Sheet 1 of 7 1. Water service plans should be revised so that a. Fire hydrant is located out of swale Al b. Water service to Lot 41 Block 2 is located out of existing 208 swale Sheet 5 of 7 1. Swale detail: Coordinate "width" dimension leaders with the plans CALCULATIONS 1. Density-based C factors are acceptable if the basin is made up of: (1) flat ( < 2 % slope) lots; (2) whole lots which drain entirely to the basin (i.e., no lot drains partly into another basin) and (3) road area which front on one side of the lot only (i.e., corner lots have contributing road area form only one side of the lot. All of these requirements must be met in order to use the density-based C factor; if the basin does not meet all of the these requirements, then the weighted C factor based on the road area, pervious lot area (lawns) and impervious lot area (roof/driveway/patio) must be calculated. A reasonable estimate of the impervious lot area is 3200 ft2 (which is the Equivalent Residential Unit impervious lot area developed by the Stormwater Utility). If the actual building footprints are known, then those could be used to develop the impervious area quantity for the lots. I REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456-3600 FAX (509)324-3478 REVIEW /Z REVIEWER: Ed Parry- PROJECT P1644A DATE: 20 January 95 PROJECT NAME: Meadowview Ranch Estates, Phase II GENERAL 1. Plans need to be signed and dated by P.E. [SCRS requires that each submittal be stamped, signed and dated by a Washington State-licensed professional Engineer] 2. Developer needs to sign and date plans [Still needed] PLANS Sheet 1 of 5 1. Has the lot configuration along the south side of 9th Court been coordinated with Planning? The apparently non-conforming size of Lot 15 raises concerns about who will be responsible for *the maintenance of the portion of the 208 swale on this lot Sheet 2 of 5 3. Barker Road is the major (through) Road at this intersection; the stop sign should be located to control traffic on 8th Ave [only one set of street signs is needed - should be installed on stop sign post]] 4. Provide maintenance access routes to drywells in Ponds D1 and Al [coordinate with the County Maintenance Engineer (Phil Barto, P.E.) for access section and configuration needed to meet equipment capabilities] 7. The intersection separation distance between Joel Road and Harmony Road is less than the 300' minimum required on arterial-rated roads. A design deviation will be needed to approve this substandard intersection separation [pending submittal of design deviation] 8. Provide sight distance easements over a. Lot 4, Block 1 b. Lot 10, Block 2 [Need to show sight distance easements on both the road plans and the Plat Map. Dimension the easement along the lot line, measured from a convenient property corner] 9. Provide R-value test results to validate the pavement section design. These results will be needed REVIEW CONSENTS Page 2 of ? 20 January 95 PROJECT # P1644A REVIEW # 1 prior to approval of the road plans [Use of R-value results from phase I of the project will be acceptable. The minimum depth of CSTC is 6" , regardless of the TI and R-value indication] Sheet 3 of 5 1. Barker Road 1. SCRS requires that stationing runs from south to north [Need to orient the North Arrow to north. Avoid the use of negative stationing; station 0+00 should indicated as 10+001 4. Provide maintenance access routes to drywells in Pond D1 [See comment #4 on sheet 4 of 51 . Provide sight distance easement over Lot 1, Block 1 [Need to show sight distance easements on both the road plans and the Plat Map. Dimension the easement along the lot line, measured from a convenient property corner] 11. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans [See comment #9 on sheet 4 of 51 b. 24' dimension should measure from CL to toe of curb structure [This comment is withdrawn; it was erroneously included in the last set of review comments. Road section dimensions appropriately for the road classification] H. Joel Road 2. Provide maintenance access routes to drywell in Pond Al [See comment #4 on sheet 4 of 51 5. Provide sight distance easements over a. Lot 7, Block 1 b. Lot 4, Block 2 [Need to show sight distance easements on both the road plans and the Plat Map. Dimension the easement along the lot line, measured from a convenient property corner] 8. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans [See comment #9 on sheet 4 of 5] Sheet 4 of 5 2. Provide sight distance easements over a. Lot 7, Block 1 a. Lot 4, Block 2 [Need to show sight distance easements on both the road plans and the Plat Map. Dimension the REVIEW COMMENTS Page 3 of ? 20 January 95 PROJECT # P1644A REVIEW # 1 easement along the lot line, measured from a convenient property corner] 9. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans [See comment #9 on sheet 4 of 5] Sheet 5 of 5 1. Provide typical section cut of swale [Lot side of the 208 swale bank needs to be set a minimum elevation of T/C + 0.21, to ensure that any excess volume drains toward the street. This is particularly important where lots are located downhill of a swale] CALCULATIONS 3. Basin calculations also need to evaluate Q from roads only, and to size the swale for greater volume from the entire basin or only the roads . path lengths need to be shown on the Basin Map. [ a. The assumed T, b. The contours shown on the Basin Map do not appear to support the assumed T" path lengths. If the lots will be graded to develop the assumed T, path, then finished grade contours are need on both the Road & Drainage Plans, and on the Lot Plans. c. Density-based C factors are acceptable if the basin is made up of: (1) flat 2% slope) lots; (2) whole lots which drain entirely to the basin (i.e., no lot drains partly into another basin) and (3) road area which front on one side of the lot only (i.e., corner lots have contributing road area form only one side of the lot. All of these requirements must be met in order to use the density-based C factor; if the basin does not meet all of the these requirements, then the weighted C factor based on the road area, pervious lot area (lawns) and impervious lot area (roof/driveway/patio) must be calculated. A reasonable estimate of the impervious lot area is 3200 ft2 (which is the Equivalent Residential Unit impervious lot area developed by the Stormwater Utility) 4. Page 27 [now Page 391: Overflow from Basin B .1 cfs; this needs to be considered in the Basin D inlet calcs [still need to add this bypassing flow to the amount generated by the subbasin contributing to swale D21 5. Page 50 [now Page 68]: Inlet calcs need to consider overflow from Basin B [still need to add the bypasssing flow from Basin B to the amount generated by the subbasin contributing to swale D2] 6. Curb Grade calc sheets should show T/C's for quarter-stations on flat 1 grades [ a. 8th Avenue: The grades between stations 5+15 and 5+95 need to be coordinated with the plans. b. Barker Road;: The grades and elevations need to be coordinated with the plans. REVIEW COMMENTS Page 4 of ? 20 January 95 PROJECT # P1644A REVIEW # 1 208 LOT PLANS General: 1. P.E. stamp needs to be signed & dated [still needed on Lot 1, Block 11 5. Lengths of curb inlets in sidewalks need to be indicated [still needed on Lot 1, Block 2] Lot 1, Block 1 2. Provide maintenance access routes to the drywells [See comment #4 on sheet 4 of 5] Lot 15, Block 1 1. Where does this lot configuration come from? Preliminary plat shows Lot 15 as 90' x 120'. The size of the lot creates an unbuildable lot (at least for residential purposes) - who will be responsible for maintaining the portion of the 208 swale on this lot? This configuration needs to be coordinated with Planning Lot 1, Block 2 2. Provide maintenance access routes to the drywell at 6+50 RT (8th Ave) [See comment #4 on sheet 4of5] 3. Indicate drywell CL station & offset [still needed for drywell on Joel Road] BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT; P1644A DETENTION BASIN DESIGN BASIN: A REVIEWER: Parry NUMBER OF DRYWELLS PROPOSED DATE: 20-Jan-95 0 Single (type A) 1 Double (type B) Total Area (calc.) (see Hi) 3.32 Time of Conc, (alc.) (see H1) 19.55 Cornpos!te "C" (ala) (see H1) 0.42 Time of Conc. (min) 19.55 Area (Acres) 3.32 C' Factor 0.42 Impervious Area (sq. ft.) 20344 Volume Provided 208: 901 storm: 1394 Outflow (cfs) 1 Area * C" Factor 1.38 #1 #2 #3 #4 #5 #6 #7 Time Time Intensity Q dev. V In V out Storage Inc. Inc. (min) (sea) (in/hr.) (cfs) (cu. ft) (cu. ft) (cu ft) 1-60) (A*C*#3) (Out.-#2) (#5-#6) 19.55 1173.10 1.48 2.05 3215 1173.10 2042 5 300 3.18 4.40 1768 300 1468 10 600 2.24 3.10 2491 600 1891 15 900 1.77 2.45 2952 900 2052 20 1200 1.45 2.01 3206 1200 2006 25 1500 1.21 1.67 3178 1500 1678 30 1800 1.04 1.44 3163 1800 1363 35 2100 0.91 1.26 3145 2100 1045 40 2400 0.82 1.13 3174 2400 774 45 2700 0.74 1.02 3171 2700 471 50 3000 0.68 0.94 3196 3000 196 55 3300 0.64 0.89 3274 3300 -26 60 3600 0.61 0.84 3374 3600 -226 65 3900 0.60 0.83 3567 3900 -333 70 4200 0.58 0.80 3689 4200 -511 75 4500 0.56 0.77 3794 4500 -706 80 4800 0.53 0.73 3811 4800 -989 85 5100 0.52 0.72 3955 5100 -1145 90 5400 0.50 0.69 4010 5400 -1390 95 5700 0.49 0.68 4133 5700 -1567 100 6000 0.48 0.66 4248 6000 -1752 DRAINAGE POND CALCULATIONS Required grassy sale pond storage volum e = Impervious Ar ea X.5 In./ 1 2 in./ft = 848 cu. ft provided: 901 cu. ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 2052 cu. ft provided: 1394 cu. ft Number and type of Drywalls Required = 0 Single OK! No Good TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Areas A*C Ct = 0.15 L2 = 160 1.18 0.90 1.062 Z1 = 3 2.14 0.15 0.321 Li (A) = 350 Z2 = 50 0.00 0.00 0 N (A) = 0.4 B = 0 0.00 0.00 0 S(A) = 0.0343 n = 0.016 0.00 0.00 0 S = 0.0123 0.00 0.00 0 Tc (A) = 8.00 d = 0.19 0.00 0.00 0 Total A Co mp "C" Li (8) = 0 Tc (gu) = 11.55 3.32 0.42 N(B) = 0 Tc(A+B) = 8.00 S(B) = 0 Q=C*I*A= 2.05 Tc(tot) = 19.55 Q(est) = 2.05 Tc (a = 0.0 Intensity = 1.48 A = 0.95665 WP = 10.1027 R = 0.0947 V = 2.14 Tc (toW = Tc (overland + Tc (gutter) Tc(gu) = 1.25 Tc (overland) = Ct*(Li*N/S^o.5)^o.6) Q(esq = 2.05 Ct = 0.15 Li = Length of Overland Flow Holding = 5.70 N = tiction factor of overland flow (A for average grass cover) S = average slope of overland flow Tc (gutter) = Length (ft.)/Velocity (rt./sec.)160 B = Bottom wicth of gutter or ditch Z1 = inverse of cross slope one of ditch Z2 = inverse of crass slope two of ditch d = depth of flow in gutter (estmatA check estimate with Flow) Area = d*B+d^2n*(Z1+Z2) Wetted perimeter = B*d+(1/sin(atn(1/Zi))+i/sin(atn(i/Z2))) Hydraulic Radius = R = Area/Wetted Perimeter Velocity =1.496/n*R^.667*s^.5 Flow = Velocity*Area n = 0.016 for asphalt s = longitudinal slope of gutter 1 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P1644A DETENTION BASIN DESIGN BASIN: A REVIEWER: Parry NU MBE R OF DRYWELLS PROPOSED 20-Jan-95 DPATE: 1 Single (type A) 1 Double (type B) 5 Total Area (calc.) (see H1) 3.32 Time of Conc. (alc.) (see 1-111) 19.55 Composite NCO (alc.) (see H1) 0.42 Time of Conc. (min) 19.55 Area (Acres) 3.32 C' Factor 0.42 Impervious Area (sq. ft.) 20344 Volume Provided 208: 901 storm: 1394 Outflow (cfs) 1.3 Area * C" Factor 1.38 #1 #2 #3 #4 #5 #6 #7 Time Time Intensity Q dev. Vin V out Storage Inc. Inc. (min) (sea) (i n/hc) (cfs) (cu ft) (cu ft) (cu. ft) (#1*60) (A-C-#3) (Outf.-#2) (#5-#6) - 19.55 1173.10 1.48 - 2.05 3215 1525.03 1690 5 300 3.18 4.40 1768 390 1378 10 600 2.24 3.10 2491 780 1711 15 900 1.77 2.45 2952 1170 1782 20 1200 1.45 2.01 3206 1560 1646 25 1500 1.21 1.67 3178 1950 1228 30 1800 1.04 1.44 3163 2340 823 35 2100 0.91 1.26 3145 2730 415 40 2400 0.82 1.13 3174 3120 54 45 2700 0.74 1.02 3171 3510 -339 5o 3000 0.68 0.94 3196 3900 -704 55 3300 0.64 0.89 3274 4290 -1016 60 3600 0.61 0.84 3374 4680 -1306 65 3900 0.60 0.83 3567 5070 -1503 70 4200 0.58 0.80 3689 5460 -1771 75 4500 0.56 0.77 3794 5850 -2056 80 4800 0.53 0.73 3811 6240 -2429 85 5100 0.52 0.72 3955 6630 -2675 90 5400 0.50 0.69 4010 7020 -3010 95 5700 0.49 0.68 4133 7410 -3277 100 6000 0.48 0.66 4248 7800 -3552 DRAINAGE POND CALCULATIONS Required grassy swale pond storage volume = Impervious Area x.5 ind 12 in./ft = DRYWELL REQUIREMENTS -10 YEAR DESIGN STORM Maximum storage required by Bowstring = Number and type of Drywells Required = TIME OF CONCENTRATION (minutes) Tc (overland) To (gutter) Areas C" A'C Ct = 0.15 L2 = 160 1.18 0.90 1.062 Z1 = 3 2.14 0.15 0.321 Li (A) = 350 Z2 = 50 0.00 0.00 0 N (A) = 0.4 B = 0 0.00 0.00 0 S(A) = 0.0343 n = 0.016 0.00 0.00 0 S = 0.0123 0.00 0.00 0 Tc (A) = 8.00 d = 0.19 0.00 0.00 0 Total A Co mp "C" Li (6) = 0 Tc (gu) = 11.55 3.32 0.42 N (B) = 0 Tc (A+ B) = 8.00 S(8) = 0 Q=C*I*A= 2.05 TcOot) = 19.55 0(est) = 2.05 Tc (B) = 0.0 Intensity = 1.48 A = 0.95665 WP = 10.1027 R = 0.0947 V = 2.14 Tc (totao = Tc (overfanco + To (gutter) Tc(gu) = 1.25 To (overland) = Ct'(Li*N/S"0.5)"0.6) Q(est) = 2.05 Ct = 0.15 L1 = Length of Overland Flow Holding = 5.70 N = fiction factor of overlandflow (A foraverage grass cover) S = average slope of overland flow Tc (gutter) = Length (ft,)/Velocity (ft./sec,)a60 B = Bottom width of gutter or ditch Zi = inverse of cross slope one of ditch Z2 = inverse of crass slope two of ditch d = depth of flow in gutter (estimate6 check estimate with Flow) Area = d*B+d"2t2*(L1+Z2) Wetted perimeter = B*d+(11sin(atn(I/Zi))+11sln(atn(11Z2))) Hydraulic Radius = R = Area/Wetted Perimeter Velocity =1.4851n*R".667*s".5 Flow = Velocity'Area n = 0.016 for asphalt s = longitudinal slope of gutter 848 cu. ft provided: 901 cu. ftr OKI 1782 :cuL ft provided: 1394 ft No Good 1 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT; P1644A DETENTION BASIN DESIGN BASIN: A REVIEWER: Parry NUMBER OF DRYWELLS PROPOSED DATE: -Jan-95 0 Single (type A) 2 Double (type 6) r/fi Total Area (talc,) (see H1) 3.323.32 x Time of Conc. (alc.) (see 1-11) 19.55 Composite "C" (alc.) (see 1-11) 0.42 Time of Cone. (min) 19.55 Area (Acres) 3.32 C' Factor 0.42 Impervious Area (sq. ft,) 20344 Volume Provided 208: 901 storm: 1394 Outflow (cfs) 2 Area * C" Factor 1.38 #1 #2 #3 #4 #5 #6 #7 Time Time Intensity Q dev. V In V out Storage Inc. Inc. (min) (sea) (in/hr.) (cfs) (cu. ft) (cu. ft) (cu. ft) (#1*60) (A*C*#3) (Outt*#2) (#5-#6) 19.55 1173.10 1.48 2.05 3215 2346.20 868 5 300 3.18 4.40 1768 600 1168 10 600 2.24 3.10 2491 1200 1291 15 900 1.77 2.45 2952 1800 1152 20 1200 1.45 2.01 3206 2400 806 25 1500 1.21 1.67 3178 3000 178 30 1800 1.04 1.44 3163 3600 -437 35 2100 0.91 1.26 3145 4200 -1055 40 2400 0.82 1.13 3174 4800 -1626 45 2700 0.74 1.02 3171 5400 -2229 50 3000 0.68 0.94 3196 6000 -2804 55 3300 0.64 0.89 3274 6600 -3326 60 3600 0.61 0.84 3374 7200 -3826 65 3900 0.60 0.83 3567 7800 -4233 70 4200 0.58 0.80 3689 8400 -4711 75 4500 0.56 0.77 3794 9000 -5206 80 4800 0.53 0.73 3811 9600 -5789 85 5100 0.52 0.72 3955 10200 -6245 90 5400 0.50 0.69 4010 10800 -6790 95 5700 0.49 0.68 4133 11400 -7267 100 6000 0.48 0.66 4248 12000 -7752 DRAINAGE POND CALCULATIONS Required grassy swale pond storage volume = Impervious Area X.5 inj 12 in./ft = 848 cu. IL provided: 901 cu. ft OKI DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 1291 cu. HL provided: 1394 cu. ft 010 Nu mber and type of Drywells Required = 0 Single TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Ct = 0.15 ( L2 = 160 + Zi = 3 Li (A) = 350 7-2 = 50 N(A) = 0.4 B = 0 S(A) = 0.0343 n = 0.016 s = 0.0123 Tc (A) = 8.00 d = 0.19 Li (8) = 0 Tc (gu) = 11.55 N(B) = 0 Tc(A+B) = 8.00 S(8) = 0 Tc~ot) = 19.55 Tc (e) = 0.0 Intensity = 1.48 Tc (totaq = Tc (overlancq + Tc (gutter) Tc (overland) = Ct*(L1*N/S"0.5)^0.6) Ct = 0.15 L1 = Length of Overland Flow N = tiction factor of overland flow (A foraverage g'ass cover) S = average slope of overland flow Tc (gutter) = Length (rt.)/Veiocity (rt./sec.)/60 B = Bottom width of gutter or ditch Z1 = inverse of cross slope one of ditch Z2 = inverse of cross slope two of ditch d = depth of flow in gutter (estimate, check estimate with Flow) Area = d*B+d^22*(Z1+Z2) Wetted pert meter = B*d+(i/sin(atn(ifZi))+1/sin(atn(1/Z2))) Hydraulic Radius = R = Area/Wetted Perimeter Velocity =1.486/n*R^.667*s".5 Flow = Vetoclty*Area n = 0.016 for asphalt s = longitudinal slope of gutter 2 Double Areas "C" A*C a 1.18 0.90 1.062 2.14 0.15 0.321 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 0.00 0.00 0 Total A 3 32 Comp "C° 0 42 rw . . * ~5 Q=C*I*A= 2.05 Q(est) = 2.05 A = 0.95665 WP = 10.1027 R = 0.0947 V = 2.14 Tc(gu) = 1.25 Q(est) = 2.05 Holding = 5.70 BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P1644A DETENTION BASIN DESIGN BASIN: C REVIEWER: Parry NUMBER OF DRYWELLS PROPOSED DATE: 20-Jan-95 1 Single (type A) 0 Double (type B) Total Area (calc.) (see Hi) 1.86 Time of Conc. (talc.) (see Hi) 14.99 Composlte "C* (cala) (see H1) 0.44 Time of Cona (min) 14.99 Area (Acres) 1.86 C' Factor 0.44 Impervious Area (sq. ft.) 20344 Volume Provided 208: 901 storm: 1394 Outflow (cis) 0.3 Area * C" Factor 0.83 #1 #2 #3 #4 #5 #6 #7 Time Time Intensity Q dev. V in V out Storage Inc. Inc. (min) (sea) (i nlhr.) (cfs) (cu. ft) (cu. ft) (cu. ft) (#1"60) (A*C-#3) (Outt."#2) (#5-#6) 14.99 899.12 1.77 1.46 1764 269.74 1494 5 300 3.18 2.63 1057 90 967 10 600 2.24 1.85 1488 180 1308 15 900 1.77 1.46 1764 270 1494 20 1200 1.45 1.20 1804 360 1444 25 1500 1.21 1.00 1806 450 1356 30 1800 1.04 0.86 1810 540 1270 35 2100 0.91 0.75 1809 630 1179 40 2400 0.82 0.68 1834 720 1114 45 2700 0.74 0.61 1838 810 1028 50 3000 0.68 0.56 1858 900 958 55 3300 0.64 0.53 1907 990 917 60 3600 0.61 0.50 1969 1080 889 65 3900 0.60 0.50 2086 1170 916 70 4200 0.58 0.48 2160 1260 900 75 4500 0.56 0.46 2224 1350 874 80 4800 0.53 0.44 2237 1440 797 85 5100 0.52 0.43 2323 1530 793 90 5400 0.50 0.41 2358 1620 738 95 5700 0.49 0.40 2432 1710 722 100 6000 0.48 0.40 2502 1800 702 DRAINAGE POND CALCULATIONS Required grassy swale pond storage volume = Impervious Ar ea x.5 in./ 1 2 In./ft. = 848 cu. ft provided: 901 cu. M Oicl DRYWELL REQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 1494 cu. ft provided: 1394 cu. ft No Good Number and typ e of Drywells Required = 1 Singe TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Areas "C" A*C Ct = 0.15 L2 = 237 0.73 0.90 0.657 Z1 = 0.16 1.13 0.15 0.1695 Li (A) = 220 Z2 = 50 0.00 0.00 0 N (A) = 0.4 B = 0 0.00 0.00 0 S(A) = 0.227 n = 0.016 0.00 0.00 0 s = 0.0148 0.00 0.00 0 Tc (A) = 3.44 d = 0.165 0.00 0.00 0 Total A Co mp'C" Li (6) = 0 Tc (gu) = 11.55 1.86 0.44 N(B) = 0 Tc(A+B) = 3.44 S(6) = 0 Q=C*I*A= 1.46 Tc(tot) = 14.99 Q(est) = 1.44 Tc (B) = 0.0 Intensity = 1.77 A = 0.682803 WP = 8.4187 R = 0.0811 V= 2.12 Tc (totao = Tc (overland) + Tc (gutter) Tc(gu) = 1.87 Tc (overland) = Ct* IL1 * N1S ^0.5) ^0.6) Q(e" = 1.44 Ct = 0.15 L1 =Length of Overland Flow Holding = 8.44 N = friction factor of overland flow (.4 for average Bass cover) S = average slope of overland now Tc (gutter) = Length (ft.)IVelocity (ft./sec.)ft B = Bottom width of gutter or ditch Z1 = inverse of cross slope one of ditch Z2 = inverse of cross slope two of ditch d = depth of flow in gutter (estimate, check estimate with Flow) Area = d*B+d^2,2*(Z1+Z2) Wetted perimeter = B*d+(1lsin(atn(11Z1))+tlsin(atn(UZ2))) Hydraulic Radius = R = Area/Wetted Perimeter Velocity =1.486ln*R^.667*s^.5 Flow = Velocity*Area n = o.o16 for asphalt s = longitudinal slope of gutter 0 Double BOWSTRING METHOD (TEN YEAR STORM DESIGN) PROJECT: P1644A DETENTION BASIN DESIGN BASIN: D REVIEWER: Parry NUMBER OF DRYWELLS PROPOSED DATE: 20-Jan-95 0 Singe (type A) 2 Double (type B) Total Area (calc.) (see Hi) 1.86 Time of Conc. (calc.) (see H1) 14.99 Composlte "C° (caic.) (see H1) 0.44 Tame of Cona (min) 14.99 Area (Acres) 1.86 C' Factor 0.44 Impervious Area (sq. ft.) 20344 Volume Provided 208: 901 storm: 1394 Outflow (Cfs) 2 Area * Co Factor 0.83 #1 #2 #3 #4 #5 #6 #7 Time Time Intensity Q dev. V in V out Storage Inc. Inc. (min) (sec.) (in/hr.) (cfs) (cu ft) (cu. ft) (cu ft) (#1*60) (A*C*#3) (Oulf.*#2) (#5-#6) 14.99 899.12 - 1.77 1.46 1764 1798.24 - -34 5 300 3.16 2.63 1057 600 457 10 600 2.24 1.85 1488 1200 288 15 900 1.77 1.46 1764 1800 -36 20 1200 1.45 1.20 1804 2400 -596 25 1500 1.21 1.00 1806 3000 -1194 30 1600 1.04 0.86 1810 3600 -1790 35 2100 0.91 0.75 1809 4200 -2391 40 2400 0.82 0.68 1834 4800 -2966 45 2700 0.74 0.61 1838 5400 -3562 50 3000 0.68 0.56 1858 6000 -4142 55 3300 0.64 0.53 1907 6600 -4693 60 3600 0.61 0.50 1969 7200 -5231 65 3900 0.60 0.50 2086 7800 -5714 70 4200 0.58 0.48 2160 8400 -6240 75 4500 0.56 0.46 2224 9000 -6776 80 4800 0.53 0.44 2237 9600 -7363 85 5100 0.52 0.43 2323 10200 -7877 90 5400 0.50 0.41 2356 10800 -8442 95 5700 0.49 0.40 2432 11400 -8968 100 6000 0.48 0.40 2502 12000 -9498 DRAINAGE POND CALCULATIONS Required grassy s%ele pond storage volume = Impervious Ar ea x.5 In.! 1 2 In./ft = 848 cu. fL provided: 901 cu. ft. OKI DRYWELLREQUIREMENTS - 10 YEAR DESIGN STORM Maximum storage required by Bowstring = 457 cu. ft provided: 1394 cu. ft OIQ Number and type of Drywells Required = 0 Sine TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter) Areas *C' A*C Ct = 0.15 L2 = 237 0.73 0.90 0.657 Z1 = 0.16 1.13 0.15 0.1695 Li (A) = 220 Z2 = 50 0.00 0.00 0 N (A) = 0.4 B = 0 0.00 0.00 0 S(A) = 0.227 n = 0.016 0.00 0.00 0 S = 0.0148 0.00 0.00 0 Tc (A) = 3.44 d = 0.165 0.00 0.00 0 TotalA Comp OCO Li (B) = 0 Tc (gu) = 11.55 1.86 0.44 N(B) = 0 Tc(A+B) = 3.44 S(B) = 0 Q=C*I*A= 1.46 Tc(tat) = 14.99 Q(est) = 1.44 Tc (8) = 0.0 Intensity = 1.77 A = 0.682803 WP = 8.4187 R = 0.0811 V = 2.12 Tc (total) = Tc (ovedandi + Tc (gutter) Tc(gu) = 1.87 Tc (overland) = Ct*(L1INIS" 0.5) "0.6) Q(esq = 1.44 Ct = 0.15 Li = Length of Overland Flow Holding = 8.44 N = fiction factor of ovehandflow (.4 foraverage grass cover) S = average slope of overland flow Tc (gutter) = Length (rt,)Nelocity (It./sec.))60 B = Bottom width of gutter or ditch Z1 = inverse of cross slope one of ditch Z2 = inverse of cross slope two of ditch d = depth of flow in gutter (estimate check estimate with Flow) Area = d'B+d^212*(Z1+Z2) Wetted perimeter = B*d+(11sin(atn(1lZ1))+i/sin(atn(i1Z2))) Hydraulic Radius = R = Area/Wetted Perimeter Velocity = 1.486/n*R^.687*s-,5 Flow = Velocity'Area n = 0.016 for asphalt s = longitudinal slope of gutter 2 Double SUBMITTAL CHECKLIST PROJECT # -pf& q614- REVIEW # REVIEWER: DATE: 19 January 95 PROJECT: I Gw1fi&W kju G T- - PROJECT SPONSOR: &W4- TEL # PROJECT ENGINEER (Road & Drainage Plans) TEL ~tSSC~ PROJECT SURVEYOR (Plat) TEL # YES NO N/A GENERAL ITEMS 1. The $100.00 fee for plat review has been paid to Spokane County for this submittal 2. An agreement to pay fees has been submitted to Development Engineering Services 3. The fee agreement has been signed by the project owner or a principal of the developer's firm. If signed by an agent of the owner, written authorization from the owner is attached to the fee agreement 4. Review fee account is current (no invoices over 30 days outstanding) 5. I have noted the plans in, plans out dates on the pink sheet in the file / 6. If the project is a mobile home park, were the plans reviewed by Planning? 7. 2 copies of the plans were submitted 8. 2 copies of the calculations were submitted 9. The plans are on 2411 x 36" sheets GENERAL ITEMS (cont' d) A~~ 10. 11. 1 12. The calculations are bound together The O?s and calculations are stamped and signed by a Professional Engineer The developer has signed and approved the road and drainage plans l At 13. Are there any conflicts between the proposed ~ drainfields and any drainage ditches on the plat 14. Bowstring calculations by developer are in the file for this review. 15. Vertical curve stopping sight distance calculations by developer are in file for this review 16. Horizontal & vertical alignment sight distance calculations by developer are in file for this review 17. The engineer/developer has provided evidence of coordination with the electric utility servicing the project 18a. The file contains a Spokane County Section Map 18b. The file contains a Spokane County Assessors's Map 18c. The file contains an aerial photo of the proposed project area 18d. The file contains a corrected preliminary of the final plat map 19. The project is located in urban boundary area 20. The project is located in the Aquifer Sensitive Area 0 21. The project plan name matches the plat name I 22. Is the entire project located outside of an identified Flood Plain Area? 23. Is the entire project is located outside of an identified Stormwater Management Problem Area? cklistv3.0/Aug93 2 GENERAL ITEMS ( cont' d) 4 24. 25. et'W"~V - 6A IhrArl( b,?J A&aok List any design deviation requests and their status: Locate the Findings and Order for the project and list any unusual conditions: J 23. Backcheck of previous comments completed 24. All previous comments adequately addressed cklistv3.0/Au993 3 FIELD REVIEW 1. Field investigation trip made on 2. Report completed and put into file on 3. Are there any existing utilities on the project site? (Overhead power, fire hydrants, etc.) If yes, describe. 4. Are the drainage basins on the ground the same as those that are presented in the drainage report? 5. Are there any drainage channels directed toward property? 6. Are there any drainage channels directing water through the property? 7. Do County roads cut off drainage as per drainage calculations? 8. If there are culverts under county roads, does the flow go away from or toward the project? 9. What kind of ground cover exists? 10. Describe any existing channel conditions: 11. Describe channel cross section: 12. Existing Curb Type: cklistv3.0/Aug93 4 ROAD PLANS 1. List any roads that must be designed and constructed on the project. ROAD NAME CLASS. REQ'D WIDTH PAVED R/W DESIGN TERRAIN SPEED -tz> M I qq ~~II r MIN./MAX. STOPPING SIGHT MIN. CURVE GRADE DISTANCE HORIZ. VERT. 2. Planning conditions require submission of a landscape plan. (NOTE: Usually associated with PUD' s ) 3. I have checked the landscape plan against the road and storm drainage design and there are the following conflicts: 4. The following road plans have a bearing on the design of roads for this project and a copy is in the file: 5. I have sent an "R" value and percolation test request to the Construction Section with soils information and a layout of the project. "R" value test request to Designer (date). cklietv3.0/Aug93 5 ROAD PLANS (coat' d) 6. Is the bench mark shown on the plans? 7. Are stationing equations shown? l 8. Is stationing correct (south to north, west to e1~ *4)~,A(gi kQ east, reading left to right on the plan) ? 9. Are existing utilities shown on the plans (or an information copy of the utility plans submitted) ? 10. Are proposed utilities shown on the plans (or an information copy of the utility plans submitted) ? 11. Does the note "Any conflicting utilities shall be relocated prior to construction of roads or drainage facilities." appear on the plans? 12. STREET WIDENING 12a. Are curb design sheets provided for widening of existing streets? 12b. Does the curb design conform to Spokane County Standards of section cross slope (Between 20 and 4.5--,)? 12c. Is there a street cross section shown for widening existing streets? 12d. Does the proposed new width match the width required in the Findings and Order? 12e. The cross-section shows: existing R/W proposed R/W future setaside 12f. 100' (min.) pavement taper into project is shown (1) There is adequate R/W for the taper to extend from the new paving width to existing pavement. (2) There is inadequate R/W for the taper to extend from the new paving width to existing pavement; taper extends from existing paving to R/W. / 12g. Length of pavement taper out of project meets: V WS2 : 60 for design speeds s 40 mph WS for design speeds > 45 mph ft.min.taperlengthapprovedbyCounty Traffic Engineer 12h. Transition from end of curb to existing paving is shown (curb should nose down in 1211) cklistv3.0/Aug93 6 ROAD PLANS (cont'd) __'Z12i. A 411-wide, white painted fogline at 12" from the edge of paving is indicated (tapers or tangents) 12j. Are the curb grades above the county minimum of 0.80? 12k. If curb grades are below 0.8%, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 13. NEW STREETS 13a. Does the proposed alignment meet Spokane County Standards? vertical slopes vertical curve length horizontal curve radius intersection separation ~Q AV 150' on local access 300 on arterials 13b. The plans show the typical cross section for streets 13c. Does the proposed street width match the Findings and Order? 13d. The cross-section shows: existing R/W proposed R/W future setaside 13e. Does the typical section on the plans meet Spokane County Road Standards? ~.57;, cross slope is shown cross slope is within standards cross slope is correct when checked on profile 13f. Curb type : shown / proper type for the road classification meets Spokane County Road Standards for curbs within the public right-of-way consistent with the curb type in the general area 13g. Are the curb grades above the county minimum of 0.80? ckliatv3.0/Au993 7 ROAD PLANS ( cont' d) 13h. If curb grades are been added which below 0.811, has a special note requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 14. Has an "R11 value test been performed for each soil group? 14a. The pavement section is adequate for the R-value (le Ok o4z,, 64fb and Traffic Index for the road type 15. Locations where water is intended to flow through an inlet or curb cut are at the low point in vertical curve 16. SIGNAGE PLAN 16a. Stop signs are shown for all streets which intersect an arterial (Check with County Traffic Engineer if there is a question) 16b. Street name signs are shown at all intersecting streets 16c. Is there a need for barriers at the end of dead end streets? 16d. Is there a need for other special signing? (Check with the County Traffic Engineer) 17. Has the Fire District approved all proposed private road turnarounds that are substandard according to our Spokane County Road Standards? 18. CURB RETURNS 18a. Are BCR, MCR, and ECR stations /elevations on curb returns shown on the plan? 1 in the profile? 18b. Are the curb return elevations correct? 18c. Is there positive drainage from the road intersection to the MCR? 18d. Curb return radius meets County Standard minimum of 20' (to back of curb for rolled/wedge curbs, to face for vertical curb face types) 18e. BCR, MCR, and ECR elevations are set to allow drainage from the centerline to the curbline cklistv3.0/Au993 8 ROAD PLANS ( cont' d) 18f. BCR, MCR, and ECR elevations are set so that the superelevation between the intersection and the curbline is banked properly for right-hand turns into and out of the intersection roads (the road slopes from the intersection down to the flowline) 18f. BCR, MCR, and ECR elevations at intersect ions without stop sign control are set so that the superelevation between the intersection and the curbline does not exceed: (ref. AASHTO) 100 (flat terrain) 80 (rolling terrain) 60 (mountainous terrain) 19. CUL-DE-SACS 19a. The cul-de-sac grades (top of curb) meet county cul-de-sac standards (lo min.) 19b. The cul-de-sac curb is shown in profile 20. INTERSECTIONS V 20a. Do the intersections meet the 20 grade requirements? 20b. Wheelchair ramps are provided at intersections with sidewalks the required 51x5' landing zone at the bottom of the ramp is located inside of a line drawn 1' inside a line extended between the curb faces of the adjoining street at intersections? any drainage structures are located outside of the landing zone? 20c. If there is a change of direction at the wheelchair ramps, are the ramps oriented so that: a 51x5' pad is provided at the top of the ramp? 20d. The intersection horizontal sight distance analysis shows that sight triangle encroachment on private property is 2' or less 21. 22. Is there a need for slope easements? Is there a need for erosion protection? cklistv3.0/Aug93 9 ROAD PLANS ( coat' d) 23. DRIVEWAYS 23a. Can a driveway slope of 80 or less be maintained between the edge of pavement and the right-of- way? 23b. Can a driveway slope of 120 or less be maintained -T- between the right-of-way and the building setback line? cklistv3.0/Au993 10 DRAINAGE PLANS 1. Has a plat map been submitted which shows lot dimensions, street widths, etc.? contours spot 2. Was a map with - ' elevations submitted to properly determine drainage basins? 3. Were all existing drainage courses shown? 4. Were all the proposed drainage courses shown? 5. Were Hydrologic calculations submitted for each basin? (Bowstring if area s 10 acres, SCS TR-55 if area > 10 acres) Offsite (50-yr storm if undeveloped, 10-yr storm if developed) Onsite (10 -yr storm) P USL& C Te y Q for entire area Q for roads only INFILTRATION POND id A l l d t d ume prov pon vo e c ua DETENTION POND Release to pipe system: contain 50-yr developed release at 50-yr pre-developed secondary overflow to pipe in control structure for 100-yr developed emergency overflow weir for 100-yr developed sump prior to outlet to control structure if min. freeboard grassed sides/floor for publicly-maintained ponds sprinklersystemforpublicly-maintainedponds Retained on site, no drywell:_ contain 100-yr developed WV ~5•"Z emergency overflow for 100-yr developed 208 SWALES s 208 swale floor area, volume requirements 208 swale floor area provided 208 swale volume provided cklistv3.0/Aug93 11 DRAINAGE PLANS (con tI d) UNDERGROUND GRAVEL GALLERIES 1. .3 void ratio for gravel free space volume is used I 2. Perc rate from field test is used to develop outflow rate 3. 10-yr event volume is contained entirely underground 4. 100-yr event volume is contained by a combination of underground storage and above ground storage up to 8" depth I 5. 100-yr event volume is contained by a combination of underground storage and above ground storage exceeding 8" depth 5a. Soil mixture is specified for water depth in pond exceeding 8" ` 6. Entire gallery is wrapped in filter fabric CONVEYANCE Conveyance - pipes ditches gutter flow depth is less than gutter height Backwater - pipes, ditches Headwater - culverts Curb drop/curb inlets on grade (fig 16), sump (fig 17) Grates - sump (fig 15), continuous grade (fig 16) Riprap - stone gradation, pad dimensions 7. Soils type is "pre-approved" (Garrison, etc.,) for drywells without percolation tests 8. Does the drainage report identify the SCS soil groups for the project area and for the proposed roads to be built in the project area? 9. The drainage design maintains sheet flow patterns in natural watercourses 10. The drainage design maintains existing sheet flow o patterns without concentrating flows cklistv3.0/Aug93 12 DRAINAGE PLANS ( cost' d) i 11. Does the entire plat lie outside of designated 100-year Flood Plain Area? 12. Does the entire plat lie outside of Zone "B" of the designated Flood Plain Area? 13. Is the max. street ponding in any part of a Zone 15. The drainage concept is compatible with planning commission requirements. 16. The difference between present and future flows is retained on the site. 14. Does the plat contain appropriate language limiting the lowermost opening in a structure located in a Zone "B" to not less than 1' above the lowest road elevation? INLETS 1. The inlets shown are within the stream flow. 2. Inlets are shown on the low side of a road or at the low point of a vertical curve 3. Curb type inlets are shown at sags and are properly sized. Perimeter does not include the side of the grate against the curb face (all grate types). Perimeter is divided by 2 for calculations where no curb opening (Type 1) is provided. Area = clear area _ 2 for Type 1 grates) 4. There are no long curves with flat grades which pose a problem. 5. The centerline road stations, offsets, and invert elevations for all inlets are shown on: plans profile. 6. Grate type is shown on the plan and is acceptable. (Spokane County Standard inlets in county ROW, on private property other inlet type may be specified) (Type 1: D-2; Type 2: D-4) 7. A detail drawing of the grate/curb installation is shown on the plans and includes the 2" depression and transitions as per county standards for grates that are located within "B" less than 1'? ck1iatv3.0/Aug93 1 county ROW, or referenced to SCRS std. detail D-8 DRAINAGE PLANS ( cont' d) 8. A curb cut detail is shown on the plans with the new county back drop with transitions and a 2" depression for curb cuts inside county ROW, or referenced to SCRS std. detail B-15 9. The plans shows acceptable curb cut details and grate details for installations which lie within private road easements. 10. If inlets are in a gravel road or a dirt ditch a 6' x 6' A.C. apron is shown around the inlet. 11. Catch basin or special manhole details are shown --,Z/- or a standard drawing is specified. 12. Critical low points in the drainage system have been provided with overflow easements. 208 SWALE SYSTEMS J 1. Is the swale located outside a future set aside area? See Findings and Order for where setasides are required. 2. The swale bottom and sides have sod or grass turf specified. 3. Swale side slopes do not exceed a 3:1 side slope. (A 2:1 side slope is allowed if swale depth is less than 12 11 deep. Should only be allowed where constrained by obstacles) 4. If depth of water from bottom to drywell rim is between 6 and 8 inches, soil mixture has been specified which meets Spokane County Guidelines. 5. Drywell is: located within 8 feet of the curb line, or a maintenance access route and easement are -{v God w?:-PTT provided t 6. Drywell stationing is staggered from the inlet by at least 4' 7. Multiple drywells are (center-center) apart located more than 30' cklistv3.0/Aug93 14 DRAINAGE PLANS (cont' d) 8. Soil type is appropriate for drywells (perc rate z 72"/hr) if not: 8a. overflow from a swale at a low point will be directed away from building pads by an identified easement over improved ground an existing natural drainage channel covered by an easement t ~ rywell location does not conflict with underground utilities. 10. Drywell type is specified.yc ~w 4f C4 0 10 -,ee ~ 11. Drywell grate type is specified (Type 3 -std. detail D-7) 12. Drywell grate elevation is: ¢~1 below the invert at the curb inlet l between 611 and 81, above the swale floor -4 elevation 13. Does the note: "Wrap the drywell with a filter fabric (Amoco 4545 or equivalent)" appear on the plans? 14. Swale floor elevation is: specified between 6" and 8" below the drywell grate elevation at least 6" below the normal gutter flowline at the curb inlet for swale without a drywell at least 8" below the normal gutter flowline at the curb inlet for swale with a drywell 15. Swale floor dimensions are shown minimum area is shown the area matches the required area from the 208 calculation for impervious areas. 16. Easements for the 208: are shown on the drainage plans are shown on the subdivision plat are of adequate size to contain at least 61, freeboard above the max. water surface elevation for the design storm are tied to the lot corners. 17. The side of the swale that is the furthest ~C, Tfe- 1, 2' distance from the street should have a top of swale elevation that is h4gheT-t7han the highest water level of the swab -z T1,6 -t~ 2- If cklistv3.0/Aug93 15 DRAINAGE PLANS ( cont' d) 18. The invert at the curb inlet is at or above the max. water surface elevation for the design storm 19. Filter fabric is specified for the gravel envelope around the drywell is specified between the drywell and the gravel envelope installation specification is adequate. 20. Irrigation plan for County-maintained 208 swales Lot plans submitted on 208 LOT PLANS 1. Lot plans are required; submitted on 2. The 208 lot plans show: the lot number, block number, subdivision name, date drawn, scale, and north arrow. dimensions to lot corners drainage easements setback requirements swale floor elevation swale floor dimensions rim elevation if drywells are present curb cut station, offset, invert and length any drainage ditches shows depth from the top of the curb an attached cross section of the swale or ditch 3. Lot plans have been stamped by a professional engineer on all pages 4. Lot plans are of sufficient scale to maximize the lot size to the 8 1/2" x 11" paper size. (Drawings may be on plain white paper) 5. 208 lot plans were approved on CULVERTS AND PIPE SYSTEMS 1. The road culverts are at the low points of stream flow. 2. The headwater was calculated for culvert entrances and is under 2 diameters for culverts under 18 in diameter and 1.5 diameters for culverts greater than 18". 3. There is a minimum of 12" of cover for all culverts and storm sewer pipes DRAINAGE PLANS (cont' d) cklietv3.0/Aug93 16 4. The designer has provided a letter from the pipe manufacturer certifying that the intended pipe is suitable for cover less than 3' (PVC), 2' (CMP, RCP), 1' (HDPE/ADS) or the engineer has provided trench details for upgraded pipe bedding for these areas 5. The minimum velocity within the pipe system is 4 feet per second at design flow in a backwater condition. (Note: The County Engineer may permit lower velocities) 6. The backwater calculations show a minimum freeboard of 0.75 feet for each catch basin or manhole. 7. The minimum culvert and pipe slope is 0.5o and all pipes meet or exceed this standard. 8. All angle points in the storm sewer system have suitable access such as a manhole for cleaning. 9. At locations where two different pipe sizes enter the same manhole the 0.8 diameter points of each pipe are at the same elevation. (Note: Exception allowed for drop manholes) 10. Is there any downsizing of pipes in a systems of pipes that are 18" in diameter and smaller. 11. There is a downsizing of pipes in the amount of 3" for a minimum of 100 feet in a pipe system that contains pipes that over 18" in diameter. 12. All pipes in the pipe system are 12" and larger as per Spokane County Standards; (10" pipe that is allowed for connection of inlets to catch basins or drywells, if the length does not exceed 44 LF and the velocity is at least 4 fps). 13. All storm sewer pipes are located a minimum of 5 feet from a rear or side property line and have adequate easements for maintenance. 14. Inlets on the same slope are located so that the maximum width of spread for the gutter flow does not exceed 6' (from curb face for Type "A" or from back of curb for Type "R11) i i 15. The plans and profiles show all culvert pipe types, stations, offsets, lengths, and inverts DRAINAGE PLANS ( coat' d) cklietv3.0/Aug93 17 16. Pipe materials meet county standards for systems that lie within county ROW. (Note: The type of pipe in private systems may be as specified by the design engineer) 17. The culverts shown are properly stationed from centerline stationing. 18. Does the drainage system configuration avoid conflicts with underground utilities? 19. Is there a need for energy dissipation on any of the culvert outlets shown on the plans? 20. Is there a need for rip rap around the culvert outlet at any of the culverts as proposed on the drainage plans. 21. The rip rap that is shown for the drainage plans is adequate for the culverts where erosion is a concern and the engineer has submitted acceptable rip rap design calculations. 22. Pipe anchors are shown for pipe grades greater than 1501. 23. There are no instances where water is trapped against a fill with no culvert shown. 24. Profiles and cross sections are shown on the plans for all proposed channels and ditches. 25. Ditches with eroding velocities have a proper lining for erosion protection. 26. Water will properly flow from an existing or proposed ditch on to the pavement as proposed on the drainage plans. 27. Where the ditch profile passes from cut to fill the flow has been properly disposed of. EASEMENTS cklistv3.0/Aug93 18 1. Adequate drainage easements are shown for maintenance of drainage ditches or pipe systems. 2. There are easements proposed or existing for natural channels which cross the property. 3. An easement was provided where street drainage was diverted onto private property. 4. The perpetual maintenance of private systems has properly been provided for. 5. The maintenance of drainage systems within Spokane County ROW has been properly provided for. 6. Appropriate drainage language has been provided by the reviewing engineer to the surveyor and/or engineer who is involved with the platting work. 7. Pre-existing drainage easements on this parcel are not affected by this plat 8. Overflow easements are provided from swales/ponds located in low points MISCELLANEOUS 1. QC check of review completed W 2. Bond quantities for drainage item calculated \ \L L.I V ~ \ 111i V 3. Vertical curve sight distance worksheets done \ Lf.,.i V V ~ \ 1111 V 4. Vertical curve geometry worksheets done (date) (init. ) 5. Drainage volume worksheets done (date) (init.) 6. Stamped road mylars to Permit Tech. (Sylvia/Suzanne) 7. Stamped lot plans to Admin. Asst. (Sandy) cklistv3.0/Aug93 19 t SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456-3600 FAX (509)324-3478 ezY. /4fJWS REVIEW V 1 PROJECT P1644A PROJECT NAME: Meadowview Ranch Estates. Phase II REVIEWER: Ed Parr! DATE: 10 November 94 NERAL I Plans need to be signed and dated by P. E. 64641 At &06 2. Developer needs to sign and date plans ituad 4e e&v pidy A 1~1- 3. Has this project been coordinated with the electric utility serving the site? lease provide an 'information copy of the utility plans showing the lot service points for water and sewer PLANS Sheet 1 of 5 ~ . Has the lot configuration al_g the south side of 9th Court been coordinated with Planning? The apparently non-conforming size of Lot 15 raises concerns about who will be responsible for the maintenance of the portion of the 208 swale on this lot S"It 2 of 5 .0Indicate bearing (degrees, minutes, seconds) on road centerline tangents 2. Locate Pond D1 so that max. water surface elevation at the design storm is located on the lot side of the Future Acquisition line 3. Barker Road is the major (through) Road at this intersection; the stop sign should be located to control traffic on 8th Ave tee- 5 *4't 'J w``Wa - 4. Provide maintenance access routes to drywells in Ponds D1 and Al 9A~, - e4 '1~e4 40nvert elevations are typically noted as the normal gutter flowline elevation; selecting the i.e. as the depressed flowline elevation and then setting the pond floor at 0.5' below this point causes the depth of water to exceed the maximum for ponds without a topsoil meeting County standards for cationic exchange capacity or organic carbon content being specified s REVIEW COMMENTS Page 2 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 oordinate Pond vations with the detail section provided with the lot plans. The swale floor eeds to beset so that a minimum head of 0.4' (from the normal gutter flowline) is provided over the grate he intersection separation distance between Joel Road and Harmony Road is less than the 300' nimum required on arterial-rated roads. A design deviation will be needed to approve this substandard intersection separation 8. Provide sight distance easements over a. Lot 4, Block 1 Axv 4? ~s S 4, 4, b. Lot 10, Block 2 9. rovide R-value test results to validate the pavement section design These results will be needed for to approval of the road plans r7 Lac ! e40 ote 2: Add "And elevation" in line 4 11. Profile- dicating the stations of the inlets would be helpful 01'ndicate grade between CR's at 5+15 and 5+94 Sheet 3 of s eC ker Road RS requires that stationing runs from south to north 6p 2. Locate Pond DI so that max. of the future acquisition line 4- water surface elevation at the design storm is located ont-eh-lot side . 401ndicate bearing (degrees, minutes, seconds) on road centerline tangents z` rovide maintenance access routes to drywells in Pond D C47-1 5. /ange levations are typically noted as the normal gutter flowline elevation; selecting the i.e. as the deflowline elevation and then setting the pond floor at 0.5' below this point causes the depth of o exceed the maximum for ponds without a topsoil meeting County standards for cationic ex capacity or o rganic carbon content being specified 6. rdinate Pond elevations with the detail section provided with the lot plans. Pond D 1 floor needs t e set so that a minimum head of 0.4' (from the normal gutter flowline) is provided over the grate ' (from the normal gutter flowline) is provided over the grate REVIEW COMMENTS Page 3 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 7 rovide sight distance easement over Lot 1, Block 1 AA61 CAA 104A&Uff Xndicate "End taper/start curb" station. Note that curb is to nose down in 12" . Minimum taper length is the greater of 1OW (W = width of added paving) or 100% the 13' added pavement yields a minimum taper length of 130' rofiie: 4e a. Indicating the stations of the inlets would be helpful 11. section:. We Provide R-valise test results to validate the pavement section design. These results will be eded prior to approval of the road plans 4' dimension should measure from CL to toe of curb structure ote a maximum slope of 1.5:1 from back of sidewalk to existing grade oel Road . Indicate bearing (degrees, minutes, seconds) on road centerline tangents 2 Provide maintenance access routes to drywell in Pond Ali A6b 3. Invert ations are typically noted as the normal gutter flowline elevation; selecting the i.e. as the depress owline elevation and then setting the pond floor at 0.5' below this point causes the depth of wat to exceed the maximum for ponds without a topsoil meeting County standards for cationic exch e capacity or organic carbon content being specified 4. C dinate Pond elevations with the detail section provided with the lot plans. Pond Al and B1 floors ne to be set so that a minimum head of 0.4' (from the normal gutter flowline) is provided over the g e 5. Provide sight distance easements over , a. Lot 7, Block 1 P 1-04 ! S , A4AP b. Lot 4, Block 2 /ndicate Block #s 7. Profile- eoss-slope dicating the stations of the inlets would be helpful oordinate the RT and LT curblines and CL elevations with the road section. The minimum of 2 % yields a T/C elevation = CL - 0.05% the maximum cross-slope of 4.5 % yields a T/C elevation = CL - .0.-56' ,a,~ 3 REVIEW COMMENTS Page 4 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 8. Road section: rovide R-value test results to validate the pavement section design. These results will be aded prior to approval of the road plans 01 (VL#4, r1mc- 4 FrAbIt. W4'c4v_ 400INote a maximum slope of 1.5:1 from back of sidewalk to existing grade S et4of5 Indicate MCR points at cul-de-sac 2. Provide sight distance easements over a. Lot 7, Block 1 a, r a. Lot 4, Block ?U Indicate Block #s 4. Invert elevations"ar ically noted as the normal gutter flowline elevation; selecting the i.e. as the depressed flowline ation and then setting the pond floor at 0.5' below this point causes the depth of water to exce a maximum for ponds without a topsoil meeting County standards for cationic exchange capa or organic carbon content being specified 5. Coordinate P evations with the detail section provided with the lot plans. Pond C1 floor needs to be set so t minimum head of 0.4' (from the normal gutter flowline) is provided over the grate 0.4' (from normal gutter flowline) is provided over the grate 6. Locate inlet to P e I at the low point of the vertical curve in the curbline of the cul-de-sac. The low point of a ve 01 curve occurs at the PVI only when the entering and exiting grades are equal 7. Profil Indicating the stations of the inlets would be helpful dicating the stations of the inlets would be helpful 8. Cul-[Indicate c profile: sate inlet to Pond C1 at the low point of the vertical curve in the curbline of the cul-de-sac. ow point of a vertical curve occurs at the PVI only when the entering and exiting grades qual station & elevation of MCRs 9. Oa. oon: rovide R-value test results to validate th p pavement section design. These results will be ed prior to approval of the road plans ~Ly`01 are Note a maximum slope of 1.5:1 from back of sidewalk to existing grade 40 REVIEW COMMENTS Page 5 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 a J&wt ` 97rovide typical section cut of swale ley x rya ~ ~ , fr.~ , t T/Y) . Indicate i.e. Point of curb inlets C ULATIONS ~;42.' . P. E. stamp needs to be signed & dated age numbering would be helpful asin calculations also need to evaluate Q from roads only, and to size the ale for greater volume om the entire basin or only the roads (god l v klum~ 76-, `s 1 ewts s age 27: Overflow from Basin B .1 cfs; this needs to be considered in the Basin D inlet calcs age 50: Inlet calcs need to consider overflow from Basin B urb Grade calc sheets should show T/C's for quarter-stations on flat 1 grades ~e f I 208 LOT PLANS eral: 1. . E. stamp needs to be signed & dated PLP4,~ ince these plans are used by the builders to locate the house on the lot, all dimensions must scale out ach individual lot plan will need the appropriate section attached Curb inlet i.e.'s need to be indicated /Lengths of curb inlets in sidewalks need to be indicated L11 6z Lo Block 1 oordinate Future Acquisition area with road plans. All swales need to be located so that the aximum water surface elevations is located on the lot side of the future acquisition line Provide maintenance access routes to the drywells k"t-61V " 400plndicate drywell CL station & offset REVIEW COMMENTS Page 6 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 4. Indicate swale dimensions at: nd D1 easement (all segments) and D3 northerly easement limit 5. Indicate floor dimensions at Pond DI: a. Northwesterly floor boundary b. Southerly floor boundary on east leg Indicate swale floor dimensions from property corners along westerly floor boundary (P3) 7. Indicate ement dimensions from a roperty corndr on 8th Property corner on Barker of 4, Block 1 . Indicate floor dimensions at Pond B l: a. Northeasterly floor boundary 01ndicate drywell station, offset /Indicat easement dimensions from Property corner on 8th . Property corner on Barker Kn Block 1 icate swale easement dimensions at Pond C3: a. From property corner along northwesterly easement L t 9, Block 1 . Coordinate pond C1 grate elevation with road plans oordinate Future Acquisition area with road plans. All swales need to be located so that the aximum water surface elevations is located on the lot side of the future acquisition line 3. Easem t dimensions at Pond D3: go s the southerly swale easement dimension at Pond D3 intended to be the 25' dimension wn on lot 8? REVIEW COMMENTS Page 7 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 4. Easeme/di nsions atPond C 1: aortherly swale easement dimension at Pond C1 intended to be the 33.11' dimension sho ot 10? 5. Indicate futu acquisition, building setback lines Lot 10, Block 1 0oordinate pond C1 grate elevation with road plans 2. Co rdinate Future Acquisition area with road plans. All swales need to be located so that the m ' um water surface elevations is located on the lot side of the future acquisition line 3. Pond dim ions at Pond Cl: a. I e southwesterly Swale floor dimension at Pond DI intended to be the 32.4' dimension sho on lot 9? 0 ndicate northwesterly floor dimension at Pond D4, Pond D5 Clarify dimension along lot line from SW lot corner to easement Lo 1, Block 1 rdicate dimension along lot line from NE lot corner at CR to easement Lot 2, Block 1 , Y'licate dimension along lot line from NW lot corner to easement Lot 15, Block 1 1. Where does this lot configuration come from? Preliminary plat shows Lot 15 as 90' x 120'. The size of the lot creates an unbuildable lot (at least for residential purposes) - who will be responsible for maintaining the portion of the 208 swale on this lot? This configuration needs to be coordinated with Planning ock pm 4 P P". Lot 1, lock 2 1. Co inate Future Acquisition area with road plans. All swales need to be located so that the max' um water surface elevations is located on the lot side of the future acquisition line 2. Provide maintenance access routes to the drywell at 6+50 RT (8th Ave) oct1rd REVIEW COMMENTS Page 8 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 Ica drywll CL station & offset s ~W'A' 0', Indicate swale dimensions from property corners to Swale 9easement . Coordinate floor elevation with road plans L 2, Block 2 ndicate dimension along northerly lot line from NW lot corner to easement 3, Block 2 Indicate dimension along westerly lot line from SW lot corner to easement Lot 4, Block 2 dicate dimension along southwesterly floor boundary 1. Ponlisirlot dicate dimension along southeasterly floor boundary for the portion of the swale located on Pond: 2. Ex/lot dicate dimension along northeasterly floor boundary for the portion of the swale located on Swale Sections 1. 208 w/Drywell: Aftote that the minimum bank elevation shall be Top of Curb + 0.2 ~Wrovide a minimum depth of 0.9' from the normal gutter flowline; this will ensure that adeq ate safety factor for head over the grate is provided, in the event the grate becomes e.In(dicate ~ed I.E. reference point - this is typically the normal gutter flowline 2. 208 w/o Drywell: ote that the minimum bank elevation shall be Top of Curb + 0.2' . Provide a minimum depth of 0.5' from the normal gutter flowline; this depth may be as much as 0.67', if topsoil meeting County requirements for either cationic exchange capacity or organic Xndi con tent is specified cate I.E. reference point - this is typically the normal gutter flowline REVIEW COMMENTS Page 9 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 3. 208 Drywell & Special Inlet: Dote that the minimum bank elevation shall be Top of Curb + 0.2' Provide a minimum depth of 0.9' from the normal gutter flowline; this will ensure that quate safety factor for head over the grate is provided, in the event the grate becomes IcIndicate gged I.E. reference point - this is typically the normal gutter flowline 4. 208 K/o Drywell, w/ Special Inlet: Note that the minimum bank elevation shall be Top of Curb + 0.2' Provide a minimum depth of 0.5' from the normal gutter flowline; this depth may be as much 0.67' , if topsoil meeting County requirements for either cationic exchange capacity or organic bon content is= specified . Indicate I.E. reference point - this is typically the normal gutter flowline REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456-3600 FAX (509)324-3478 REVIEW 1 - ADDENDUM PROJECT P 1644A PROJECT NAME: Meadowview Ranch Estates, Phase II . REVIEWER: Ed Parry DATE: 10 November 94 Please add the following comments to the review for this submittal: 1. The sidewalk ramps at the intersections of 8th/Barker and 8th/joel need to aligned do that a 5' x 5' landing zone at the toe of the ramp is located entirely behind a line located 1' behind the extended curb face line of the intersecting streets SWALE SU MARYWORK HEET Project P1644A Project: eadowview anch Esta tes Phase I I Review 2 Date: 19-Jan-95 1 2 3 4 5 6 7 8 9 10 11 Swale Drywell? Swale Floor T/Celev. Curb Gutter FL Depth Pond Slope # /n Length Width Area elevation lowest inlet type = overflow STORM X:1 Basin A: Al y 95.9 8 7672 8439 85.79 8529 0.9 3 n 202 15 303 86.11 86.94 86.61 03 3 n 18 24.8 446.4 89.44 9027 89.94 05 3 Basin B 1 y 8 61.8 494.4 83.91 85.69 8536 1.45 3 n 18 192 345.6 87.84 88.67 8834 OS 3 Basin C 1 y 175 32.4 567 8637 87.6 8727 0.9 3 n 15 21.1 3165 8938 9021 89.88 05 3 n 15 17 255 89.47 903 8997 05 3 n 15 14.6 219 93.99 94.82 94.49 05 3 (ex.) n 20 20 400 97.11 97.94 97.61 05 3 Basin D 1 y 946 7953 80.93 80.43 0.9 3 2 n 18 28.6 514.8 83.43 84.43 83.93 OS 3 3 n 5 46 230 82.74 83.74 8324 OS 3 n 5 46 230 8453 8553 85.03 05 3 5 n 5 52.7 2635 87.11 88.11 87.61 05 3 12 13 14 >5 16 17 18 19 20 21 22 Storm Volume Check Swale Max. W.S.EI. Storm Volume # Length Width Area provided required sin A: 1 10130 13.40 1357.4 956.08 X 3 2 Gltif 23.20 18.00 417.6 180.15 21.00 27.80 583.8 25755 Total 1393.78 Basin B 1 16.70 70SO 11773 1212.02 , 21.00 2220 4662 20295 Total 1414.97 Basin C l 22.90 37.80 865.6 644.68 18.00 24.10 433.8 18758 18.00 20.00 360.0 153.75 18.00 17.60 316.8 133.95 (ex.) 23.00 23.00 529.0 23225 Total 1352.20 1 1194.0 963.00 340 w , p y 2 21.00 31.60 663.6 294.60 3 8.00 49.00 392.0 15550 8.00 49.00 392.0 15550 5 8.00 55.70 445.6 17728 Total 1745.88 23 24 25 26 27 28 29 30 31 32 33 08 Volume C eck Swale 208 elevation Volume 208 Head on Storm # 208 elev. Length Width Area De th provided required depth ok? rate >=3? depth <P Basin A: Al 84.89 989 11 10879 OSO 463.78 3~✓ k k 86.61 232 18 417.6 050 180.15 (~j k heck grate el. 89.94 21 27S 583S OSO 25755 ZZj ✓ k heck grate el. Total 901.47 Basin B 1 84.41 11 64S 7125 030 301.80 ~x k k 2 8834 21 222 4662 050 20295 I'1 i ✓ k heck grate el. Total 504.75 Basin C 1 86.87 205 35.4 725.7 050 323.18 ✓ k heck grate el. 89.88 18 24.1 4335 050 18758 k heck grate el. 8997 18 20 360.0 050 153.75 (Z? ✓ k 94.49 18 17.6 316.8 OSO 13395 k heck grate el. (ex.) 97.61 23 23 529.0 050 23225 k heck grate el. Total 1030.70 1 80.03 1369.0 OSO 578.75 40 V k k 2 83.93 21 31.6 663.6 050 294.60 k heck grate el. 8324 8 49 392.0 OSO 15550 k heck grate el. 85.03 8 49 392.0 OSO 15550 k heck grate el. 5 87.61 8 55.7 445.6 050 17728 k heck grate el. Tota 1 1361.63 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 20-Jan-95 SAG VERTICAL CURVE Review 2 Reviewer: Parry Project #:P1644A Project name: Meadowview Ranch Estates, phase II Terrain: x Flat (General land slope 0% to 8%) Rolling (General land slope >8% to 15%) f Mountains (General land slope >15%) ROAD TYPE: Urban/Suburban Public x Private Local Access Arterial Collector Secondary Major Extension to 8 or fewer lots Tract °X° Semi-rural/Rural Public Private Road name: Joel Road PVI station: 2+50 LT Length of vertical curve provided: Design Speed: 30 Min. Stopping Sight Distance: Entering slope (G1, -2.57 Exiting Slope (G2, -1.10 IG2-G1 A= 1.47 Check S>L: L1 = 2S -((400+3.5S)/A) L1 = -348,3 note: use min curve length = 0. Required minimum curve length: Check S<L: Curve provided is L2 = A(S**2)/(400+3.5S) L2 = 53.4545 100 200 0 Adequate Local Access ADT< 100 100> ADT>400 County Arterial ADT<400 400 < ADT<750 ADT> 750 Extension to 8 or fewer lots Tract W vcun2 VAu&3 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 20-Jan-95 SAG VERTICAL CURVE Review 2 Reviewer: Parry Project P1 644A Project name: Meadowview Ranch Estates, phase II Terrain: x Flat (General land slope 0% to 8%) Rolling (General land slope >8% to 15%) f Mountains (General land slope >15%) ROAD TYPE: Urban/Suburban Semi-rural/Rural Public Public x Local Access Local Access Arterial ADT<100 Collector 100> ADT>400 Secondary Major County Arterial ADT<400 Private 400<ADT<750 Extension to 8 or fewer lots ADT>750 Tract °X' Private Extension to 8 or fewer lots Tract W Road name: Joel Road PVI station: 2+50 CL Length of vertical curve provided: 100 Design Speed: 30 Min. Stopping Sight Distance: 200 Entering slope (G1, -2.69 Exiting Slope (G2, -1.00 G2-G1 = A= 1.69 Check S>L: L1 = 2S -((400+3.5S)/A) L1 = -250.89 note: use min curve length = 0. Required minimum curve length: 0 Check S<L: Curve provided is Adequate L2 = A(S**2)/(400+3.5S) L2 = 61.4545 vcurv? 1/Aug93 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 20-Jan-95 SAG VERTICAL CURVE Review#: 2 Reviewer: Parry Project #:P1644A Project name: Meadowview Ranch Estates, phase II Terrain: x Flat (General land slope 0% to 8%) Rolling (General land slope >8% to 15%) f Mountains (General land slope >15%) ROAD TYPE: Urban/Suburban Public x Private Local Access Arterial Collector Secondary Major Extension to 8 or fewer lots Tract 'X' Semi-rural/Rural Public Private Road name: Joel Road PVI station: 2+50 RT Design Speed: 30 Entering slope (G1, -2.49 Exiting Slope (G2, -1.00 I G2-G1 A= 1.49 Check S>L: L1 = 2S -((400+3.5S)/A) Length of vertical curve provided: Min. Stopping Sight Distance: L1 = -338.26 note: use min curve length = 0. Required minimum curve length: Check S<L: Curve provided is L2 = A(S**2)/(400+3.5S) L2 = 54.1818 100 200 0 Adequate Local Access ADT< 100 100> ADT>400 County Arterial ADT<400 400<ADT<750 ADT> 750 Extension to 8 or fewer lots Tract W vcurvZ 1/AugU 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IEADOWVIE RANCH ESTATES II LOT PLANS DECEMBER 13,1994 PREPARED BY: HAHN ENGINEERING, INC. N. 8623 DIVISION, SUITE B SPOKANE, WA 99208 (509) 467-1550 RECEEIVED DEC 2 1 P94 SPOKANE COUNTY EN NE R 2d p 1 EXPIRES 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 POND D1 BOTTOM EL = 2079.53 SPECIAL 2' CURB INLETS STA. 0+45.04 IE.=2080.43 STA. 0+47.83 IE.=2080.44 47.35' L=13.33' 20'R TYPE "Er DRYWELLS W/ TYPE 4 FRAME do GRATES 0+85 8th, 46' RT. 3+68 BARKER, 55' RT. GRATE EL - 2080.03 - SIGHT EASEMENT co M INSTALL SPOKANE CO. STD. DRIVEWAY APPROACH 3+58 TO 3+74 10' GRAVEL ACCESS 1 Q 0 //Qr LL Y Q m INSTALL SPOKANE CO. STD. DRIVEWAY APPROACH 0+77 TO 0+93 W/ 10' GRAVEL ACCESS 8th AVE. r- BOUNDARY OF LEVEL SCALE: 1' = 30' FLAT BOTTOM AREA DRAINAGE EASEMENT V/ 11 7 . r 1 121.70' 10' SETASIDE 4.5' 3' TYP . 9.31' M in 25' BUILDING SETBACK / o v ® I o I 21' N101- -1-J -T YI w z~ L 9 I co N --27' I . 5 n N N 9' bo I 1 61 O U7 ~ I SPECIAL 2' CURB INLETS- STA 2+86.58 IE.=2083.30 BOUNDAff OF IEVEL STA. 2+89.37 IE.-2083.24 v~ FIAT BOTTOU AREA n I ~ N I " a~~1-~ G• ~ - ~ DRAINAGE EASEUENT - T ~~j► 27' co OZ w POND D3 BOTTOM EL. = 2082.74 ~p~ 9F 26247 ~ss~OlSTEAG~G~ NA LOT 1, BLOCK 1 MEADO)WIEW AN HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +,2' 31 FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. Fla a Q W v c~ o0 Wr 0 .cs W 'd STREET p g~ RIGHT-OF-WAY VARIES SEE STREET C PLANS TYPE "Er CURB SPECIAL CURB INLET INVERT ELEVATION= GRASS TURF INSTALLED CONCURRENT SIDEVALK NORMAL GUTTER WITH OCCUPANCY OF ADJACENT HOUSE FLOWLINE .5' FROM INVERT 3:t IWAX k . k-l ZZTZ2 LOWEST INLET IN POND (SEE INLET DETAIL) TYPE 1 INLET ASPHALT PAVEMENT TYPICAL "208" POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW _ A=ouirer on$ 8 a Ar9rauox "Now o~~ ft ~ MR CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION ~ qua ~-~-w ISPOXA M, rL 982" a S 1505 BARKER RD. m~ ~FU (600) per-166o ,ffr4m ft m SPOKANE, WA 99016 ".208" SWALE W/OUT DRYWELL, W/ SPECIAL INLET SEC,pWG r~r aoo ~atu MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +.2' DRAINAGE EASEMENT AS SPECIFIED ON PLAN J3 Z yo ~ ti ~y1s y Q STREET RIGHT-OF-WAY 0,9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND. 3•.11 X FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. ------T DRAINAGE STRUCTURE SEE STREET) PLANS SPECIAL CURB INLET SIDEWALK TYPE "er CURB INVERT ELEVATION- F NORMAL GUTTER FLOWLINE 5~ 31 MA GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "206" POND WITH DRAINAGE STRUCTURE AND SPECIAL INLET SECTIONAL VIEW LOWEST INLET IN POND (SEE INLET DETAIL) TYPE 1 INLET . ASPHALT PAVEMENT HMN ENGINEERING WAM 01A" `~"I CLARA HEPTON Mllr~ EADOWVIEW RANCH ESTATES 2nd EDITION NoAff fag 1 BMSION ~ Wh sw a9-N VA. 80,108 S 1505 BARKER RD. 19"WNlr-r66o CHMM im 1O0 co Ya (m) err-efii impoom m SPOKANE, WA 99016 "208" SWALE WITH DRYWELL do SPECIAL INLET SEC•Owo .n mm = mm mm m= mm m m' m= 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 SCALE: 1' Q 30' DRAINAGE EASEMENT I~ O O I~ SPECIAL 2' CURB INLETS STA. 2+77.48 I E- 2083.9 3 STA. 2+80.27 IE=2083.94 8th AVE. 05.00' 5. 10' SETASIDE 25' BUILDING SETBACK I N ~ d ~ co I N I _ 9' L _ 11' 11' O9' . I O M) POND D2 BOTTOM EL = 2083.43 L 2' TYP I I BOUNDARY OF LEVEL FLAT BOTTOM AREA rr W A: =05.00, ~p 2124 Z o e,~, o~STER s`S~ONAL LOT 2. BLOCK 1 EXPIRES MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 G DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT -7 LOWEST INLET +.2' 3-1 MAX FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. 0 j3 2 %o ~0 cr STREET pg0 IL RIGHT-OF-WAY VARIES (SEE STREET) PLANS J TYPE "er CURB SPECIAL CURB INLET INVERT ELEVATION= GRASS TURF INSTALLED CONCURRENT SIDEWALK NORMAL GUTTER WITH OCCUPANCY OF ADJACENT HOUSE FLOWLINE 3:1 MAX .5' FROM INVERT . LOWEST INLET IN POND (SEE INLET DETAIL) TYPE t INLET ASPHALT PAVEMENT TYPICAL "208" POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW No ow 8N T=ff ~ "R 0A1~ CLARA HEPTON mu MEADOWVIEW RANCH ESTATES 2nd EDITION MUM, WA. ua ~ ~ S 1505 BARKER RD. am mg ,Ar (6001 487-81" SPOKANE, WA 99016 "208" SWALE W/OUT DRYWELL, W/ SPECIAL INLET SEC.ows rr rr rr r rr r r rr r r 60, rr r rr rr rr rr r' M' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 0~ Q) ~ J d ca Z ti~ 1s 0~ Pa x STREET w RIGHT-OF-WAY DRAINAGE EASEMENT AS SPECIFIED ON PLAN VARIES SEE STREET) TYPE 'B" CURB PLANS MINIMUM TOP OF POND ELEVATION, SPECIAL CURB INLET INVERT ELEVATION= AT OF TOP CURB AT GRASS TURF INSTALLED CONCURRENT SIDEWALK NORMAL GUTTER INLET LOWEST WITH OCCUPANCY OF ADJACENT HOUSE FLOWLINE 3 .5' FROM INVERT 3:1 MAX - LOWEST INLET IN POND FLAT POND BOTTOM ELEVATION (SEE INLET DETAIL) AS SHOWN ON PLANS. TYPE 1 INLET ASPHALT PAVEMENT TYPICAL 209' POND W/OUT DRAINAGE STRUCTURE' WITH SPECIAL INLET SECTIONAL VIEW HMN BNCINBBRINC W"L° NO CLARA HEPTON MEADOWVIEW RA NCH ESTATES 2nd EDITION f~ I ~J1I110X maw Mom m a 0-9-" SPO , M S 1505 BARKER RD. m ZM VA ~66 l °H0m a WA 99016 SPOKANE W/ SPECIAL INLET 208" SWALE W/OUT DRYWELL " MG SEC , . , . l1I 601 Ify-flU + w~ ~ a 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I~ LEI r ~°v►~ -Aw J3 z v0 d 0 ~iL ~b1s ui Pao a DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT -7 4 LOWEST INLET +.2' 3'.1 MAX FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE 0.9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND. STREET u~ RIGHT-OF-WAY VARIES SEE STREET) PLANS J TYPE-*Er CURB . SPECIAL CURB INLET INVERT ELEVATION- SIDEWALK NOR OWLINEMAL GUT-TER 3;1 MAX GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND WITH DRAINAGE STRUCTURE AND SPECIAL INLET SECTIONAL VIEW LOWEST INLET IN POND (SEE INLET DETAIL) TYPE 1 INLET ASPHALT PAVEMENT BA 3 VBBRINC i few CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION SJVZM, VA. nui S 1505 BARKER RD. '"m cob na (600 ar-i660 ~o SPOKANE, WA 99016 "208" SWALE WITH DRYWELL & SPECIAL INLET SEC.owo YAr 608 07-6180 #0rrAm In FM w ~ w w w w ~w w~ w~ wi ~ w . r r r ~w . DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +.2' 3 FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE STREET RIGHT-OF-WAY VARIES --(SEE STREET I PLANS 1 0.90' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND. N W Q a 's LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= NORMAL GUTTER FLOWLINE 3:1 MAX GRASS TURF INSTALLED CONCURRENT --A WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW ASPHALT PAVEMENT TYPE 'Ir CURB TYPE 1 INLET JUHN 8w D am" Mum w" ft ~ 1r01tl8 D1RStoA CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION o~ SPOX W, ►A. 002" S 1505 BARKER RD. ~ OM 4r,-1660 °'B4~D K0 SPOKANE, WA 99016 "208" SWALE WITH DRYWELL 00 FU JP" 600 +rr-8180 m SEC.MM w ww w w w ~w ~w ~ww w~~ w w w w~ ~w i ~w i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE: 1' 30' 135.46' 0 o Sri h N ^O - / v 0^ c,/ moo/ -90 ~ 16.66, a L 19. WAS 0 OIZ DRAINAGE EASEMENT 2' t~ l BOUNDARY OF LEVEL 2' TYP 2624 FLAT BOTTOM AREA 3' CYUR I DROP INLETS .e I Tf- STA. 2+05.0 IE=2088.58 STA. 2+15.0 IE=2088.34 ~JSAL POND B2 ' BOTTOM EL = 2087.84 LOT 5, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE. WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +.2' rrrrrr 3:1 MAX STREET RIGHT-OF-WAY VARIES SEE STREET) PLANS 1 rn w L LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) r INVERT ELEVATION- NORMAL GUTTER FLOWLINE FIAT POND BOTTOM ELEVATION I AS SHOWN ON PLANS. .5' FROM INVERT ' °3:1 MAX GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE . SECTIONAL VIEW LASPHALT PAVEMENT TYPE "R" CURB TYPE 1 INLET HAUN RNOINZEWNG MW ma mu sm 3 im im ~ "m 0A1E CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION firamm, Ir sua ~ on S 1505 BARKER RD. (p1 N7-t661 CHI=- ~ ~ Ka ~"2051 uc nt PAr sa -rani MMM 1m IN SPOKANE, WA 99016 SWALE W/ OUT DRYWELL sEC.~rrs 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE: 1' - 30' POND B2 BOTTOM EL = 2087.84 BOUNDARY OF LEVEL FLAT BOTTOM AREA- DRAINAGE EASEMENT- 66' 2' TYP °j 2' 2. 1R Z O/ 0 per, 3' CURB DROPS W/ TYPE I INLETS / A. 2+05.0 IE=2088.58 STA. 2+15.0 IE=2088.34 ~O EXPlPES l - LOT 6, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE. WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST, INLET +.2' 3.1~ MAX L.~ LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= FLAT POND BOTTOM ELEVATION NORMAL GUTTER FLOWLINE AS SHOWN ON PLANS, .5' FROM INVERT 3:1 MAX p.• • GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208 POND W/ OUT DRAINAGE STRUCTURE - SECTIONAL VIEW • ASPHALT PAVEMENT TYPE "R" CURB TYPE • 1 INLET Awmzw* 0~ 1 w" grt m sw ira~ U as ii a D CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION f0 SFAIM, IM in" S 1505 BARKER RD. T= N'-'a' 0* Nvomm 0= K° em m SPOKANE, WA 99016 "208" SWALE W OUT DRYWELL cm F" sa ar-eras SEC.Drrc STREET RIGHT-OF-WAY VARIES -(SEE STREET1 -(SEE l1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE: 1' a 30' • 649 L=18.88' ao, 26 '~b zp7 0 2.5' CURB DROPS / W/lYPE I INLETS SWIT STA. 0+59.0 IE=2089.97 EASEMENT STA. 0+67.0 IE=2090.15 ` \ \v/ BOUNDARY OF LEVEL / FLAT BOTTOM AREA ` L=31.42' e \ POND C3 h BOTTOM EL = 2089.47 0(4~ h ~O G. I vv L- 13.60' w NAL EXPIRES U121/0 LOT 7, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 0 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST, INLET +.2' 3:1 MAX ~Q LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION- FLAT POND BOTTOM ELEVATION NORMAL GUTTER FLOWLINE AS SHOWN ON PLANS. .5' FROM INVERT 3:1 MAX p« GRASS TURF INSTALLED CONCURRENT • WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW ASPHALT PAVEMENT TYPE "Ir CURB TYPE 1 INLET HARN JrNrrrNBNPJNG jw zsnw 141 "'m °iA" a" m mm SHM MM ~m j CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION a"# W a 1 A1R81f?l1 ow" /A fY M- APSAW, N IN. SU" CHW= VA V.9 S 1505 BARKER RD. Tm "f-Im SPOKANE, WA 99016 "208'.- SWALE W/ OUT DRYWELL sEC.owc l" iN 4 f-IIN AnaM M d Ja 0 STREET W RIGHT-OF-WAY is Q Pa VARIES SEE STREET1 PLANS 1 1 1 1 1 1 1 F 1 1 1 1 1 1 1 SCALE: 1' = 30' _ 157.73' 00 co I 0 I c 9th COURT EXPIRES LOT 8, BLOCK 1 MEADO-WEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 i 1 1 i 1 1 1 1 1 1 1 O W_ -SPECIAL 2' CURB INLETS STA 2+86.58 IE.=2083.30 STA. 2+89.37 IE. 2083.24 RAINAGE EASEMENT BOUNDARY OF LEVEL SCALE' 1* 40' FLAT BOTTOM AREA .LZ of 7 I ~ I 7 POND D3 - I N Bdi M EL. 2OM74 I I 193.56' N 1t i a to G Io O ♦ I 1 0 ` sc tee 5 33 3 SPOKANE CO. STANDARD TYPE 'A' DRYWELL wrTH TYPE 4 FRAME & GRATE DRAINAGE EASEMENT J2 . 2.22' STA. 1+23 OF CUL-DE-SAC s3' FROM CENTER O GRATE EL. - 2086.87 2' CURB DROP W/'TYPE 1 INLET POND Cl A. 1+1.3 IE of CUL 2-DE-5 SAC=2087.27 BOTTOM a. - 2089M J _ 4 BOUNDARY OF LEVEL FLAT BOTTOM AREA V0 47 . Q/gTEP~ d~~ S/ONAI. LOT= 9, BLOCK 1 MEADOWMEW RANCH ESTATES SECOND ADDITION l HAHN ENGINEERING. N..8623 SUITE 8 DIVISION SPOKANE, WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +,2' 3=1 MAX FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE 0.9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND. c!) Ni a Q 0 STREET ¢ ' RIGHT-OF-WAY P R a ~ VARIES SEE STREE T PLANS GRASS TURF INSTALLED CONCURRENT -I WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= NORMAL GUTTER FLOWUNE it 3:1 MAX ASPHALT PAVEMENT TYPE 0R7 CURB TYPE 1 INLET RBN BNGIN,B'SRINC XOJ!!8 /mod D DIRSIQX ~ awns m ai 9-9-94 °9-9-94 CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION AMNA", VA. SUM S 1505 BARKER RD. rtu Q0' 4"- is0 cNam on No SPOKANE, WA 99016 "208 SWALE WITH DRYWELL ~ ~c.awc Mr ao# 4"-,rig , m b r~~6tiv z .00 tu w c DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT' LOWEST INLET +.2' 3.1 MAX FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. STREET P RIGHT-OF-WAY VARIES CSEE STREET) TYPE "B" CURB PLANS J SPECIAL CURB INLET GRASS TURF INSTALLED CONCURRENT INVERT ELEVATION= WITH OCCUPANCY OF ADJACENT HOUSE SIDEWALK F 0WL~INE UTTER 3:1 MAX .5' FROM INVERT LOWEST 'INLET IN POND (SEE INLET DETAIL) TYPE 1 INLET ASPHALT PAVEMENT TYPICAL "20W POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW BARN NNGIMI RMNG wAm um °"M Mmfff #an • AIMON w CIARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION o er= m~ 09JWXM, IL 088M S 1505 BARKER RD. (aoo) 4ff-faao °N° ' w SPOKANE, WA 99016 ".208' SWALE W/OUT DRYWELL, W/ SPECIAL INLET SEC.M 1 1 1 1 1 1 1 II 1 1 1 1 1 1 1 1 1 1 1 SPOKANE CO. STANDARD TYPE 'A' DRYWELl WRH TYPE 4 FRAME do GRATE STA. 1+23 OF CUL-DE-SAC 53' FROM CENTER GRATE EL - 2086.87 POND Cl eOTMI EL - 2M-W BOUNDARY OF LEVEL FLAT BOTTOM AREA DRAINAGE EASEMENT 2' CURB DROP -W/TYPE I INLET STA. 1+21.35 OF CUL-DE-SAC IE.-2087.27 9th COURT ` 5 .33• ?5' BUIIDI~G i ~ .000~~ SCALE. 1' - 40' L G. elk _ 0 t C•' ExPiR~~ ~ 25' BUILDING SETBACK f-------------~ r--------------~ 4b -71 52.7. 38.2- 1 1 31.5' I 18' SET13ACK 9.5 'n I 18' SETBACK 3 I 50 2 M-_I i~ 2' TYP I_ I N ' 9• 1 Ir ~ N 15.15u' I 225.07' I I 61.22' BARKER ROAD DRAINAGE EASEMENT DRAINAGE EASEMENT \\-BOUNDARY OF LEVEL SPECIAL 2' CURB INLET'S FLAT BOTTOM AREA BOUNDARY OF LEVEL SPECIAL 2' CURB INLETS STA 1+94.58. IE-2085.08 FLAT BOTTOM AREA STA. 1+97.37. IE.=2085.03 STA 1+02-W. IL-2087.70 STA. 1+05.37. IE.-2087.61 POND D4 POND D5 BOTM EL - 20&%M WT M a. - 2067.11 LOT 10, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +.2' 3;1 MAX Q FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE 0.9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB DROP IN THE POND. , GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW V J3 2 up 0 STREET " RIGHT-OF-WAY d p VARIES - -(SEE STREET) PLANS ~b1s 5 ~L LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= NORMAL GUTTER FLOWLINE 3;1 MAX sASPHALT PAVEMENT TYPE "R" CURB TYPE 1 INLET IUBN BNCINUMNC CIARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDmON nnE "'d"'~'lu ~ cwm VA M'~~ S 1505 BARKER RD. . _ . w Fu as Off-IMO SPOKANE, WA 99016 208 SWALE WITH DRYWELL c.M" Now r - L DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT -7 LOWEST INLET +.2' / FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. J ~ 0 0 U~0 0'L ~~dls ~~yy W STREET RIGHT-OF-WAY VARIES rSEE STREETl ) TYPE "B" CURB PLANS SPECIAL CURB INLET GRASS TURF INSTALLED CONCURRENT INVERT ELEVATION= WITH OCCUPANCY OF ADJACENT HOUSE SIDEWALK NORMAL CUTTER FLOWLINE . 5' FROM INVERTJ:1 MAX • p- LOWEST INLET IN POND (SEE INLET DETAIL) TYPE 1 INLET ASPHALT PAVEMENT TYPICAL "208" POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW BARN NNCINBBRINC wAm "m DAM CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION naus #W e XMION o~ m SM 9-9-~ XFOXAM, VA. ii:a M ~ S 1505 BARKER RD. ~ ~ ~ htt (see) 4"-J/d! M~ ert Of SPOKANE, WA 99016 ".208" - SWALE W/OUT DRYWELL, W/ SPECIAL INLET ,DWG 1 1 1 1 1 1 1 1 1 1 1 f 1 l 1 1 f • vlYl'k~ POND C2 BOTTOM EL. a 2089.38 2.5' CURB DROPS Y►+ E I INKS A. 0+55.0 IE=20$9.58 SCALE: 1" = 30' STA 0+63.1 IE=2090.06 L=6.04' L-3.64' L=16.24' 9th COURT 2.42' 15" - 53.56' 1vr BOUNDARY OP LEVEL C%i 2 Typ ~ r FLAT 8070M AREA 7,g 7 5' $ SET~acKK w CSI 167.20' LOT 11, B LOC K 1 MEADOWIEW-RANCH SECOND ADDS !N HAHN ENGINEERING N. 8623 SMITE B DIVISION SPOKANE, WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +.2' STREET RIGHT-OF-WAY VARIES SEE STREET1 PLANS J y Q z P. LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= FLAT POND BOTTOM ELEVATION NORMAL GUTTER FLOWLINE AS SHOWN ON PLANS. .5' FROM INVERT a.t Mnnp, • ASPHALT PAVEMENT TYPE "R" CURB GRASS TURF INSTALLED CONCURRENT TYPE 1 INLET WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW s son a mim crim rn a CAM A CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION 1YM»!!~ son a A1►191Q1► o w- SPSAM, µ ML on" S 1505 BARKER RD. nu "'-'ff' CHM= t K° SPOKANE, WA 99016 "208" SWALE W/ OUT DRYWELL s c.owc lIt 08 ftr,ild8 W. m / wl m A m mm m omw'= = m m m 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND C2 BOTTOM EL. = 2089.38 15' BOUNDARY OF LEVEL I FLAT BOTTOM AREA I N Ih 2' TYPN I / 19.5' 9.5'l DRAINAGE EASEMENT I IN N 105.00' SCALE: 1" = 30' O N N I LOT 12, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 2.5' CURB DROPS ;(rE I INLETS SETA. 0+55.0 IEs2089.88 STA 0+63.0 IE-2090.06 2.42' 9th COV RT 107,36 BUNG SIB, DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST ,INLET +.2' 3-1 MAX LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION- FLAT POND BOTTOM ELEVATION NORMAL GUTTER FLOWLINE - AS SHOWN ON PLANS. .5' FROM INVERf-*t- -a:t Max p. GRASS TURF INSTALLED CONCURRENT • WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW ASPHALT PAVEMENT TYPE "R" CURB TYPE 1 INLET JZWN ADM 8NC11V8MZD ff an CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION SNOW, n ISM 0 PAM 9-"4 S 1505 BARKER RD. (MO) 4"-IWO aHOOM tnn-- KQ ~"208" w nt YAr 6a 467-81M N"wm ~ PH SPOKANE, WA 99016 SWALE W/ OUT DRYWELL SEC.DWG C~ X62, Q 0 STREET is ~ RIGHT-OF-WAY a L=i VARIES SEE STREET PLANS J i F'Sc EXi I._~J 9th AVE. SCALE: 1" = 30' POND C4 BOTTOM EL 2093.99 2' CURB DROPS BOUNDARY OF LEVEL W/TYPE I INLETS FLAT BOTTOM AREA STA.2+60.0 IE=2094.49 STA.2+68.0 IE=2094.67 2 L = 32.26' 77.77 I r2 ' TYP c' DRAINAGE EASEMENT 0' BUILDING SETBACK 3 01 0 0 0 0 O N N 110.00 LOT 13, BLOCK 1 11i EADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 CD o~6yJ ~ d0 W DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST, I N LET +.2'7- 3:1 MAX LQ LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= FLAT POND BOTTOM ELEVATION NORMAL GUTTER FLOWLINE AS SHOWN ON PLANS. .5' FROM IWERT 3:1 MAX p y • • GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE.-..... SECTIONAL VIEW ASPHALT PAVEMENT TYPE "R" CURB TYPE-1 INLET CuDff ML PJM gaff VA r" Qa -alai AFROM Br RN STREET ~8 oc )fit AwmmNG ~ CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd 'EDITION 111om R!! an# aa:a a 1YRS10JI► Doom ~ ~ >M-µ . SPSXUM, u. SUM S 1505 BARKER RD. um (SM 4a7-1WO CHO= m K° SPOKANE, WA 99016 "208" SWALE W/ OUT DRYWELL cm sEC.owc RIGHT-OF-WAY g VARIES Q SEE STREET) PLANS J N~~ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND C4 BOTTOM EL. = 2093.99 2' CURB DROPS W/TYPE I INLETS STA.2+60.0 IE=2094.49 STA.2+68.0 IE=2094.67 71 2- 9th AVE. SCALE: 1" = 30' BOUNDARY OF LEVE FLAT BOTTOM AREA DRAINAGE EASEN - 110.00 9 30' BUILDING SETBA O I- O ~ O ~ C" N ~ I 110.00' LOT - 14, BLOCK 1 MEADOWVI RANCH ESTATES SECOND ADDLTION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA., 99208 EXPI~iES L DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST,INLET +.2' 3-.1 _MAX STREET RIGHT-OF-WAY VARIES SEE STREETI PLANS l FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. .5' FROM INVERT 3:1 MM GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= NORMAL GUTTER FLOWLINE ASPHALT PAVEMENT TYPE "R" CURB TYPE 1 INLET RISK siBRINC mum &an ffff a l AiR9'ION sw °N1E CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION o~ nt t-f-N aj%Yu, IN. ffflf S 1505 BARKER RD. mu (SM) 4"-IMS cl*mm n 0 SPOKANE, WA 99016 208" SWALE W/ OUT DRYWELL s c,owc rMr Ia 4fr-StM n 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE: 1" 30' 5.5' CURB DROP W/TYPE I INLET STA. 4+02.0 IE-2097.61 9th AVE. 2- ' BOUNDARY OF LEVEL 32'42 20' -T- FLAT BOTTOM AREAN L2• TYP EXISTING POND BOTTOM EL. = 2097.11 10' 10' L- -1 DRAINAGE EASEMENT LOT 15, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 11 I N ~ ~I EXPIRE M" ~77o1 ~d 0 Q 3 .0 0 0 STREET ti ~~b1S Q~yy ~ RIGHT-OF-WAY DRAINAGE EASEMENT AS SPECIFIED ON PLAN VARIES MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST , INLET +.2' * L A6 L 3~ SEE STREET) PLANS l LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= FLAT POND BOTTOM ELEVATION NORMAL GUTTER FLOWUNE AS SHOWN ON PLANS. _ .5' FROM INVERT 3;1 m" p, MILLA Ak A A~JLJL Ak A A d1l, A A A L jA A A L AL AL .11L.ilL ASPHALT PAVEMENT TYPE "Ir CURB GRASS TURF INSTALLED CONCURRENT TYPE 1 INLET WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW tfu d rimm Ir INN ~ r~ jag saw 3 A a/1J~ G m CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION m"m". ft V uw, CNOM K° SS 1505 POKANEWA BARKER 901D6 91208" SWALE W OUT DRYWELL fa ar-eras M% w sEC.owc I F I - 1*1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 EXISTING TYPE "B" DRYWELL W/TYPE 4 FRAME & GRATE ADJUST GRATE EL. TO 2084.89 / 2' TYP DRAINAGE EASEMENT M Q ~ 0 J O J 7 O~G1 INSTALL SPOKANE CO. STD. DRIVEWAY APPROACH 6+42 TO 6+58 W/ 10' GRAVEL ACCESS POND Al SCALE: 1• = 30• BOTTOM EL = 2084 39 TYPE 'er DRYWELL W/ . TYPE 4 FRAME do GRATE STA. 6+50, 8th 44' RT. GRATE EL - 2684 89 SPECIAL CURB INLETS . . STA. 5+95.90 IE-2085 9 B6UNDARY OF LEVEL STA. 5+98.89 IE-208 .31 11. r FLAT BOTTOM AREA f. IGHT R A SEMENT 8th AV E. 76' At i 23.64' 100.00' 5' 1 3, TYP , -+I , 17.15' r- 10 S~TA~1D 73.75' ' ® io IN 95.9 25' BUILDING SETBACK I I r-- Y ~I O I cn I N I v l~~ X0.22' =47 10.80 S FO~g~►~°p`~' S/ANA` EXPIRES LOT 1, BLOCK2 MEADOWVIEW RANCH ESTATES SE 6 0ND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 rt3"^•11 ~ ~ ~ ~ 'f I..J t.fY.)r6671eM1Y~~'...".-.._..._~..-~_--_ _ co W cr a STREET RIGHT-OF-WAY DRAINAGE EASEMENT AS SPECIFIED ON PLAN VARIES MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST INLET +,2' FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE 4 CSEE STREET) PLANS TYPE 'B" CURB 0.9' BELOW THE NORMAL GUTTER LINE ELEVATION OF LOWEST CURB SPECIAL CURB INLET DROP IN THE POND, INVERT ELEVATION= SIDEWALK NORMAL GUTTER FLOWLINE WE EL 3:1 MAX ,5' LOWEST INLET IN POND (SEE INLET DETAIL) GRASS TURF INSTALLED CONCURRENT TYPE 1 INLET ASPHALT PAVEMENT WITH OCCUPANCY OF ADJACENT HOUSE-- TYPICAL "208" POND WITH DRAINAGE STRUCTURE AND SPECIAL INLET SECTIONAL VIEW NABN B ENGINEERING NOW 8"S 81f8 0 D D111810JV ~ o"m ft CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION a s-t-w s" , ft SOS" S 1505 BARKER RD. rm uc as (m 4n-1660 °H0em SPOKANE, WA 99016 "208° SWALE WITH DRYWELL & SPECIAL INLET SEC.Mg PAr 600 07-8180 W"am 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND A2 0 o~ ~~?0 00 LOT 2, BLOCK2 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 2' CURB DROPS BOTTOM EL = 2086.11 W/IYPE I INLETS STA. 3+23.0, IE.=2086.69 STA. 3+31.0, IE.=2086.61 BOUNDARY OF LEVEL \FLAT BOTTOM AREA /r-DRAINAGE EASEMENT SCALE: 1' = 30' )yp J, "30-27, lg,?~ / 0 C b • I 9 J m ~C o0 ~o~ EXPIRES DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST,INLET +.2' ► A ALA A, . 3: 1 MAX STREET RIGHT-OF-WAY VARIES SEE STREET) PLANS- 1 FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. .5' FROM INVERTT 3:1 MAX p GRASS TURF INSTALLED CONCURRENT --I _ WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW w w LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION- NORMAL CUTTER FLOWLINE 1--ASPHALT PAVEMENT TYPE "R" CURIB TYPE 1 INLET RAN BNCINMUNC CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION ire" tan a N►lsW owwM ere ~ MM-M- , I= MAW, IF r ee S 1505 BARKER RD. (6") I#JWFAM 4n,-era , ,e~ SPOKANE, WA 99016 "208" SWALE W/ OUT DRYWELL SEC.DWG Z" a 1 1 i 1 1 1 1 ■ 1 i 1 1 1 1 i 1 1 1 1 ~O ~v 2' CURB DROPS O~• W/TYPE I INLETS SSTTA. 1 +41.0, IE.=2090.14 STA. 1+49.0. IE.=2089.94 2' h n~ 2' TYP A 120 0%0%",. SCALE: 1' = 30' DRAINAGE EASEMENT-J BOUNDARY FLAT BOTTC POND A3 BOTTOM EL = 2089.44 Off. ~ 120.00, "LEVEL LOT 3, BLOCK2 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 EXPIRES DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM . TOP OF POND ELEVATION, TOP OF CURB AT LOWEST, INLET +.2' 3:1 M STREET RIGHT-OF-WAY VARIES SEE STREET PLANS FLAT POND BOTTOM ELEVATION I AS SHOWN ON PLANS, .5' FROM INVERT 3:1 MAX p GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= NORMAL GUTTER FLOWUNE ASPHALT PAVEMENT TYPE "Ir CURB TYPE 1 INLET 4 JUHN AN 8#" a i BR w o~ ~ m NU IN CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION x~a~r uaa a nnfsro~r SPOMM. WA. SOW S 1505 BARKER RD, mm N'-'U0 SPOKANE, WA 99016 "208" SWALE W/ OUT DRYWELLC ,o, Z" ru ar-atn n ~lfl 3' CURB DROPS STA. 1E ' .0 )E PON D 3 STA. 1+4!;O 1E=2089.94 OOTTOM EL ~ 20139.44 2' BOUNDARY OF LEVEL 18. • FLAT BOTTOM AREA SCALE' 1a ~ 3W Ab DRAINAGE EASEMENT .00, SIGHT EASEMENT 0 L-31.41'. SIGHT EAS€MFrrT~ too ' G' .00EXISTING POND BOT'T'OM EL = 2097.06 DRAINAGE EASEMENT 4 ` BOUNDARY OF LEVEL 1214T 1 FLAT BOTTOM AREA L f - 3.5' CURB DROP EXPIRES w/TYPE I INLET STA. 3+75.0 IF=2097.06 LOT 4, D LOO K RAHN ENGINEERING N. B623 SUITE B DMSION SPOKANE, WA. 99208 MINIMUM TOP OF POND ELEVATION, TOP OF CURB AT LOWEST, INLET +.2' ►AAAbA DRAINAGE EASEMENT AS SPECIFIED ON PLAN - MAX lrL STREET RIGHT-OF-WAY VARIES SEE STREET) PLANS 1 N w cr. CL x w LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) INVERT ELEVATION= FLAT POND BOTTOM ELEVATION NORMAL GUTTER FLOWUNE AS SHOWN ON PLANS. .5' FROM INVERT 3;1 MAX GRASS TURF INSTALLED CONCURRENT • WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW ASPHALT PAVEMENT TYPE "R CURB TYPE 1 INLET HABN BNOMMUNG ~ um ZSZOW DwwM on ' sM 1-°""~4 CLAW mw OHM IM JIO1Rll t 89M W 3 AAI810JI CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION , EL Sum S 1505 BARKER RD. r" `Off, 4'-f6fff OHM= ft K° SPOKANE, WA 99016 "208" SWALE W/ OUT DRYWELL ~ low, Mr su 4r-rai n m0mom i I \ MEADOWVIEW RANCH ESTATES DRAINAGE REPORT - - DECEMBER 13,1994 0. 9 2247 I3TE~~~G`~ S NA1. EXPIRES Z PREPARED BY: HAHN ENGINEERING, INC. N. 8623 DIVISION, SUITE B SPOKANE, WA 99208 (509) 467-1550 Cal . 1 - RECEIVED DEC 2 1 Ise SPOKANE COUNTY ENGINEER 1~ i :EZ:24 .iMAP f _ SAND: TRANSPORTATION. - - ~r v _ = - - - - = = - :CU 's wtsroima I t~y - - - - - - - - - - _ _ :r. 30 3 3? 33 34 Rn..,A~a gnresAw. V % Inset 3 3 East a ' . WOW Av, ;Farms ! Ave. at ri;llt fiAn°'~"ea n _ t mod' z a zeo t !e► 4 u II G ~Y W*SM Ara 8 • S••9e.~._''`-f - r.',-~;~ • :g4`~t,aL~,,~,µ/H - ` E.f414 :?-i:•~ ~.G::.:.:ti7`J" _ :r~.L .4~-:`' -1• ✓n a . i_~ ~'~'TM. _ a~'~'.: - :i~a . - •s.:v' •r5~-~'`.'~;~-:s: ~:C ~ .....:_:~h~ - o."'.s~~~* _'~"a1~t =~;~~3~..~ is a s, 6: ~ Carlo ~Q a ~ ~ Rowan Ava Ramon Am e .1i Q d a o P we'` / M a 9 b w / - ~n a 1 C p c E u >t Gwen ` - V s o` apngie Ave 6 3 E F~.ab I 22 x ° d Kiltv Ara J .e n m ¢d v+ 0 Rich Ave. Cr. f Cc C 5G4ftW Are GaAard Ava = 3 - C C 9 ..y-ftyJ ~ ~ ~ ~ Y V 3 i c o d M CA1d 1 V C f ~j i•; ` f fud'd Are Eudd Ave. I Fair ew CL BuCkMAv& Ave- M" Ara 9 r< ° !l - 1~`' a lnd-rana Are. o Baldatn ? Eg y. • • s g Ba7drin - as ( ~ o • Mission An. u v'"~ Mission Ave. MaswM Am Mission Ave. .11 Ave. Streo AR a c 123 a - P P o ' Are' if BooneA PA VB E~jI ~i@M/t 1 wt.` \-~3'\ d B L"r er .e• ~ Got!' Catir! ' t•- • Aw. Gaylen Ave. . _ e Ava Atv Greer: Acres Post ~OHlce a 446cp O . 3: ~ - of •.•C~ R l*• ti Ma - , 6 a r Sore= Am - 4 Are 3 c 131 Ara Spague Ave. e v . to 1 Ave, 1sIAve ° u 1 nl ^ IMAve, g 4 tnaA , hdkoe 2nd Ave. ' JjCC 3rd Ara • 1 tliCinM G. ~ ~ Avt• it Aj: ,!F=R ~ Pbrt• ] .,i~' MAML IL Ofte 1, u11L7 ,i. C G~ _ ^l yL. r Cli, r w O .f'... W. 5S ."~,-.Yl - ..i-_~:~f!?_.~: - -:.'~'=~~s.-`--0`.,~..~ c+..-A•s<.:-', I_s'.- - ~ ~i_=.. t _ _ _ ~i•Li•GtriinYR.ehei•'N~".«.. iai~<:.e~~•+c-~ I \ SOILS ;ER 76 • ~ T ~`-~+y~•!Y-..jw'~. Arc C 1-i may. a- •H~• i- 3~ _ ~i-~•._~ r SS a •.i ~Ll _ - a•~'~_ Vii. - - ~Y i '1. _ . '1q 11;`~~ ~ _ . {9 C.r~Fq "sit.-~a•'• ~ ! D. --.y~ _ i - 747 ra 1 w RO HsB 7 / r - ~ r^ ~ ~ ~ ' ~ moo,,. • M c B Jt Ps CA BSB PsA HmA sB% H hA :Po1L { :~.i << _ ..•L,;;..~ ~Y,;~.~ ~'v.y ` - ~ ice. •-,r••' y _ PSB _ PsA ~t 1 74 SOIL, SURVEY TA1iLE G.Brief descriptions of soils awl their n. 1111 :+\•nlliol ~DsC 1. .DsD- DvD Eks EIC EID Em F:16 F Fact Fill GaC3 GgA GgE Dragoon stony sill. loam, 0 to 30 percent slopes. Dm. goon stony silt loatii, 0 to i5 per- cent slopes. Dragoon eery rocky complex, 20 I-o pc:rccltt slop(-.,. E10il;l silt loans, O to 20 percept slopes. E1oil:a vc ry sl.olly sil t InaIll, 0 to :in tat , ccn L shapes. E,Ioika very stony silt loalll, 10 t-u fl:; pc:ret.-A slope,. - 'Elil lc:l►t silt lo:11n. T'rc:t:nta n silt ]mull, 5 to 20 percent, slopes. 1'reenian silt lrlani, :t to 20 !1t•7;-unt. slopvs. s►•ycrcly c.-rcldvd. 1~1.1.1•n1:111 salt. Ifl;1111. _~II L11 :in 11/' ••~•Ilt. i•II It 1, :11:\'I:r~'I 1:r~1111'1 I. 1' rr,11 ;ra I t•r Ina rsl1, Carfield silty cla;f lontn, 0 to :30 .percent slopes. severely e:•OClcd. Carrison gravelly lonni, 0 to 5 percent dopes. Garrison gravelly loam, 3 to 20 twi-cc:tit. slopes. GmS Garrisons vely rrnvelly Ion", 0 to pr:rct:n L slopes. GnC Carri on ycry Stony loam, f! ;.o 20 perct::1 t slopes. GpA Clcnrosc silt loam, 0 Lo 5 pe ment npcs. Gp3 Clenrose silt loans, 5 Lo 20 pumenWopm. GpC Clcnrosc silt loam, 20 to 30 pcrcr.nl: slope-%. GpD Clenrose silt loam, 30 to 55 perrr:nt. slopes. I4v:rritllilln ..f t111i1 nn•l t:i111 .Similar to Dragoon silt loam, 0 to 30 percent slope, cxrrpt that thc•surfn> r. lsycr is stony. Dragoon part, sitnil:tr to Dragnolt silt lozm, 0 t.c 30 percent slope, c:.xcept that depth to J ud. rock ran;;cw front 711 to 20 inchc Rock out crop iltclntlecl in Li:is complex. \Iccllnnl-Lr lalrrcl, ;yell-drained soil funned fron gl:trial Lill Containing a large :11no1111t of vol. conic ash in Hit: st:; f:uc layer; iinderin.in bi gra of at dt:ptll (i; 30 to CIO inthcs; occtlpiu iiiiOulat•ing, moral:lelike topography. Sinlila. W 105kasill.ltt:un, 0 W21) piwri• Ashipos reef-lit, that l.1tr.y ..rc x•1.1'3, skmy I-hro::;;houl A'!r dbinstux1mrPtl, sclmnwhatt, poorly c::":Juet i :1l1:;ainc: soil forma6 in nlitivium from altar co::s silt, Volcanic ash, and dial.onit•e; clt:pt' to u•at•e r table, tlr,cl.Itatc•, from near the surfac to about 6 fe('t•. 'Very deep, 1110flerai !y ;yell (11-.6111A tlpt."Itc! soil v.i',-h nu:cllll:n-t.c xt::rtc! silrfacc layer .^inc! tam or ut~e!cral•cl~ ;:Ile: Lc:xtlncelsllhselil; for;ic from silt. Oil rnliin, l.ti hilly 1:plail(N. ~l11111t1:;, :il;':II11111,", i1111'1'11111.I1:11L pHllltl:i :iii , frtn:;l~ti :11-oilli i ktk! e I,hat• Jlayt::l Ilttr.t:I:c!•itl 1\•nI e- table. J?nc;iltccrilr; data is 110t gi;•c: n innd type is to(-, variable. Very clccp. ~rcal-d:.:i::hd soil developed in low on ricl;;t:tops and !.;nobs oil the rolhn;, cc npl:mds in t.llc 1'::1o11se soil n ca. Onvelly, nlt:runnl-:cxLlncrl, sonlc;yila.C c::co si ely (11-trilled, soils formed 111 ; ravcl!.i "!:wi: outwnsh inatin-in' from a variety of ncl1 igneous par(nit rock: on nearly lc:\:rl o znot rral.rly sloping, lc~:::uas; clc)t.h to Inixl.t:t•c: 1 sa:it1; ;;r;lycl, a;lrt col ble-st-uncs ranges- frul 211 to 5 feet. Shn:Iar to Garrison ;ravvIly loam, exce.-pt, t11: they sin face: t,"1 ycr is very gravelly. Similar to Gni•risolt ;;l• cllr leant, cacr.}:k the t.111. sill-race layer is very sl.ony. Very deep, 1) edi:nn-tc hwed, ;yell- hmined sd :uf~l for:nrcl frgnl aGit! i-,ncons lac:ia.t Lilt; layer inllncnced by loc_s.5 anal volcanic asps; c gently rolling to steep uplands. C✓I:tcsil eatiolt Dep ul f P- 1111 .:nrfacc: USDA LeAure - fit. 0 to 24 21 to 44 ']•l: to 53 5:3 to GO to ,t, G to •11 1 to GO 0 to 22 Ln 72 Silt loam Gravelly loam_____ Very gravelly sand; loam. Ci:'a\ci----------- Silt. loa1:1 'cry fine sandy itiam. - Sandy clny loam__ SiIC lon:n_ ~ilt.: clay loa;n__-- 0toC Sto23. 3t.o60, 0 to ? to :1.1 .I to rt) 0 to 15 i to 44 I4 to till cif x clay ioam____ si1C; ciai Sil' : cl lo:un____ C~rnyclly loam___-- \%cry grayc•!Iy 10:1111 And, ,ravel, and t:obbicstones. Y'cry ;gravelly 10:1111 Very ;;r:meHy lo:un Sand, growl, rued cobblestones. 0 Lu 72 Silt. loam t A k t 9 SPOKANE COUNTY) WASHINGTON 75 -m-ted physical and chemical properties- Continued - ssilicr " -1-Continued Percentame passing sieve Available Pumclbillty water Reaction Dispersion Shrink-swell No. 4 No. 10 No. 200 Capacity (1:5 dilution) potential I ificd AASIIO (4.7 mm.) (2.0 mm.) (0.074 211111.) ' In. per hr. lit. per in. of soi1 pH r ' • r 0: C0 95 1 G to 70 l). S to 21.5 0. 17 to 0. 20 G. 1 to G. 5 11igh------- ~ Low to mod. I ~Iaic. 1----_-- A-'~------ Iii I.l S 1 'in Ill till a;1 I11 ill! (l. S 1(1 2. 5 0: 12 to n. 1.1 G. 1 in li. (i 11i~?11 I T,mt. ` A-?,.---- :1(1 t11 W) ^.I) Lo ill I,. 1:. !.r.' 111• (1 0. 0(1 Ion. (Y) f•. 1 ip 7. Lnw. ~~"I------~ a:. In t.,.::11 11 1.. 111 11. lit 1.. 11. 11rt r.. 1.,';.:: Il~r:h _ ~ t.111~•. T,-CT,--- •CT, A-4------ 11:► to 100 90 to 100 A A 9-r, 111 11111 !In i.r. I (1n AA !l:r t(1 1!111 ~ 90 to 9-5 A-4------ !1:) to 100 ran to [00 A-G _ _ _ _ _ _ 0::. to 100 90 to 100 A-G------ 0:; to 1100 00 to A-7 05 to 100 90 to A-G------ 95 to 100 90 to A-4 G:i to Sri '10 to A-2 -15 to 65 30 to A-1 2.5 to :is 10 to A-2 30 to GO 20 to A-2------ -15 to (i:i 30 to A-1 25 to 3:5 10 to i 00 to 0:, 0. C in 1 A 0 1. Its W. tr1 lit, , (1. Ill 11. SIl tit 911 1 0.2 Irr 11, S(1 to .10 i (I:r ! 90 to 05 90 to 00 to 95 3.5 to .50 5 to 15 0to5 0. 2 'to 0. 4 0. (15 to 0. 0. 2 i o 2. Ill to 15 1 2.:; to 5. 0 1 2.:J i.O :i. 0 5 to 1.5 1 0to:J i10 I A-4 I S0 to 95 1 "15 1.o 9.5 1 (i0 t:o-,S:, 1 0. S_ to 2.:1 0. 17 to 0 ().171r.C 11. 17 No I' 11. 1.7 b.) I 0.17 to( to 1111 i hl i l.(1 to • 1 i 0. 17 to ; 0. 1 G G. G ,O 'o. 1'1: to, 0. 17 1 G. C. to 0. 17 to: 0. 20 i G. G to 0. 12 to 0. 14 G. G to 6.os!.ol1.Io G.(ito 0. 04 t.o i 1 G to i 1 (1.osto0.i0 G.1 to 0. US to 0. 10 i G. G to 0. 04 to 0. 06 ti. G to i 0. t7 to 0.20 j G.Ito I r Low to mod. rra tr. ~r.,r1,•r•:rl,,.. T,1111•. 11t.,Er Low lu'mWl. Crate. T.o\:' rorleratc. i . ____.__i \roderatc.. (ict:lto Low. 6clatc--- Loa'. 1'------- Low. 3 I rtcratc___ Low. clcratc--- Lour. i1----__ Low. I dcr'atc__~ Low to moderate.- 5 i 1 , r 1 . j SOIL SUl!VI:Y - TABLr. 7.-Interpretation of erginxering )il series or type, nd 111.11) symbols Suitability ns sout-ce of- Suit ream-es :tlrc utir, Farm ponds Topsoil sand 1 0roLvel t Road fill Ifi~. limty location Dikes or ]woes i uragoon (DrC, Good to Not snit- Not suit- 1::tir to Modenite to very high La st.•tbility; I moderate to t _ • Y 1 DsC; DsD, able. sUlc. gooA. 3tlsccntihility ' ' sctnipervious o =m odemtcly ISoor.'x DvD)- frost :LcLion; mod- impervious i rapid pernlc- t .a •,foil:;t (EI(B, EIC, EI D). i';tnclc:nl, sill. lc~atu (Em). ::?reema.n (Fa S, FaB3, FaC3). ~ xrficld (Ga u.lrrison (G.QA, GAB, GmB, GnB). crate to rnooc•rately wltett coin- abrl.V. spiel purrnembility; t pacted; lntl• to low to modcmk- 1 mod(n -ate : I shrink-swell shrink-swell potr.11ti:~l. pol.euti:tl. Fair____-- Nritsuit- filtil.alcle at ron(1---__ k1o(!c•mLe to high sus- Lou stal)ilit.~•; ~:o(?cr.^.4et,overv able. (11:1)1.11 t:c•pti!ulity to frost. scillil:l•r•viotts tc) ~ rapi(i permc- lrrc•:ttvr I nrl,ic,n; llm(•,( •ral-o tc) impc:rt inn; ;tbili~1•. 1 01:111 t10 t c•rr 11:11)X1 penile- Wllc!n collll)act- incirc•s. ahiky; low to mod- col; low to moil- . ! c ralc• sl)ri111:-s1t•rll c•rah! sbrilrk- - ~ ~ ~ t,,,l ~•„1 i:,l, cn•,•I I I,~,I rnl.i:cl. ~ - lair---- I \Ic~l.:;tlila- ; N,tt.'rtil•a- i 1'11f,r__-- hc•r~ Iti;tll s~r:rc•l~l.il,il- ~ 1 tt• sl.al~iiil•} ; i!t!- +il~ c:rti• blc. htc. itx to frost ncl.inrt; per•t•u,tts 1vhc•Il ::C►c:^:strl~' ! ni(~cirral.r. to )nor!- curnpac:tc:rl; Iom- =i)v:.;crate:- 1 I el-:0.1•lY Slow permv- to nlodera{-C 0& .;.V. I 9 :thilit.y; low t.c: Illod- "Drink;->t ell c:tatc shrink-stroll pote-110:11. pot.(•r,t.i:11; satrlrated ! a it)t•cr and s1)rir►~. in l Fair to _ ot. Stlita- N'ot suit,- Poor___-_ \•fndur:t.tcn to very hi;;h 1•fn(leratu 0-:M0- _:~cie-~~elr Slott• boor. blc. h!r, snse•r1)i•ibilii•1 Lo it;v; intl)(•rviotls _0 vcr~ Slow Iro:a. n(•l.iccu; nucilc•r- tt•hnlt Iv,tItll;~rl. ~,i•r~ic~•:chilil.~~, . al•c•ly slow to very vd; Iow to Illod- . sa.+)) I►,•c•r„,•:cl,ilil c•r:,t, 'dwilll:- i II,w 1.41 1111 n1 4•r:11.4- )\1•II Ililt 0-11l.ial; - 1 shrir►1;=sacll lu,l.,•n- soils erne, „1wil { Lial; satur iced in (Iry. 1 E i C1)c'lrl~. ' Fair to Not Snits- NnL soil.,- rnnr----- \Io:1,•r:tl,• (.o 1'vrv hi-lc A-111th•r':rl.c st.:thil- to ooo(!. ble. ble. snsc:r1)l.ii,ilil.t• Ir, frost ity; it pervious :c)•. pcr'nlc- :mLir,rt; I oderalr. to wheel compact- bii:~•: p - slot) 1)~ rmCshilil.~•; erl; 1110clor ate to ltloduratc to high high shrink- s►.lrinlc-swell putout- Swell potcrtt.ial. E Fair- _ _ Not suit- Cood below p;xc(Alcn _ Sli:;ht to 110 strscept•i- \-foderate stahil- ::Uacr^tc to able. surface j hilil.t' to frost, action; itp; pervious rapid laver. Illoderate to VCrv 11.11011 Com- ^ na'~illt)'• rapid perme:tbility; pacted; low low shrink-sivell shrine:-swell _ - potential. _ Potential. i t . See footnote nt end of table. - Its sPOKAI E C013NTY, WASHINGTON 93 € roperlic' n/ ,voi.ls-conl.inucid - 1 . Soil fe:tl.ltres alfixtiog-Cnlahme:rl Farm ponds- Continucd i 1•:mhaokment cry .low shr.aF perviolts to im- pervious wheat c•ompac-led; nu:- dinm compr(ws- ' ihilil•y:low sl.;thilil.t•. ! I,tta sh1•:tr s1.1-4-11 •t. 1 ! 1!.•11111wu%-Iu11n 1.1 intpc•r~•in1t; a•Ilt•n r.nntltar.tctl; ,lil;hl. INIIlIpm-ssil lilit.l•; ' lots sl.abilil•y. Very low shims. violts when c:ntil. patted; illod .•tal.e 1 t.n high compress- 1 ihilil.y; nindcratt: stalnllt•y; crimb; W111:tt dt•y. Agriendtttral Terraces and ' dr ina:mac Irrigatioll diversions I Wnt.rrways ;lladcrat.c to 'Mmlertt a itt- moderal.csly lal:c ral-v; rapid pr:rmc- ntnrlc•rati: :6ility. • walc:t•-holdill Capacity. NI16t1-•ral•• t.1 Itt•rint•:litilit.y. \I6611•-r:1( 1• (11 1116..1.-1 .111.1 t mpid inl.:lkc: ral1:; ntncll•r• at.! tt•al.t•r- holdin:; ca. pac•i l.y. \Ittdr::ar. io lttnf il•..a.f'ly slow ;x•r:nc- nbility; Sal.l.t- ral.,.d ill tyin- I.t•r'IIf l spring. Very lot- shear i '.lodc.r::1,•I . simupgl.h; imper- I slmv to very violls whrn.cotn- i slo::• l ernie- pactc d; medium I n1)i1it;: ; r :tt1- compressihility; t rated in moderate stalliJ - spr131gr. My; coils crack ! trll,:n dry. Fel'l' loll' slivar 1 A-IMera to to _ sl.rctlgl.ll; imper•- slow p.imne- 1•intls wilvn colll- I abili!-_ . pat:Lvd; 1111•clittio Lot high c olliprossibil- j it.y; lmndvrnt(, sl»tbilil.y; soil cracks when (it. y. . 1 liigllshearstrcn;;l.ll; lloclt::::t to i pervious when very r jAd compnetnd; Might pr•t'ntc:thilil,y. culllpressibilit.y; ntnderate stat- I Itilil.y. Mlclc•1-3k' l.n lnr)delah.-ly ! slow illt.ake rah:; vmc v high hater. l holding ca- 1 pac•il.y. \•Iatlc:rltcly Aow to ,;IOAV int•ako rate:; water-holding Capacity. filott' llliake rate:; ye1•y high wal.t•r- pacil.y. J-4iw rc:,6aanc e to cro irnt: ninrlc•rale lei nuuleral.t•ly r:lpirl p1 rntt:- :Illilil.y. Low iri dwice to c:rn i(m,: mod- erate: wntt•r- holding r:tpac- ity VV rlalLigtt difficult. to rnt I )ragonlt silt lnam. Sc•t,•x-ge disposal 1 lields Trafficability A-loch-rat.c: to very lour sltc:ar motirral-c•ly sirrnrth:low rapid pt•rnu:- load-r:Irryino altilit.y; In(t(I- capacity; era t e t o 11.1)(!- ' m odr•r:tt to 1•1•:00t• rapid mndcxatelr water-hold it] rapid perlitc- C-aparil.y. j ability. \It6•lt•i:tLt r1 •:irt i \I•••b +a!• r1••:i•:►. 111.111.1-•111• It, I.t6tt• slw:1r a1u•. 1... .•1 it 1144 • I.. rt..:6111tt; :1:1 t 1':tlli.) :11re-li Ht; toll 1t1- ;inn; tnntl~ r- till It ratt• tt:lt.t r- pt•rlnt•:111i1it;1 ; vmk! to high :I Lt: lu t•t:l~t' I lulbliu:; t:;l- 1Iu1111:rt11: It1i11!•I:;tpl:ttitll~ I:lpitl 11e1.lne- lmcil-y: t•1-gc•1.:1. ttatt`t-ltnl(lit1~ i capacity; tttprl- ahilil.y. I t.iolt dillic;tlit, to 1 eapncity. t crate to t•(•ry c:slahlish cscapt i rapirl pc•rlne. E on Elflika sill. ahilit.y. t I lnant. E , ' Morlc•1-:1i-c• resist.- hrodl•ral.c: rrsist- ~.Indc•rile in Vc:ry low sllc•:u• :utr t: Let cart- rhea! !.n erosioll; ~ 11106:1•1!-c•ly I strctirth: 11106- Sion; 111oficl.- f e.•ery high wat.f.r. slow pi:rntt:- I (!r:tta: to lots :tte to Inrnlt r- I huldin:; (:apa~~- altilitr;vvey load-carrying atelt slow i!•y; cmvvpl. for high traler-hnl(1 (-apac il.y; In(tr.l- pc~riuc:tltilil.y. i s:L11.-tnlt•1:1111. t ! ing, r:tpar:il.y; I c:ratt: try mod. i spoci+•s, ~•t•~~•t•!.a- sat.uraL1•d in er:ttrly slay: i limi diliic:lltt. hi ~ wiiitc•1• :uid p trinrahilit:y. ra ltJi.h. i sI I rilt:;. Modmatr re.<ist• I \lodrratc: resist:- t \106e1.0-c•ly Very lots' shear alp! 1.n err'- j anct! 1.0 erosion; i slow to ~(:rl• ~ sMvngth; mod. Sion; Inodim vr:1y hig"jt a;ltcr- slot'- pernic- crate load. ai.(Ay slat, to ' holdill capac. j .1bility; rr.:•y carryingr c., I. slmc pr1 il.y; v mtal.ion higil wal-er ; pncil.y• trod. mv:ibilil.y. .fairly (::tsy to holding ca- crttelr slow to E establish. J)aeil.r; sate- eery slow !I ; rak!d ill i permeability. ~ I I spt•in~. i JK.o lc:r•atc• resist. anc i- to c;ro- Sian; 11lodt-r- :11.1! I.u slots perme:lhility. R":pid illtakc: rate; modw- ati,, to lntl' tt'at~•t•-hult.ling raga I:i I.y. a•Ioder:tt.c: resi- t- a.nce Lo cro- sinn; innfler- al•c to \•c•ry lipid pr•rmr•- alsili1.Y. ,l•ioderate rt•sist. anc:e ".0 c:ro.'Zioll; very hi•,h tt•al.u.holding; capnc:il-y vv-rl al•inli fairly easy to establish. lirtrjer.:tt: resist- anc e to ernsion ; luncir•rrttr• I.rt Inlt• wat,c r-holding r llnvil.y; velrt•- Ittli6611 l ;Mitltlt to ti-i ahlish nit very skiny loam, fairly easy oil other soils. Xfoderaw to slow pee-Ille. abilil.y; vrry high wntcr- holding ca. 1 l . Moderate to 'VCIT lipid pernivithilil.y; moderate to Iow wat.rr- Itu111ilig tut- pa city. Very lots shear strength; marl. crate: Cowl. carrying ca. pacity; rood. crate: to slntt• pc-riliMbift.y. High Sheaf strength; high 111all-Cltl•I'!i inn capacity; tnndt:rnl.e Ln vory rnpitl permeability. SrOKAXE•. cons -rr, WASHINGTON 119 pm.v c; row, 111111 vw.v film=i In iwor:il-il:lill ilc,re;1: rely v,-ry line r,~qu:r,ainl►::; ncill.ril (1,11; 6.0- 160,0• „f 1.1►1• l llllri:,ul, ~~ltrtl 1,►,~il:f., rntl;rr•r. ft•nlll A - a.yish brown to dark broxvii. '.L'licr A'hl,rl%oll is ,L.117is11 brmrn to dart: brown-or is mottled with both colors. This horizon is 4- to 11 incllcs thick. The texture of the B2t horizon ranges from fucavv silt lo:l.m to light silty chty loam. Few to common, black to light-brown (dry) concretions Ire present in the &and :fr:u:tion. In places Small basalt fragments, occur throughout. the. prortle. , Laboratory data in the subsection "Chemical and Physi- cal Properties of Soils' Show an incm-m in b:Lse s:l t:llra.tion, all increaso in free iron, and a deermse in a.cidit~y - ith dept-11. All oil these indicate movement of ll;hscs :mid iron from the upper hart of the profile. The sharp decrease in clay in tho Al.) horizon and tl*e increase-bcloiy tic .V121 indi- c:Lte that clay has been removed from the .2. and deposited below. Clay films in all horizon- beloly the a12 i-re evi- dence of this. No doubt Some clay hs formed in place in the. 132t horizons. '.I'hr. pel•c•ei ialwe. of mart' is hi -h to a depUl. of 72 inchos,-which lands all illy. ('-ml(allSloll t•llat:illy. Freemall soils, like the \e.-z Perecan11 1~•r:lrcln.n, formed in parent materml. that was dt•1lclsitel't in 1:1.Yors over long is rent period, :fold that the. material it1 44-11e. lowol: la•1vnz old. The c:u-bon-nitrn-(,n ratio in Ilia profile do crihtA IS 21 rather lla•rrow, about 1:1. because the sat1 pl(! was hil e.11 in :L cnlt:ir:l.tcd field. Undriiiitedly the 1•: do is much wider, probably ,ihout: 25, ill virivill ci1•e.^.s. st•ron struc,f im, in the 1.s, horizon indicates t•h:1.t the soil lr1:Lhtri:t.l shrinks and swells appre6:dAy with clmnae in moisture content. Stripllin of colloidml material hit perc:oL•LLn1 ~ratr.r acconntq for the clean mine-nd 11-:11 ns on peel surfaces in the A 9.11d 1), horizons. C Dearriclll soils are silnil:11• to d1u, 1"'ITe111an soils ill 11,.. 1•ronal:ioli :md c:ridv1l(c of soil de1•eIc111it,via. (i:irtield r:,►il:: I:11•lr :m A" I►,11 ~.,1►,• i'I,1.1 I'llrln,•,I 11111 ,•1• ~I'a:ati 1'1•x;1:1•:11 1„11, :11111 'a 1. 1111,'. 111111- (•111` `•111'1:1,'1: I:1 ,'1:1• \\':I:i t:hir'•l: cnnllx;h fnl• th~~r SIli1s to im 111:!vvIl ill 1.1111 lfnllisol ol,dt'r: IIIIL ttl'11,;i111t IWIN II,il111t'II tl►!' ~:Irl;i,~l' I:11•r1' 111 ~Ill~lt till extent: that, they now an, classi!ie(i s :1.1l:sols. The (`rnr(ield sc•rics is in the i =L1:.If slillorclc:r. a division of t:ic Alfisol order. 1'rofilr. ct_ t=a.l-fiCld sili-y cl:ly in:lrll. r.illt.ivatrd, `?.I miles we~f: ell' ji:llr i.i!ln cl•f dd 1':i.iollsc l hz~ll ~1•:~>> ,lncl Spangle ~1laycrllt I'%.cl:lcl a~.n. pllini. ro ifrri:south or 511c1n~la 11'`a.~•c't•l~• 1"o:111, iii , ,.1 s•c..,1; L. AI11-0 to 1/•_, inch. mixed c11r1: ~i 1ric,1-hrni~ n (10YR 4/2) lncl brown (i.:,l'R .114) silt:- el-lY 10:1111. Very dart: drown (1018 and (lad; hrmvn /4) whxu nlnist; -h.nn-. very fine, str11eturc ; ln0se lyhell dry, fri:lhlr ~rhen nlnisl, sl.ic icy :all 111nstic: whell Vet: abun- dant roots: iwaral (lilt: al-milit, mmonth bound- ary. .0 t,l 1 melt think. ;\p2-1/. inch to s inches, predominmitly clarl: -coyish-brAwil (10YR 4/2) silty clay lnam. with some brown (_,.:111Z ;/-1). very dari:.;rlyi~ll brmVn (11111;. Ind dart: brown (7.:,l)twhcii inoist; strong. very fill(. Ind fine, -nimilar strnetnre; Vcry Imrli when dry., firm when II►ni-d:, Sticky :md :31astic: w1wil \rrt: :thinic1:111t rooU4; immy very fine im:r•s; thi11, nearly contimiim)c okay films nn dark-brow., fuels; neutral (1111; fs.G) . :abrupt, smooth bou11c11:.:. i to 11 inches thick. 312t--S t0 ^:t inches, brown (7.:,):R /•1) silty clay, dark brown •J%,) xhcn Inois t; moderate, mcdinm, pri.s- malic structure that hrc:l.:.s to strong, line, angular 1►lmAzy sl rnehirr.: Very hard tVlu:ti dry, flnu when .m(list eery m0letcy :Hail very 1►l:l.l.11C then wet; ple111.1- rn1 rnnl,+; ninny very Its it L10111lnr 15491*1114 ; LlIIII, ,:a►Illim- ,.u• .•lu t• M11111 ,.n 104v1 rel.•.•r•, in:.•1•hl II inl 1.,•,•x,1 1111x41 wll ll ,iull,►i,! ; cl,tnnunl, lima (1 in u►iu.), 1,1:1x1: Cnncretinl►y; felt', clean, mineral grains on pcd LICCS; nculral (1)'1.13 G.-S) ; clear, wavy boundary. 10 to 40 inches thick. 1:. R-_'; to 20 i)lchcs, light yellowish-hrown (10YR G/4) silty clay 1111111, yellowish blown (1018 5/4) when nlnist; moderate, medium, prismatic structure that breaks to lmnderate, fine 1ud medium, aimilar hlneky structure; very hard when drys, firm when ml►ist, sticky anal plas- tic when wet; fell' ronts; many, very line, tubular and interstitial pores; thitt and_»odcrately thick, nearly couthmous clay films cal ped faces and in pores : com- mml clean minctil graiiis oil pelf faces; few, very fine (less-than 1 tun.), black coneretimis; peels disintegrate ill water: nenttal (piT; r.S) ; clear, wavy hotindary. •1 to ` inellt•s thick. 2:1 to IS incllcs, light yellowish-brown (101•R G/%1) light silty clay loam, yellowish brown (1018 5/4) when 11101st.; n)ncicrlte, fine and mediun, llrisnlatic structure tilt breaks •tn strong, very fine and fide. angular 1►lm.ky stinicture; Wry hard when dry, very firm when insist, sl ixlcy ,,ill plastic when wet: rely rants : many, l,ery line, tnhnlar mid interst•iti11 pcu•es'; enmtnnn. thin 10(1 tmnderately thick, continumis clay films on pee? fnre3 and in tnhnllr pnrefi (7.:,1R lane) ; few, line (1 tr. 2 min.). hlaek rnneretinnc; malty. pitchy, 111:wk s1 ::ins nm 11eds: dried llxtls snften hmt remain skible ill :V:Iler :and :are sliglilly. h:•it•tle when 1110ist., )tc:mtrni (gait: 7.2); rradlt:ll, wavy bminflary. 1' to :,.0 imelles :hixlc. 1;":a-tti to cf► iiif-iles -i-, li;;11t yellrnrisil-hrnwil (]0):1: G/-I) henVy sift ln1m, yellmvish ht•01Vn (101'R Mien, Illois:.; 11:Q1ierlte, medium. prismatie struc:t'urc that hrraks to tnoden'lle, fine, 11111 ulecliu►n. angnllr blocky ctt•llchire very hard when dry. firm when moist, stir•ky Ind plastic when wet; few roots: criminnn, very fine. tnl►plar and 111111y, very fine. interstitial 1lm es ; lnnderately thick. cnntinllnils (.lay- films ot1 some pr1 tl faces Ind in t.mular prrl•(s : few. line, bald: con- ' erel.itllls: c•0mu11mm black Mains 0n 1►t•il races: polls me "Iin ,ll• in woter htlt :►r,• snftr•r III:,,, it, ow imrizim u l.,.p...:w,d rill 11,11.: '11w color of t11r. ; L horizrm whvii moist nmv Ito dart: Iii-mvil. I°1•t 1' II:IrI; .'1'11\'i:a1 11111;;°Il, I►t'li;;°;1, Ilr 1`►tt 1' d1t1'li brown.. Til placv;~z, d w soil radc~ to lna•fisive. silt loam C1. horizon lit-, ,i rie-pith of ,iboi l: 4. feet. 't'he. T3 32t horizoll fins tlic elmract:er Ztics, of a weal d".. cll-2-: eloped 1'ranipan. c.mr,11SONT SEAr.T1:11- 'l.'he <<:1.1 i isr111 s.~: ,r~s is ill 1:11a Xvrol' slti,ot:tlcl ; a division of tim. , -roilisoi r,rclcl . Profile of Carri on yravv lti• loam, r..111(:ivated.:10 Meet it nrt.li of 1•f.issiotl,.:male anti A-G feet west; of its intcl:=eetic111 with 1fdlter lknacl in Sr1/,t Sr1/~SAV/j. s 1-0. T. 2?: N., R•. 4:; E., :\t}--0 to ii)c:,es. ;cry d 1x1: ;"lyis'.i i,rolVn (10YR ,r 1Vri'.• irt:►m, black (1(1.1:1 vi hell Inn' : moder :,tc, fine.. raimlir st.roeture; sli,ildv hard wilen dry, very friable: when moist. s14 :111:1.V sticky Ind sli-Iltly °pllstie- when wet; abundant roots; pnrnus; slightly acid (jilh G.2) ; abrupt, smooth boundary. G to 10 .inches, Hliek. :11-G to 1:, inCLe~z, similar to ahnre, bat g::lnuleS are tole and lnet1hun and the acidity is pl-L 0A : elear, wavy bomid- nI..-. O to 1:1-inches t1lic:k. - T'.1-1to 21 illch0s, dark grarish-brwo.n (101'0 •1/2) Vert •::1,'x11; loam. dart: Ill-Im-n (101:i1 when moist; In1c iNT 111• Nrc:1k, ntedilmt, Si1i,1::~111ar -blocky struc- 4.it:(: ;:ilitly hard XvIlel) tlr~. t=iahle whet1 moist, !Ztic:ky and slitihth. Plastic '•~'h~n wct; pientifnl root~~ : lo:0us ; noutral (pH. G.7) ; clear, wavy bn111161ry. tl to JG i ielles-thick. S 1 i, 0 SOIL SURI LY I1.2-27 'to 3.5 inches, brown (10111 5r,,) very gravelly loans, dark brown (10YR 30/3) when moist; massimor wvak, 1 stlban-ular blocky structure; hard whin dry, friable when moist, sli ;fitly sticky Anil sli„lltly plastic when wet; plentiful roots; porous; neutral (pII. U.S) ; clear„ wavy boundary. G•to inc:lics thick. C1-:1:, L•o -1.1 inclies, pale-hrown (loll: G/:) very gravelly loam, Marl: ,brown (10YR =1/3) when moist; massive; hard when dry, friable when moist, sli;htlysticky and no!!- plasti(: wheat wet; plentiful root,; :cry porous; neilti:ll IIIIz 7.2) ; gradual, wavy boundary. G to 121 inv.-lies thick. C2-14 to GO inches multicolored granite and quartz snild, gravel and cobblestones. "I'lie A liorizoll, when moist, ranges from black to very :l: brown in cc11c)r. The texture may be cr1:'1vc11y filly ;:..1(1,1 ln11111, gri'tl1't►ily lnlun, nr trrllhnlly ;;ih hill]]. 1.11 ]lac vs, from 20 I n GO li0revi 1. or I it(, A hori-non rnnsists 11'1. ~;-.llllll•:tf 11111~a1 111' :!l It111•:!• The, lllllttlllll. of !•1'!11'1') ~,I- t'ttltl~lt• iwslii laio 13 horizoll Pali ;c4 fi-mri 40 101:0 hc,rccllt. '.I'hc :...or of tlic 132 horizon vine es from dark brown to dark yellowish brown. Sand, - (rilftrel) and cobblestones _'--ima.lly occur at m depth of 30 to -:15) inchm. ',The. Clem-ose series is ill 111( X01•(111 silbfIrder, m divisiolll the \'follisol order. Prcllil( of (ilm-osasilt lonill, z tecl, :10 feet east. of 13ig Ralck ill \1V.? 1,41 N. All 3;1INTB,-% so.('. Ap.--0 to G jnehes, Clark-gray (10YR 4/1) silt loans, black (10YR 2/1) whvii moist.; we:11:, tine, Iiiaty structure and fine. granular stem-tore: slightly hard w-hen dry. vvey frinwo -wiivii i mi.st:, slightly sliozy :lull sl -imy 1111111111• „•111.11 %V1•1 n11uu11nnl rlud:t• t11.11I1•ttl 11111, II var, tiloIII III 1 Iit oil nt1:11•Y. -1 1 X ilrt•ht•.I'llirh• ,11--G 111 13 im-III.,, rlllrk groyi"h-hrnw11 (]diva; •1.121 sill loattl, Itlack 00YR'21.I.) whole 111111::L ;,iwralt, 1111•,1111111, g1-:luu- lar- structure; slightly hard when dry, very triable when moist. slightly sticky and slightly plastic when wet; abundant roots; many very fine pores; neutral (plI, G.S) ; clear, wary botmlaiy. G to l2 inches thick. 1'.1t-13 to 2'1 inches, hale-brown (30YR G/n) silt loam, near loans; dark brown (1(111:.."•./.,) when moist; trunk, coarse, prismatic structure: sli-l:tlt• Hard tolhard when dry, -firm -Alen moist, slightly dicky :lml slightly plan- tic: when wet; plentiful roots; many very fine pores; few, very thin c•1g, films in pores; neutral (I)lls G.7) ; gradual, -vary •holim)ary. a to 1.1 inches thick. 11712t-24 to 41 inelie-s, pale-hrown (70Y)t loam, dark brown (]OYR 4/3) when moist; modmite, nie(lhim, prismatic structure; hard iw,heu dry, lir•ni when moist. Tightly Aiel:y and slightly pki.tie when wet; plentiful roots: many very fine pore; thilt, nearly Continuous, clay blur., in )tore,; 1•olnmllil. E-11-111 111im-1-:11 g1:lins Oil fracture planes; neutral ('10., -radual, wary boundary. S to ]s inches thick. I rl;:;t--1:1 to C2 -inches, pole-hrown (70YR, G/3) loam, dark brown (70YR 4/3) when moist; weak, medimn, pris- matic structure: hard when dry. firm when moist, sli;;htly :sl'ielcy am) slightly I1lastic ;Then wet; few Toot:.q; malty very 'line pores; fcm thin clay films -in pores; occasional gravel ; sliTllt)y acid (i)I•I. G.i) ; gradual, ,vary bomidary. 20 to 7.0 inches thick. 11CI-G2 M 72 inches brown (101-IL 5/:) loam, dart; brown (10YI2 5/,3) when moist; o ssirr-;.li;htly hard when dry, fr•i: hh! -when moist, slightly stil:ky :and slightly I►lastic when wet; no roots; ni-my -very fine'Imes; sli;;lttly acid (I)lls G.5). The :V1 horiinll "filin"gs -froth l,lar_1; io vein- dalrl: bro-vt1 11011 11101st and fr(il)l 1.0 to 16 in(:he iii i:hiclc mss. In 11laces it. is C l'ai 1C1ly or stomr. Tlie. te.rtiii-c of 1:he B hol•izoii ranry-•- from silt loam or lmtm to light silty. clay loi.m. III -al.rly continuous -or continuons clay films are prc-s- ent in the B3 lroriron, mainly in titbula r and interstitial Pci1'm from ; to 05 pucelit of i:hc lower B horizon imvy c,1111sist of ~r:1.~~c1:utd ~tonc~. - - GRPa:N I LLIFr' S1:RII:S '11e ('"ll 13luii scri0s is in t.hc 0elir W', suborder, a divisioll of the Tnceptisol order. Profile of Green Bluff silt loam. cultivated, 150 feet Sf)111.11 of the northeast corner of section 20 alid 60 feet Nvust of the center of Sands rZoad in NE,1/1.NE,I/L scc. 2 0, T. 2i N.. RL 44 8:.,1V.1.1.- Ap-0- Lo inches, grayish-brown (10YR silt loam, very dart: grnyish brown (VIN, 3,P2) when moist; weak, line, gra ular strnc•tnre; slightly hard when dry, very rriame. witm, moist, sliguiy stielcy and Slightly plastic ti•ht•n irt•t; 1111.111-if ll rants; sliglilly Ilvill (llltr, ti;l) ; Amilll.. wavy 111tm111ary. -1 In N inches I.1010c. I' I j 111 I!I im-livs, 11a11••11r11w11 (10YU I•/:.1 sill: loam, 11a1-1c. 1.1'utrn 1 Ina' I: •I;':! 1 ~t'lu•n n1.lita 1.1111, 1v111 t':i1•, 111'1»- iimlic strueturi:; slighLlr hard when dry, very friable twhl-n moist, slightly stil_fiy and slightly plastic when -wet; plentiful roots; marry very fine pores; few, n11•diuin, dark-llrown (7.:1YI1 4/4 innist) mottles; one ir•r1•gttlar, wavy. dark•hrown hand 1 hich thick; slightly :--vial (101: 6.4) ; gr:t11nal. wavy 11omitlar1•. 8 to 13 invilt-s thick. J12-39 111 inches, very pile l,rmrn (10YR 1/.2.) silt lon in, brown (1(1111 -:0.) wh1-n moist; weal:, meditim, pris- 1MItic ;truebim; hare] when dry, friable when moist, sliglrl'ly Sticky and sli:;lltly Mastic when wet; plentiful r4mv;: many very fine pt-wre•; common, medium, dark- brown (7.,1111 4/4 roost) mottles; one dark-brown, irregular, w:t,-,- nand nimit• 1 inch thick; neutral (idl; G.G); gradual, boundary. to 30 inches f hi1•k. In .I0 jtu•lt1•!:, art'}• 11:111• Im1wt1 (1111•i1 1.1•x1• lim, samly Itiam-, 11r1,,wit I HIVI~,1/::) wht•n midni; im:.I ; slirl►l-ly 11:11*41 w1wit dry. wiry friabh! wh1•It moist, mill- very fins! pores; common. medhim. dark-brown (7.5YR 1/I innist) mottles; sli-litly acid (pI•IS G.5) ; clear, wary boundary. G to ] 2 inches thick. C^_-J10 to :10 inclies, very pale brown (10l•l: 7/3) gravelly silt loam, brown (1.0YR a/n) when moist; massive; hard when dry, firm when hoist. slightly sticky and sligltly ;►i:lgtic when wet; plentiful roots; many very fine ;►ores; common, medium. dark-brown (i,iYlt •1/~ :n(jict) mottles; slightly -rill (pII, G.:,) ; gradual, wnrr bomidary. 3 to 12 inches :hick. Ca-•1Q t~n 1;2 illchrs I►a)c•yell(jw (2.;-)Yjt 7/-I) gravelly silt loan], alive IIrmyn (2..11it 1/4) when moist; massive: dlard -when dry, firm when roust, slightly sticky and slightly plastic when wet; Itic'ntifnl mote; many fine Iuues; CO1L`lllOdi, nreciin:n, dark-brown (7.51']t 9/1 I11(1ist) mottles; slightly acid (p1•1; G.-5). 10 •L'o 20 inelles thick. 'rift- _t honzot1, wheal ]Hoist, is (iark lwown to very dart: gi:;t'isli brown. The toxhire of :lie. B horizon is silt loam or loam. '].`hill, discolltinumis cl.Ly films are present in 1) 1acc5. lfot:t'•linm of the B2 horizon rlaln-c-s from flint to distinct.. In plac0s this, Coil overlies laminated lake sedi- mel)t, at. 1. delltll Jess than .5 feet. As much as GO Percent of the lower G liorizoll -Dial' cons sz of gr:tirel, cobblestone, 1-1111 stolte.S. - lT.\f;l;\ SERIES The 7Tal.,en series is in the OrHiod suborder) a division of tho Spodosol order. Profile of 1'T.a,en sandy loam in wood]:laid 200 feet }rest mi( 2,100 :feet. north of junction of ( (Idar l"oalcl 1.11(2 We:t lIOrl:lll(; mid. In NE111:NE111 see. 12, T. 2S _NT. R.. 42 l i N -.A f.- (1-l sf, 1I1c11CS to 0, rc-y day,: fir-rich-bro~rn (10YR 3/2), loose, partly deconilrosed orgnnic litter of needles, leares, and twigs; (Iii-I; 5.0). I •1 r A V ~ HYDROLOGY ~a 4 a ~ j , ~ , r 1 O O _ _ _ BAR ERR ~ s~- - ....s 0 r e~m~ 110 I , I / O~ ~ I~ I s N ^ "4 ~ ~I ~ I ~ ~ ~ ~ k ' ~ N~a ~ I k J I / ~ ~ I 3 ~ I ` ' ~ N ~ ~J ~ ~ ~ r ~ o y • , ~ ~ ~ ~ ~ ~ I~ 0ND,0 ~1 Uib~ N ~ ~ I v N I I ~ t A 3 v I N. ~ I / yS. u ~ ,v Nat ' / / ♦ o ~o ~ ~ O ~;~1/I /b! ~ I I I T111 0 ~ aq ~qt N I /111 11 / ~N / l0 D ~ - N ,oO ~ ti~i / ,t , -~l~ ~ ~ ~ e ~ ~ ~ / ~a I (III I Ij ~ ~ ~.~o/ ~ II i ti ~ I , 3'~~T ~ w ~ I ji ii I °i I / I I N / II j / jl I I L-_---!i~x.__-_.1-- -~o.oa -----i_ -120---- -1- __t.. , II I _ II .1~EAD D W VlE W .~A NC.H ESTATES Il SW. 1 /4, SEC. 20, T25, R45 HAHN 1~NCIN~~RINC ~xc r-~oo~ a>t HoRrs sass g Dmsro~► o,°,w„ ~ o_,~ CLARA HEPTON MEADOWVIEW RANCH ESTATES spoxuvr, try. ~acoa S. 1505 BARKER RD. 1 OF 1 (soa) ~8~-r6QO D K0 SPOKANE, WA 99016 GD (aoa ~e~-araa wv~o~ er. BASIN MAP HEPe~s i I BASIN A A_ r } } T ' c j d r 001(2-z_ vyl E.%- I- W W W W W W .ANW coo C ~aet vvv 07 P7 nrr 0 a f zoo eEQ o = 7~~-9~' rTZ ,ZOOb ✓T Z:) {terLC.. _ .35-3.L4:7 r { S w raLt= ~ ~ -I.~,PEPVi0 v:S ~U 2F144Gt 8 AVE - Flom CO 2b C PE 1.! 1 Al 67. 6T + _ a. t 10 C2 c~TH t ~CL '57-A } .21 ! .1.0 .ZC~. 5 FT- w o E = 55 r`f Z LJ 3 ~7 F T'z Nt7y.c~2 C.0EL~ i yp7 J tlt i r - )o E L. Ftzo m c.2 ~ '4 r39, loZ To 1 '34. Lo C u Y2- o P E N: n C~ 3x31_ o O 8 CoZ -7-7 `1~ FT Z > - ~ ~ p•,~~~r! ~ ~C~•4lr'likl.c-~ i' Ste. ' ~ 1 - ~ _..ritn4.~`:l~'f~.~-M~=' - ~ ~ ~'8'~F4~SVv.1~:•_i„'=t.~-~ . - ' i.. ~~.i-r~Jt ~.y'~ l:~i.i$~.''4.• _ t,. _ •eGnl~ l + L- ST14 E ~JZA ~•i A-67 ~~08 '~PEQvl2EvvrE/~1T5~ ~w~PCrLV iO US 5U 2~14c-~ W W W W W W N N N Jo L c- Qo YA o F7(2-o yy-N C o 2 r3, o P (5,Aj _ t l4'! AT 3 t 31..o i0 `Cu IZG o PC,1I l,4c) A-T- It'49 C4 r r = 18Z _ o F T x,20 ;-T = 3 6 g o Fr ~4 206 142.E A- 2670 = 3a3 dog 6ro reA- 67 67 - 15i.6-F3 psi, wtPEaV10J 5 6o2Flatt= ~D E L ~2o m GV ✓Lf.~ vOFn.~ , .1 ~'J 1 ; ~ J To G2 ~T or3.z3.~5- t t ~TE2~EC.'77o~ : ~~on ~8-~~ - ~ ~Q r/ ) = i Z ZCo ~T Z Lu 2O 5 c1 Fao w, C9-- lqT 2, t1 1. 1 y qTH To C.0 (Zr-, nPE,...l,wc, A:r 3t75 ~rx~5i . 5 c.t l0 3 , S~ FT x -18.5_ = IgZZ FT lo-TA-,L /MOc: av/oo:5 svzi = 5355 r i z Boa A~r-T ecQo = FTz o a Vo-L-.- R-E o - Z Z3. Zs FT'l 1L4 C ~EI°7a~ ~ DazJ ~i EttiJ ~i4~P~} A40M I ei IC, P- Pr iu f Cl c ~ ~1 ~ n./ IT C~05 oxc tZF'~~ ~yeOm Qt-E tr~SC ~ = . I ~ c F5~ l6 T) q l_ ~ yet ►4 - /871. ~m Pc~~, c3v~ Ll Fr-z t- Z 133.6 F -J- 2~'Fee ?t-fA-SE 1 ZO 33q. y F7 Z ~~.o PG = P.70 All iG 1.40 MW N2 C . Zs Zlkc- Q _ ~ .7z IFS. ,o - C ri me ~v OFF Pg6 5~0 Pc = y `1 ~o Tom. 5. o ►•Y, _ } Q,~ = 1.3L4- 0- F5 D Li T/tC ,i CFA o~1E2Fu~r~ 7HE VALUE lTC~jVSTe p oafs Lcr(,-OSTt21~%C~ P6 a.p (ZYWELL $ZA c F TO2 ~ L 2 E Q~ D I OTI4L ~N L~ = Z I v CP - Q j. 'STOKE- ~~V) nCa u 1 81 5 w►~-t~ _ P I - -383. ~ CF= A- 3 - Z Z3 . ~2= 1 ~Ext~T~r~~-,= g I.13 8q q 51. C-F C~ F of - _ ._-r f, i. TIME OF CONCENTRATION (minutes) PROJECT: HEPTON BASIN: A Tc (overland) Tc (gutter) A real "C' o= 0.15 L2= 0 3.26 0.25 Z1 = 0 0.00 0.00 L1 (A) = 56D Z2 = 0 0.0D 0.00 N(A) = 4.4 B = 0 0.00 0.00 S(A) = _ 0.027 n = 0 0.00 0.00 S = 0 0.00 0.00 Tc (A) = 11.44 cl = 4 0.O0 0.00 Total A Comp C L1(B) = 0 Tc (gu) = 0.04 3.26 0.25 N(B) = 0 Tc(A+ B) = 11.40 S(B) = 4 Q = C*I*A= 1.72 Tc(tot.) _ 11.40 Q(est) = 0.00 Tc (B) = 0.0 I me nsit/ = 2.11 Tc (total) = Tc (ov+e rlan d) + Tc (clutter) Tc (ovedand) = Ct*(L1"NIS ^0.5) ' 0.6) Ct=0.15 L1 = Le ngth of Ovedand Flow N = friction facto r of overland fIcw (.4 fro r acre rage g rass coveer) S = average slope of ove rlan c1 low Tc (gutter) = Length (it. YVelo* fthec. V60 E = B ottom W cfth of dotter or clitch L1 = i nve rw of cross slope one of ditch ' Z2 = i nve rse of crass slope two of clitch d = clelAh of A i n clutter (esti mate, check esti mate with Flow) Aren = d B+cl'2?2I(Z1+22) Wetted perimeter = B'tl+ (1h in (atn (1 fZ1) 11sin (atn(1 fZ2) l•-Iyd rau lic Rach us = R = Areaffletted Pe d mute r 'Velocity = 1.486In*R".667*s' .5 Flour ='Velocity*Area n = 0.016 fo r asphalt s = longitudi nsl slope of clutter TIME OF CONCENTRATION (minutes) PROJE CT: HEPTON BASIN: A, ROAD ONLY i Tc ( overland) Tc (gutter) Areas "C' Ct = 0.15'. L2= 573 4.47 4.90 Z1 = 3.03 4.00 4.40 L1(A) = 0 Z2 = 54 0.00 0.OD N(A) = 0.016 B = 4 4.40 4.00 ' S(A) = 4 n = 0.016 4.00 4.00 _ s = 4.0247 - .0.00 r 0. co Tc (A) = 4.40 d = 0.1423 4.00 4.00 Total A Comp "0' L1(B) = 4 Tc (gu) = 3.82 4.47 4.90 N(B) = 4 Tc(.Jk+ B) = 0.00 S(B) = 0 Q = C*1 *A= 1.34 Tc(tot.) = 5.00 Q(est) = 1.34 Tc (B) = 0.0 I me nsit = 3.18 Tc (total) = Tc (o e dan d) + Tc (gutter) Tc (overland) = Ct*(Ll*NIS "4.5) "4.6) Ct = 4.15 L1 = Length of Ovedand Flow ; N = friction faab r of overland flow (.4 fio r acre rage g mss cover) - S = average slope of ove dan d flow Tc (gutter) = Length (ft. velocity (ft.lsec. V60 B = B ottom W ckh of gutter or clkh Z1 = i rw rse of cross slope one of ditch Z2 = i nve rse of cross slope two of Glitch d = delrth of flow i n gutter (esti mate, check est mate with Flow) Area = cl ''B +cl ^ 2J2 *(Z1 +Z2) tit&cttecl pej4n,eter = B 1U+ (11s in (p.t. (1fZ1) 11sin (atn(117 ) 4/d mu lic Racli us = R = Area/WetbecI Pe 6 mete r ' Velocity = 1.4861n*R ^ .667*s" .5 Flow = Velocity*A rex 1 n = 0.416 for asphalt s = longitudi nal slope of gutter - 1-7 T IME OF CONCENT RATI ON (m in utes) PROJECT: HEPTON - BASIN, A + OFF SITE Tic (overland) Tc (gutter) Areas Ct = 0.15 L.2 = 4 3.26 4.27 Zl = 4 4.00 4.40 L1 (A) = 56D Z'2 = 4 4.00 0.44 IA(A) = 4.4 g = 0 0.00 4.00 S(A) . 4.027 _ 4 r 0.00 0.44 s = a 0.00 0.00 Tc (A) = 11.40 d = 0 0.00 0.04 Total A Comp "C" L1(B) = 4 Tc (gu) = 4.00 3.26 4.27 N(B) = 4 Tc(A+B) _ 11.40 S(B) = 0 Q = C*1 *A= 1.87 Tc(tot.) = 11.40 Q(est ) = 0.04 Tc (B) = 0.0 1 me nsitf = 2.11 Tc (total) Tc (ov+e clan d) + Tc (gutter) Tc (overland) = Ct*(Ll *N)S ^ 0. 5.1 ^ 0.6) Ct = 0.15 Ll = Le nE th of Overland Flog N = friction facto r of overland flow (.4 fo r ate rage g rass cotter) S = average slope of ove rlan d flour Tc (clutter) = Length (ft. elocity (ft.)`§ec. V60 B = B ottom W clth of gutter or ditch Zl = i rw rse of cross slope on a of ditch -.Z'2 = i me rse of cross slope M o of ditch d = clel:th of flay i n gutter (esti mute, check esti mate with Flow) Ama = d"B+d^Z2"(Z1+Z2) 'Wetted perimeter = B "Ll+ (Ys in (atn (1[Z1) 11sin (atn(1IZ4 Hycl mu lic Racli us = R = Ar Wetbecl Pe ri mete r Velocity = 1.4861n*R ^.667*s ^.5 F lcntr = Velocity*A rea n = 4.016 fa r asphalt s = longitudinal slope of gutter l2) BOWSTR I NG ME THOD (TEN YEAR STOR M DES IGN) PROJE CT: HEPTON DETENTION BASIN DES ION _ BASI N: A + OFF SITE REVIEWER : KG NUMBER OF DR1 ELLS PROPOSED DATE: 01-Dec-94 1 Single (type A) 1 Double (type 8) Total Area (calc.) (see H 1) 3.25 Time oaf Conc. (ca1c.) (see H1) 11.40 Composite X- " (talc.) (see H 1) 0.27 Ti me of Conc. (mi n)- 11.48 Area (Acres) 3.25 C' Facto r 0.27 Im pervious Area (sq. ft.) 20 334 Volu me P rovicled 349 Outflow (cfs) 1.3 Area * C' Factor 0.89 #1 #2 #3 #4 #5 #6 #7 Time Time I me nsit/ 0 clear. V in V out Stomcje Inc. Inc. (m in.) (sec.) (i njh r.) (cfs) (cu. ff.) (cu. ft.) (cu. ft.) (#1 AM) (A IC *#3) (Ouft. *#2) (#5 -#6) - 11.40 - - -883.88 2.11 1.87 1713 889.06 824 5 300- 3.18 2.82 1134 390 744 10 640 2.24 1.89 1597 790 817 15 900 1.77 1.57 1777 1170 607 20 1200 1.45 1.29 1942 1560. 282 25. 1504 1.21 1.47 1859 1960 - 91 30 1900 1.04 0.92 1874 2340 -466 35 2140 0.91 0.81 1882 2730 -848 40 2400 0.82 0.73 1914 3120 -1206 45 2700 0.74 0.66 1924 3510 -1586 50 3000 0.63 0.60 1249 3930 -1951 55 33DO 4.64 0.57 2005 4290 -2286 60 3604 0.61 0.54 2073 4680 -2607 65 3904- 0.60 - 0.53 2199 5074 -2871 70 4204 0.58 0.51 2280 5460 -3180 75 4500 0.56 0.54 2850 5850 -3500 80 4800 0.53 4.47 2365 6240 -3875 85 5104 0.52 4.46 2459 6630 - -4171 90 5440 0.54 0.44 2497 7020 -4523 95 5700 0.49 0.43 2578 7410 -4832 140 6040 - 0.45 0.43 2653 7904 -5147 DRAINAGE POND CALCULATIONS Reclu ireci 9 rassy swale pon cl storacle vol u me = I mperrious Ara x.5 i n.1 12 i n eft. = 947 cu. ft. Grassy smle pond volume provided = 849 cu. ft. 19 ,s . DRYVVE LL R EQUI RE MENT S - 10 YEAR -DES IGN STOR M Ik)arn u m storage necl ui recl by Boastrin J = Nu tuber a ncl type of D rywd Is Reclu irecl = 824 cu. ft. 1 Si rile 1 Double Za r T IME OF COhlCENT RATI ON (m in utes) PROJE CT: HEPTON BASIN: A, ROAD +OF Tc (cnrerlancl Tc (gutter) - Areas ' V" Ct = 0.15 L2 = 573 0.47 1.01 Z1 = 3.03 0. Co 0. Co L1(A) = 0 Z = 50 0.00 0.00 N(A) = 0.4 B = 0 0.00 0.00 Sp (A) = 0 n = 0.016 0.00 0.00 s = 0.0247 0. Co 0. OD _ Tc (A) = 3.00 Cl = 0.1479 - 0.00 0.40 ' Total A Comp "C' L1(B)= 0 Tc(gu)= 3.72 4.47 1.01 N(B) 0 Tc(A+ B) = 0. r x) S(B) = 0 Q = C*I *A= 1.49 Tc(tot.) = 5.00 Q(est ) = 1.49 Tc (B) = 0.0 I ntp nsitl = 3.18 Tr- (totnJ = Tc (o e dem d) + Tc (1;ut~r) Tc (merlanci) = Ct*(L1*NIS "4.5) "0.6) Ct = 4.15 L1 = Length of Overland FIcom N = friction facto r of overland flog (.4 fo r ave race J rass cover) B = average slope of cure rlan cl flours Tc (gutter) = Len gth (ft. Velocity (ft.,~jec. V60 B = B ottom mi clth of gutber or ditch Z1 = i we rse of cross slope one of ditch Z2 = i me rsA of cross slope two of clitch d = depth of flour i n gutter (esti mate, check e%ti mRte with Flown) A ma = d T +d " ='pjZ1 +Z2) 'Wetted perimeter = B'U+ (1)' in fatn (1[Z1) 11sin (atn(122)) j H~td rau lic Radi us = R = Areae►tteci Pe R mete r Velocity = 1.406/n*R ^ .667*s ^ .5 F lour = Velocity *A rea n = 0.016 fb r asphait s = longitudinal slope of gutter 2I BOWSTR I NG ME TROD (TEN YEAR STOR M DES IGN) PROJE CT: HEPTON DETENTION BASIN DESIGN BASIN: A, ROAD +OFF REVIEWER: KG NUMBER OF DRYWE LLS PR OPOSED DATE: 05-Dec-94 1 Single (type A) 1 Double (type B) Total Area (caIc.) (see H1) 3.47 Ti me of Conc. (calc.) (see H 1) 5.00 Composite "C" (caIc.) (see H l) 1.31 Ti me of, Conc. (mi n) _ 5.04 Area (Acres) _ 0.4668 C' Facto r 1.31 Im pervious Area (scl. ft.) 20334 Volu me P novicled 8`I9 O uiflour (cfs) 1.3 Area * C' Factor 3.47 - - # 1 #2 #3 #4 #5 #6 #7 Time Time Intensity a clear. V in V out Stomcje I nc. I nc. (m in.) (sec.) (i n.lh r. ) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) (#11w) (AA~*#3) (Outf. *#2) (#5-#6) 5.00 300. BB 3.19 1.49 630 39Q. 40 210 5 300 3.18 1.49 600 390 - 213 10 600 2.24 1. G6 73B 790 - 42 15 900 1.77 0.83 832 1170 -338 20 1200 1.45 0.68 886 1560 -674 25 1504 1.21 3.57 909 1960 -1441 30 1900 1.04 3.49 928 2343 -1412 35 2100 0.91 0.43 940 2730 -1790 40 2400 0.92 0.3~ 3 120 - 21 ~ 45 2704 0.74 0.35 973 3514 -2537 50 3000 0.6B 0.32 990 3903 -2910 55 3300 0.64 0.30 1021 4290 -3269 60 3600 0.61 0.29 1069 4680 -0-521 65 3000 v. 60 0.23 1126 5070 -3944 74 4204 0.58 3.27 1171 5463 -4289 75 4500 0.56 3.26 1209 5850 -4641 84 4900 0.53 0.25 1219 6244 -5021 85 5140 4.5+2 4.24 1259 6634 -5361 90 54n0 0.50 0.23 1291 7020 - 5729 95 5 700 0.49 0.23 1334 7410 -6076 100 6000 0.49 0.23 1374 7900 -6426 DRAINAGE POND CALCULATIONS pequ iced 9 rassy swale pon d stoma p vol u me = I nipenlious Area x.5 i n.! 12 i n A. _ $47 cu. ft. 7.. Grassy male Fond volume provided = 849 cu. ft. ZZ ' DRONE LL R EQUI RE MENT S - 14 YEAR DES IQN STOR M Ih)om u m storage req ui red by Bawstdn J = Nu niher a nd type of D N► id Is Retlu ined = ~i .e 5 t . 23 214 cu. ft. 1 Single 1 Double : 49- 'De-A- I ~-j P,(= C. - CS U, AJ 67 c C3 i7 _ ;2o b 7 Fr 2- N N N W W W _ W W W ' xxx N N N T °gg 8 r" ~t R~ - 3a R ~ C015 Cu23 rrn Io Sc'T ~Sr Dc n - lye 8 I ' 10 i S l kD ?4l r~ A' I 1 Z 7.2 rTz) r' - Qta n zoa Afz-s~ = 3 a3 FT 7- i. oT 9 cc2 J . . - r111 r O' LAD P4 L 617- E - l5 x Zo..Z h Cl. log. - L P414 _ ,AJ . ~S W w L.1r 3 ~~Q fl ~o a_ Rc2tf = L1 'S FT l D _ N N N W W W _ - - ' ' W W W N N N ~ L-OT . 000 M 0 C4 •-OIa - i - - - - aaa racv rnr _ - - r LOT - ~ Sw,~L ~ R 3 ~ 1ZE i a x z~-~ VPT P. S 1 ' ` D _ . = s ,r ...ct o ♦ • t. a.. .r t rt s_d. .r.. -cam a- -e-1 ,rs+ .ro c . _2 a_ ~-n e_- e~.~.e.u. • C Mk/ - - - e ! A./LJ4C~ C v P-13 • Cu I CAL.C.5~ v. _ . f j • _ ~ _ , . - ..r a . : _ • ~ r-x-. r . . ~.,.c . ~ . _~a '.r -c. arc. c... - - I ~///V 14 _ _e.- - _ Q = 7Z- eF5 .?r .i_5_ 1.8`705_ ~ ~ _ _ . _ ~ • NNVI i=i - 5v vwlp ConlDmo„! 2 p6P2Csf>t DAJ Vf N W coo Vl O O ~ C-4 _ CJAJT IAJ V6 &LT 3-7 mtax. r a 04 C4 44 rn~ - - 1.87 -3 7 . L45C - 2 fin/ Lc-7r 5 = ~3.D8764)) 3 = I 5w A L- E R Z T -w Perz+J a-v s v kE-FAd- 3 3 ?0 7 2 lq3 3, 18)) Z~c x- St_opC' 44 _ LA sc 2 Cc~ n., 20 r~s _ _ :_a F . ' c, r~-c. ..o ....o... sue...-. _o . o.zn a° _ _4.....+.....-. ...r.~,_ w - -..a ~r~-< v~+.-....-~..~.-......«... _ _ ~F Zo w.W•~krT Ip'i:{~'a t•~)'i^~i; J'aC~ ate; 1_~~ `t. 1 _ '_SS' -4 - • - ~'F`Y i- Y _ - . c t J~ .1 t U rLA) i..1 GE ~ . Cc u rzr3-- - C o-ra ICA t.c,5 - L A 3 1 w~PCn~~ov5 5ure-FA4G = ~wJ4 53~~~1 th th~ - Q - ~s s~~y3~zo l8~~.9) = 3s cr~s W W W W W W N N N o o - -6 v ~ r - 5 Lo PC - o o y 04 C4 C !V C C C i f r ; U5C 2 cuYZo i~r~~~s of 3 c~G~_► t - Ex~ST~~I' SWl4C~ ~ ct ~ ~iMPE2V~crvS A,2tr~ = z132 5F Q = (2) 32- / L!35U0 )C?, )-6V, 9) = a . i q e-r-s 2,o`2. Gun& e 5C.O12E a' of P_ 02o x - 5 c.o PC Cj A) P L 3 z 1 s 4 - • IA~C 1 cun71 pip dF 2-7 's -'may=....-~. _ ~ - - _ .,4•. f - ~ s - r BASIN B s . y I ,t' r r K'A jp . 1~ii W W rw W W W H N N s,.1 Inca _r H qT wcrev cvrr c ~a k K . ffs C. ~E P ~Am 2S= LT( 0A : Flo vyl c 2. o a T4 To Tft r;yox 39.5 `CCi3.5) 1g3-7 sF 5 Lt ' I Q ' -ro ►~~c7;~ o_ ~So E L Feo► C 2 C q+ 39.E Z. C~►zr3 oPF~vlAdG 7, t1S r r IQ - ZZ`~ ~2 Z I X ZQ' 1-/t4 Z L SF Io7-~- 1rnP~-2~1. ~u2f=, _ i Z°r.Ll S1= ~o a A rzt (a fZ e: a'rJ = j"T .boa 57arL vE Lq T3 - S vo r~L E. 3 z. 1 vv~ P t 2 ~1 l o U~ 5 U t2 ~ RG t -~o C L. F Lo vv--% C(L o t 38. S -Tb cu YZQ 0 PeN,x/6) = 1-7 (4p, 6-'x Zo _1,jTe c2_ gE c,T7 a til : ~2o nri C 2 To m_ 2 EQqo x 38.5) - ~1 0 101-YAK 1►rnpt2.V. S0 R- t ,208 142Ew- 4 p 3 :o ::T3 29 L y- L. TL`s "712141 l~ 1~(O 3o W 5T21 N G ) O 90 _ . ; . ~ :x ar. _ - _ w s ~ a..~a.a v..- axa. •.o. v'~+-~.+~ r ~ .n a .r«.a . r . « r aae+K _ o7Z _5F - - I OT141,. BA51,kJ_. 142E _ /O - - - .23 1Prc:. ~ r lMPErLV)oUS Su2FA<,6 = 10~ 072-- tlP N N N vloo 40 q* V U rTse- r- LO U13. C4 04 -s P 0 le< t (P- -cuaa) F . C.Z~D _ X-~i~oPC ) ,,Px 50.0 ~ - Tom- 3. ~ ( ~ > g _ . Quo = O, CoC~ C,%5 r ` uS t n-1 7-Y P L Tt le 6Ta C#4& i•Eck 0 l 7 o Y,n mot. 5TaCP645 Eto0 - By ao0 = Zo S-r3 0 o T' P-E; Q'A 676 e-)46,E C1-?(o FT') it Lt'5S 1 14,44 Trrr P o a sTo ►2k,* c-, ~ . C q ZO FT 3 ) ;,Lop, STa2~c~ ' S w t 3 l - 2 Ll -7 Fi 3 = a z = 1-7 3. >'T-6 _ - _ ZO jai 3 _ - - - 30 J BOWSTR I NG ME THOD (TEN YEAR STOR M DES IGN) DETENTION BASIN DESIGN NUMB ER OF DRYWE LLS P ROPOSE D 1 Single (type A) Total Area (caic.) (see H 1) Ti me of Conc. (calc.) (see H 1) Composite 'C" (calc.) (see H 1) Ti me of Conc. (mi n) A tea (Acres) C' Facto r Im pervious Area (scl. ft.) Volu me P rovided Outflow fcf s) 4 Doul3le (type B) 4:23 5.44 4.94 5.00 4.231 4.9 10072 420 3.3 PROJECT: BASIN- REVIEWER: DATE : MEADOWVIEW B K MG 12-May-94 Area * C' Factor - 3.21 - #1 #2 #3 #4 #5 #6 #7 Time Time I nbe nsif/ Q dev. V in V out - Stomcje Inc. Inc. (min.) (sec.) (i n.1h r.) (ds) (cu. ft.) (cu. ft.) (cu. ft.) (#1 ym) (Av C *#3) (Ouft. *#2) (#5-#6) 5.44 343.44 3.15 4.66 266 94.44 176 5 343 3.18 3.66 266 94 176 14 633 2.24 o.47 327 180 147 15 90D 1.77 0.37 369 270 99 24 1243 1.45 0.30 392 360 32 25 1544 1.21 0.25 403 454 - 47 34 1804 1.04 0.22 411 540 -129 35 2140 0.91 0.19 417 63D -213 40 2443 3.8 0.17 427 720 -293 45 2704 4.74 4.15 431 814 -379 54 3434 0.65 0.14 439 904 -461 55 3300 0.64 0.13 453 993 -537 60 3600 0.61 0.13 469 1060 -611 65 3904 0.60 0.12 499 1174 -671 70 4200 0.58 0.12 519 1260 -741 75 4500 0.56 0.12 536 1350 -814 80 4900 0.53 0.11 540 1444 -900 85 5140 0.52 0.11 562 1533 -968 90 5400 0.54 0.10 572 1620 -1048 95 5700 0.49 0.10 _ 591 1710 -1119 140 6400 0.48 0.10 609 1900 -1191 DRAINAGE POND CALCULATIONS Reclu irecl J mssy svrale l)on cl storac3e v+ol u me = I ml)eivious Area x .5- i n.! 12 i n Jft. = 420 cu. ft. Grassy swab pond wlu me, provided = 420 cu. ft. 31 DRYVUE LL R EQUI RE MENT S - 10 YEAR DES IGN STAR M Nk)dni u m storage recl ui red ioy Bamtdn J = Nu niher a ncl type of D n/v( l Is Reclu irecl = r r~ a ly !y f' r - 3- t 1 76 cu. ft. 1 Si n9le B Double ~a • i t F CONCENTRATION nu es ) (m TIME O - Tc ( overland) Tc (gutter). r _ Ct = 4.15 L2 = 446 Z1 = 3.413 L1 (A) = 0 Z2 = 5o N(A) = 4.4 B = 0 16 4 S(A) = 4 n = .4 s = 4.4184 ~i To (A) = 4.00 d = 0.115 L1(B) = 0 Tc (gu) = 3.61 N(B) = 0 Tc(A+B) = 0.00 S(B) 0 s Tc(tot.) = 5.00 To (B) = 0.4 1 me nsit = 3.18 Tc (total) = Tc (overland) + Tc (clutter) Tc (cfv-eriand) = UN L1'"NIS ^ 0.5) ^ 0.6) ' Get = 0.15 . L1 = Length of Ovedand Flow _ N = friction fi,cbo r of overland flour (.4 fo r ave rage g rass coder) S = average slope of once clan d flow To (clutter) = Len clth (ft. )/Velocity (f t.sec. V80 B = B ottom W clth of gutter or ditch Z1 = i nv a rse of cross slope one of clitch A Z2 = i nve rse of cross slope too of ditch d = depth of flow i n cutter (esti matte, check esi mate with Fiovr) A rea = d T +c1 ^ Z2 '(Z1 +Z2) Wetted perimeter = 6 *U+ (Us in (atn (1TZ1) 11sin (atn(1TZ2) HVd mu lic Radi us = R = ArmMettecl Pe d mete r Velocity = 1.486ln*R ^.667*s ^.S F Im = Voloc&V*A m n = 4.416 b r asphalt , S = longitudi nfll slope of gutter :t i t. A~ 33 Areas "C' 4.23 4.94 4.44 0:00 4.49 4.00 4.00 0.00 4.49 4.40 0.40 0.40 4.00 0.00 Total A Comp "C 4.23 4.90 Q=C*I*A= 0.66 Q(est) = 0.66 ?1J:IYTI ~i`1N~rr N.~~'~rp h .fit;`^. »y,` ~S~ ~y7» •.~~,~7•~awc eft ~1~'l'4:`;'y~ i,. - - A.~:J,~~~t~~~~ e...~ ..ip 'y~, r ' .i t,le ur - - i - ".,^FI %.y, :.t 13+1'` ':a... . - ,~..P° • t y 3.~ i ~ir ~di.~. ^ c~ ~ , ` " ' ~~~~~-mac : - ~ Csw;~~.:~~~• 5r Z,w ~ - ~ _ - 07" i _ W W W , i EY WWW - t sss - - T H Vl H ; °nor SThF T - '30,90 Ave ' v a , r - - - - rrr I Q - o' s6T 4L _ ~ ASS of ~ • 't r 4-19 4-1. q r, ~C Q` 20 8 A►2c = 3L4 5 -sF _ w _ 10 :S LA.) A LX `f-,__ik rtt_. r _ ._w~ _ • - _ - c a G VT Yar c5c,-3 ►4LL O -CF~5__ . YI N N W W W 1 J vvn ~Y~T.~O/~Al'- 4/ Z~ 1 • - xxx M N 4A / 000 moo - 1 - - - - - - .-wa 9707.. rnr u~~ 1 cvr~~3 p2oP o~ 3 0~ JOI~I_ o ILS 6- Z C u R 6 'D aO P 'S o~ Z~ ON a 7~f _ .50 (F)6 /lo-) . 59 c F s c_ ~ 5 w P- L6 1 , v 7 c F 'S p-~s c= 5 D/v Tt~ t3,4~ in/ !7 . a ~ L - 6w14L- O - -L _ _ LwPV /LV/60S Suv2FAGE. - X11 q3 FT - Q= GAS. Z-7 _ 2.57~o C~uTFL r: - :5 Pt, 17E P 2E -5 s o.,,/ - •2-2c, 1c- 5t~ PC=~- d 074o UlSE ~ _ cu ~f3 ~►zo A 5 o r 3' _ ~ ►4c.r}- . - - • 1j L3 a-' Y 1 Q ; i i ar+ t J BASIN C 4 - -A le « _-D{ZA.Im Pre- F ; ZO8 _ e-G(`.l.v cy,.,E~lTS~ _ . _ . q _ . .~w~ P~- ~1! 1.O V S : vv 2Fl~.CrC-'_ _ - - .m _ _ - . _ ~ W _ . , NNN Lp'r 1 - - \ 530q0oyiii .267, J.L~oz 2 7= kn coo A87°t~'a7„ NS J = -7 6--SF Noo \ C4 V C4 r r \ ~z 38.5 52,27 - (ZO)_ir ~o Low io All~ . i LoT 1 A3 = f tom C2 AT CL) L of - -D To Cv2r3 Or-61411 j - ~-r-r4. O t Sg - lo7g V. 0 5F v?oa 5To2.r9-e-? 6 _ 83 .U rl-3 d t 4 Y.~ ~ • ~...c ..._crr.,rs ra ~ . c• . • . w.4f_. , sAa...~.~ es, .,....a.. ._~,.c>,.L _-._..re.s~-x .as _x ..r_. _ -s-~.~~r.ac.b--: y.~v..-_ _a <Ye~ac-. 1 • I , 3,7 gap s ' ~ « Sr. L_`~. «t._ t~r1y, Y.~ ,mot. ~..=iS'~c_':. , .rs~ ' -•'t ,r, y~ 'T7j •y~~ ~f. ^t."►yf.-:. k . O ell y~ } 1~ t ~ A ~ ~ M : ~ - ~ t~}r.,rFt' :i ~ - ~ -+•~,G~~d+:~•~ ~ 1~ ~ . ^,.=~•'~T~r ~T ~ r i - ~ 6 - • ,".F Yr ~ L ~i^ti~~1~ .r :s~. _ r >f y~~~~J"`.~~?~~~ t~'~ r~I - - ~a.~:~-.e~-1.i.+~~•;~.4Yt..,,-.-i„'*,•-^r---'+C'""'^►i•~-w~l'...,.f__•.-..•.--.1.. -_•--w~r._.~C,~-«~_ , ~'-_~D2~4=i'/~/J3UE ~T~B ~c 0 t•~ t2~ w_t ,~'ti/TS-~ - - . __.4i w r4 lx C- Z- SrnPErzv/ac1.S. Sv✓1FF~G~ _ _ E ) xxx 61 /'T zt ~,n (9 W W W - ~/G. G ~ IrYI e- p- 8 -D relo p in An IA °noooo Tb CU2r3 -P20F V,-T Ot55 9TH T. ~C-4 17 P, C4 -7 9 -SF r 5r- _ ~f 20 g Arz~r~- 314e 2t o o = l68 - 0 1 r -rw+-....~l.s~-..w_..... _,....w... t ..w_ -r .•w...ni -..w ....e._y , . - ++•~..~wyo.~.•~..«..a........- , -r ~ -...rr.....-~r...►+.. ~r+.~..►w- .-.e•...+.a.-... - ~ - _ r..x's_ . Lrt ~ ~ k~y~it"!•~ ~ _ S. ~~iJ}'jy _ - ~...~,.K ~ ~'~.n~ 3~'",t- e ~ ~ ' sue.-^~'-'i_ 7.~_ ian 1C- _ is`~ -Ah;~ 'rr _ .~~`i - •,J L-Y+i C . -D2~~nlf4Cz t~_ ' ~~8. fzEQ.:~ t a.c- w EATS v DimIm W W W ~v»PE2~/10V 5 PLEA" - I" "A LU .Z = _ - N N N coo • _ ~If O O ^n _ TN Rzom , Cold oPtMJA- C-, -f 7- Of Sal a ~ ~ o C2 : - AT 6TYa- I t91.1 rr~ nan O?q q, q, y C 2g 6-r- OA./ F?o m C 2- C 1 t 1 I , ! ~-1 Td _ W12. '-log z C20)~~ Z i = (p 1 Z , ~t 5 F n 1 Tr-L _ lm PCB✓. :5u 2F: = 30 67. 5 5 - _ _ ,2 0$ `J7~2✓~- C~ L = 1127. 3 Lvr~P CP-V1oL)S 5U(Z FI~GC ~2oni1 cU(Z`6 6PcN/4 C-) Zt(QO c o aG a PEn► iM C-) ~I to .2- oa Prr~El~ ~E©'0 ;X.I9. 0 5F - - O~o a S-to 2s4 c, e7 = k oq . r7 3 39 c . j~~~ M ,~~.~~"a•-fit. . •~~ouJ oL4 5P7 _ OvFnz-&q z~. FL-ovJ = 115b FT- - • Qv-rr~rl- ~~az~ = l7~ S o3 (2 - cotzs3) F-crt..O 'De P F14 r 1Z. 1a 7 Z. o~ -D L) Do Qro- o".~1Z cF-t - C rl~C~. Qu ~tOFF j=am m 20 p CycGt-Y (~2 = Zo, 9oq ~r Cu r~rz. F' _ ba FT FrLom !~►GIf- PT of Lvw ~ -~;-?2mo^) v lO SLoPC_ = Z- 13 ~11~~ evL-DE-5r4L r , all) 1.15 «tG 1 T~'P~ ~ „ ~fZ'~~,~E~-- , - - • ' _ . ~-rn~. ~c~ QED 10~-►4 t~ ~-ti ,~1 - 7 c t2o,~~ p,j L y = ~-181o c wt a-x -~NTO CT E = CQ 7~o C F ST 1lJAC ray ZD~ C Z e,4[~ C2 C -3 Z-7. r-F r.l `Mt• e •L4 r 0 cTF I 1 I 1 4 T IME OF CONCENT RATI ON (m in utes ) Tc (avedanc!) Tc (gutter) Ct = L1(A) _ N(A) _ S(A) _ Tc (A) _ U(B) _ N(B) _ S(B) _ 0.15 454 4.4 0.4218 10.66 4 4 0 L2 = Z1 = Z_ B= n = s = c! _ Tc (gu ) _ Tc(A+B) = Tc (B) _ 0.0 Tc(tot.) = ! density _ PROJECT: HEPTON BASIN: c A ruts 'tc" 175 1.80 0.25 3.0K3 0.40 0.00 54 0.04 0.00 0 0.40 0.00 -0.016 0.00 0.00 0.018 - 0.00 0.00 0.131' 0.00 0.04 Total A Comb 'C' 1.44 1.80 0.25 10.66 Q = C*I *A= . 0.92 12.10 0(e90 = 0.92 2.04 Tc (total) = Tc (orv+e clan cl) + Tc (gutter) Tc (overland) = Ct*(L1 *NIS ^ 0.5) ^ 0.6) Ct = 0.15 L1 = Le ngth of Overtand Flow N = friction facto r of overland flour (.4 fo r av+e rage g rass corner) S = average slope of ov+e clan c! flow Tc (gutter) = Length (ft. elocity (ft.1bec. V60 B = B"ottom W clth of gutter or ditch Z1 = i nve rse of cross slope one of clinch 22 = i mie rse of cross slope two of ditch cl = depth of fa w i n gutter (esti mate, check esti mane with Flour) A ma = cl "B +d "i?,12r'XZ1 + ) Wetted pgdn*bj t:=~'` F3 *tl+ (Va in (atn (1121 )y+ 11sin (atn(1)Z2) H- d mu lic Racli us R.7 etted Perimeter Velocity = 1.4861n*R ^ 5 Flow = Velocity*At n = 0.016 fo r asphalt s = longitucli nf1 slope of~c r BOWSTR I NG ME TROD (TEN YEAR STOR M DES IGN) DETENTION BASIN DESIGN i NUMBER OF DR1Etlrl'E LLS PROPOSED PROJECT: BASIN: REVIEWER : DATE: HEPTON C KG 05-Dec-94 1 Single (type Ay 0 Double (type B) Total Area (calc.) (see H 1) 1.80 Ti me of Conc. (talc.) (see H 1) 12.18 Composite "C" (calc.) (see H 1) 8.26 Ti me of Conc. (mi n) 12.18 A ma (Acres) - 1.8 C' Facto r 0.25 Im pervious Area (scl. ft.) 20904 Volume Provicleci 877.9 O utflow (cfs) 0.3 Area * C' Factor 0.45 #1 #2 #3 #4 #5 #6 #7 Time Time I me nsit/ Q clear. V in V o ut Storage Inc. inc. (min.) (sec.) (i n.lh r.) (d s) (cu. ft.) (cu. ft.) (cu. ft.) (AIC *#3) (Out#. *#2) (#5 -#6) - 12.18 726.24 2.84 8.92 894 217.87 676 5 308 3.18 1.43 575 90 485 10 600 2.24 1.81 814 180 630 15 980 1.77 8.80 914 270 644 28 12+00 1.45 0.66 944 360 584 25 1540 1.21 0.54 951 45+0 501 30 1804 1.04 4.47 95B 544 418 35 2188 4.91 0.41 961 630 331 40 2440 4.82 0.37 977 720 257 45 2704 0.74 4.33 981 810 171 50 3000 0.68 0.31 994 904 94 55 3300 0.64 0.29 1022 990 32 60 36+00 0.61 027 1066 1080 - 24 65 3900 0.6+0 0.27 1124 1170 - 50 70 4204 4.58 0.25 1161 1264 - 99 75 4500 , , . 0.56 0.25 1196 1350 -154 80 4900 0.53 0.24 1204 1440 -236 85 5100 0.52 4.23 1251 1530 -279 90 5444 0.50 0.23 1271 1620 -349 95 5700 0.49 0.22 1311 1710 -399 100 6000 0.48 0.22 1349 1800 - 451 DRAINAGE FOND CALCULATIONS Reclu irecl 9 mssy swtle pon cl storage vol u me = I mpervious Area x.5 i n.1 12 i nA = 871 cu. ft. Grassy male pond volume provided = 877.9 cu. ft. L4 Z DRYIIdE LL R EQUI RE MENT S - 10 YEAR DES IGN STOR M Ikxim u m storage recl ui red by Bamtdn g = 6716 cu. ft. Iglu mber a nd type of D r l Is Reclu it ed = 1 Single S Double 43 TIME OF CONCENTRATION (minutes) PROJECT: HEPTON BASIN: C, ROAD ONLY Tc (overland) Tc (gutter) A reas 'tell Ct = 4.15 L2 = 688 4.47 0.90 Z1 = 3.0K3 4.80 4.04 L1(A) = 0 22 = 5o 4.00 0.00 N(A) = 0.4 B = 0 0.00 0.00 S(A) = 0 n = --0.016 0.00 0.00 s = 0.0213 0.00 0.00 Tc (A) = 0.00 d = 0.1465 4.00 0. Q4 Total A Comp "O' U(B) = 0 Tc (qu) = 4.85 4.47 0.90 N(B) = 0 Tc(A+ B) = 0.00 S(B) = 0 Q = C*i *A= 1.35 Tc(tot j = 5.00 Q(est) = 1.35 Tc (B) = 0.0 1 me nsit} = 3.18 Tc (total) = Tc (ov+e clan d) + Tc (gutter) Tc (overland) = Ct*(L1 *Nro ' 0.5) ' 0.6) Ct = 0.15 L1 = Length of Owedand Flow N = friction facto r of otreriand flour (.4 fb r ave rage g rass cover) S = avera,cde slope of ov+e clan d flour Tc (clutter) = Length (ft. elocity (ftJsec. V60 B = B ottom W clth of gutter or ditch Z1 = i nu+e rse of cross slope one of Glitch 22 = i rrve rse of cross slope too of ditch d = clel:th of flow i n gutter (Lot mate, check esti mate with Flow) A rea = d 1B +d ^ 2!21(21 +Z2) Wetted perimeter = B 1"z1+ (Us in (atn (121) 1/sin (atn(122) F1Vd mu iic Radi us = R = Areer,Wettecl Pe ri mete r Velocity = 1.486In*R ^ .667*s" .5 Flow = Velocity*A ma n = 0.016 for asphalt 9 = Iongitudi nnl slope of gutter qL/ 10 , BOWSTR I NG ME THOD (TEN YEAR STOR M DES IGN) PROJECT: HEPTON DETENTION BASIL DESIGN BASIN: C, ROAD ONLY REVIEWER: KG NUMB ER OF DRYWE LLS P ROPOSE D DATE: 05-Dec-94 1 Single (type A) 0 Double (type B) Total Area (calc.) (see H 1) 4.47 Ti me of Conc. (caic.) (see H 1) 5.4D Composite 'C" (calc.) (see H 1) 0.90 Ti me of Conc. (mi n) 5.00 A tea (Acres) 0.47 C' Facto r 4.90 Im pervious Area (scl. ft.) 20904 Volu me P raviclecl 877.9 Outflow (cfs) 0.3 Area * C' Factor - - 0.42 - #1 #2 #3 #4 #5 #6 #7 Time Time Intensity O cletr. V in V out Storge Inc. Inc. (min.) (sec.) (in./hr.) (d s) (cu. ft.) (cu. ft.) (cu. ft.) (#1x'80) (AI C *#3) (Ouff. *#2) (*S-#6) 5.00 300.00 3.18 1.35 541 90.00 451 5 300 3.18 1.35 541 90 451 10 600 2.24 0.95 665 180 485 15 900 1.77 0.75 754 270 480 20 1200 1.45 0.61 799 360 439 25 1504 1.21 0.51 820 450 370 30 1800 1.04 0.44 837 540 297 35 2100 0.91 0.38 848 630 218 40 2400 0.82 0.35 868 720 148 45 2700 0.74 0.31 877 810 67 50 3040 0.6B 0.29 8982 900 -8 55 3300 0.64 0.27 921 990 - 69 60 3600 0.61 0.26 955 1080 -125 65 3900 0.84 0.25 1016 1170 -154 70 4200 0.55 0.25 1055 1264 -205 75 4500 0.56 0.24 1080 1354 -260 80 4800 0.53 0.22 1099 1440 -341 85 5100 0.52 0.22 1144 1530 -384 90 5400 0.54 0.21 1164 1624 -456 95 5700 4.49 0.21 1203 1710 -507 100 6000 0.48 0.2+3 1239 1800 -561 DRAINAGE POND CALCULATIONS Reclu ired 9 rassy swale pon cl storage vol u me = I mper wious Arena x.5 i nd 12 i n A. = 871 cu. ft. G mssy s ole pond volume provided = 877.9 cu. ft. qf- DRYWE LL R EQUI RE MENT S - 10 YEAR DES IGN STAR M NhAni u m stemJ I a re< ui red Loy BovmtdnJ c = 485 cu. ft. Nu tuber a nd type of D NvM Is Reclu iced = 1 Si ngle 0 Double qL4O i a N N N W W W N N N coo N O O 0- n aaa C4AC4 T- hhC •n J a ~DR R ~1 fir C-) E C~ W ►4 (,C Z ~.l C~ I AJ Q- A LC C I 21= Q D Zo a 14 = 5 CP 5 L o -r- 8 Lo-r 9:... . LoT ~o ~ i ~-aT ! 1 i S A dr. C. l S, z E - 7.6 X 3 z. ~ (s 75F~ SwALt c C Z ~EC~ p ZU~ 1a~2.E~ ~ 31 ~p. b SF LoT 8 ~ LOT )O Lor IZ L oT 1 ) S IW A i- C Z `J 1 Z C = 15 X Al. 14 ~S F) 14-7 C ^W ~ G C" '2+41 Al 116.76: C St~~ ~c Se i. - S ui lA-L~ c ~3 - 12EO,c~ Zo8 ( eo- r = 254.8 5F. W W W W W W xxx 0 /A W coo M 0 0 0- r Lo-r 8 C4 q* rrr 04 C4 ~ LoT- f 1 a 9 Covn~~- Sc.C~vc~LG C3 tzt - 151)( 17' cL4 ~cQ Zo8 = 2~9 .o -5F- q cooe-T- r LoT 13 L-OT ) -1 W t4 V 41 fiV / ~r fL y8 • r W W W N N N O O O Noo ~r -c4a aaer C4 C4 C4 C4 r ~0 6 ~F -DQyt,,-, ),4'4G5• : (C u-rtt3 CuT CAL-CrS . Q . x. -a) cf: 5L) Yn p Co -j y5 Guc--cE- Q - .3.0 . 35' = C3 > I~Cz G YY1 Iw ~ b C Z' 5L"3 A LC CZ P6a-ViocJS Sv2%~cc = 3-7 Z. 5- Q = (3-74z.S/y3sCoo )~3.1~ ~~,G = . 2S cis 2. Z'S 6/c, ~~vFT ►2 ~L0 2. C2o x - Lo Pr I- a- = 5, o ' U%C- z cu rz4 ~~ns of ~.S C-&414 . q7 Ly =7 1+= .3~e _ C ~EPTaI~I - _ -5 1214 t ti.11/~ CZ E7 C u e f3 C v T CA S C_S . e C3 4A $A W W W W i xxx W VI N coo once Z, 2 S ~o G~ 77 rL :54rv Pt r r r o7 v x- S c.-o PE a L4 L~ = `a.o 8 U56 Cu e-f3 DP-0P OF t>>4G1~ Cl) ivY7 PC r? V/ous 5uvzFY3,C X14,-j sF Q = C ac~~7 ~~~s~~>> C3 ~ a~C. = .17 IFS 67u fz-✓L ~cv~L '7o x - s C.v PL L~- Esc .2 coru3 vao Ps or- ;?•o 5D - ~c 4) i J Ar6 t C C u rzrS C w7- CAI-C-5 C CA I AJ 4:f--7 1 w~ nca%/~ ov 5 5 u ~Z_FAe_G = y~ 3~ 5 F CIZA _ C&3(4 IL41SZoo ~~3,i ~~C.•°1) = . 3o cr~~ W W W s s s ~•O ~o Gv rr~ 2 S~,oP~ in vi vi coo rA O O C4 2- a v aVqv ..07 P7 C4 C4 C4 ci C4 C4 r .Q l~{st l CU P-G pr--OP OF 6,61 t i BASIN D r N Vl iA F~ H F~ W W W W W W s== H W N Armco ^(4 a aa~ I rrr a . HEPTTnk1 IM~YA n,~Il ,NV/L=-/ AJ E -'D2p,r i ~j A6-,c . ( 24)6 F-EQ U 12 t W Ek1TS~ IAj -D _ `JW 1~1 L~ "D i ~vr,PL 2V~OvS SU2~i¢GE ~ . /~~25~ GT1orcJ Llo'x 1-13.5 5) j~ I -9 7 SP f 2avv\ C2. of43.(o o -nt c Cv2r3 OPEM,ti%c~ e ,2+ 77.y$ = 233.9 m- Z~.s : 6/q"7.-7 6r ~ F-a.ovr C Y O + qO ,15- Cuer~6 opC-AJI 4 C~l i+Si = 11 1. g x 30 = 3 3 o 5v= IoT14L, tmP(;O. sv2r = f ) 8. 7 toe (2-5 la 0'n - q ZL7. 0 5TH S3 t N H N W W W OA NM coo u1 O O ^(4 vaa 07 C; nnn 0 -DrzA, iJA677 L : (Zoe, Zea01 laz v,..,67AJ 6 Aj --SLA.,wt,C5, -P Z ~w+?6-2 v l O v PS L) P- r-- 0e_ C 8 T14 FFaO vvi Cv rza o P6AJ) AJ CCi Z t~ 7. y8T0 Curies oPC-AJIAJU e ;2 3-7.,e x 2le ` 41-7 S.s 5F 008 rAR.EP 2ca'0 = s/ y,& 6F o E5 S To 2 rc1- (5-6- « 2'S '7 . 3 F7"3 - 5w w c_t 'D3 1 wPEfL-Vlo u S t~UPZF/4GC : -6y') r~.v-ec : rrLO C U r.,g oPttit Inl6 oC~ 1 t- S 2- -r(L) C_L)TZ oPCz PJIA./ C-7 t Ly 9Z ~x 30' _ 2 74p 0 5. F'. 5 r ~0 8 IAV- A- 2C Q1 p = 030 20 $ STCD2V+ U Zr = 1/5- FT 3 a:7vwn P evl o v S 5 ,2t= r~-c F0eovv, C~rL3 oPc:Nl~l~~ e- +'4L1 To Cvegl a p 0 .46j 3fi34~ 1Z ' x 30 = 2-7 60 2ob An-G}Pt f-6a'io = 230 sr 2-0 8 STbar~ t = l/ S F7 3 5q N h N W W Yi iii #AIAW co o° ~n ~aa aaa rrr wwev 0 PTO -D 2r9- l kJ Pez C = C Zo e 2cra v I e c vvt e -)U p5 ) ~UA~e n.~ CJ • - S ~ PLC D 5~ Zorn C,~rL$ apoclul l i GJ 3r34 TO 71y.5- CivO or- 7?tO P e o J L c-7- C y~ y 1.37 - /05. 3-7 x 30 - 3/Cpl 5F ,?08 AW-SA ~EQ = 2? Co3. C-1 SF ,;20 8 57z re)4 el L- = 1 31. 7 Fr 3 5S" 10. rEP70Al m ~i w c 57 -rc-5 1-4H v 67..16 . 4 C- 172ll-)A.) AC = EBou.>5~-ra-Iju1b w(Z~ 'B A-S )AJ C -T7v» PE12 V,1OW 00 5 F FT- SLR P 6- 0-7v lT-c- (z- FLac~ = ,2 3-7 r- 6 L.6 PE = 1.`16 ~o - - - .1 4~a e cupfz) ~L 33.3 C3% Aw) Tc, = IZ.53 0. 17= Z.00 1 Quo = Z.qD c.F S. ArzEr-~ = ZLp, vo 5 P 7L P4-r,,-.q C'~ v Trt- (2 FL-aLAJ _ l-/6 3 Fr (Fgow) Ini L 7- Q . ::SLO P ( = O , 9 °/v -J o E L- -rte , `OT- oL . T, ~ 5,60 ~ ~ = 3,)6 Q,o = 1.71 c~5. -fe /N o2ac'rL 7a ZL FL(, cT" -r"t~e /A! C /26'!9 5 c Z FLo-w pU L Tifi~ , o -t c F o ►2 f= z-vt.~) Fr? crwl 3 00r':Sr tiJ j3 -fF1•E C V 4 Lv E /fir 3 ~r.~,C AiDj U s 7r--7c (3N 771 i3 o t,i s TIC) /J 67 J2 L) A) S . (~I~t~C-, a 1~PC• Q ~2y WEL~•S VVI ~~~r}Czt ~2n v i LAC D t3 Y ZD~ U~ . Glc 5w t Dz = Z67. 3 C-F n5 = 1'31. 7 ~3 116,0 C- T 111E OF CONCENT RATI ON (m in utes ) Tc (overland) Tc (gutter) Ct = 0.15 L2 = Z1 = L1 (A) = 454 Z2 = N(A) = 0.4 B = S(A) = 0.4194 n = s = Tc (A) = 11.04 d = U(B) = 0 Tc (guy N(B) 0 Tc(A+ B) _ S(B) = 0 Tc(tart.) _ Tc (B) = 0.0 1 re nsiV _ PROJECT: HEPTON BASIN: D A reas 'to" 237 4.90 0.25 0.16 0.00 0.00 33.3 4.00 0.00 0 0.00 0.00 -0.016 0.00 a. 00 0.0148 0.00 O.On 0.233 0.00 0.00 Total A Comb "C" 1.49 4.00 0.25 11.04 0 =C*1*A= 2.44 12.50 O(est.) = 2.40 2.00 Tc (total) = Tic (ove clan d) + Tc (gutter) Tc (overland) = Ct*(L1 *N)S ^ 0.5) ^ 0.6) Ct = 0.15 L1 = Le nclth of Overland Flour N = friction facto r of overland flow (.4 fo r ave rage 9 mss cancer) S = average slope of o e clan d flow Tc (gutter) = Len gth (ft. )/Velocity (ft.lsec. V60 B = B otbom vii clth of clutter or dutch Z1 = i mee rse of cross slope one of ditch Z2 = i nve me of cross slope trio of ditch d = ciel:th of flog i n gutter (est mate, check esti mate with Flow) Ama = d13+d "Z2*(Z1+Z2) Wetted perimeter = B ~cl+ (11b in (atn (1)Z1) 11sin (atn(122) Flycl mu lic Radi us = R = AreirMetted Pe ri mete r Velocity = 1.495WR " .667*s ^ .6 Flow = Velocity*A ma n = 0.016 fo r asphalt s = longitudinal slope of gutter i5-7 T IME OF CONCENT RATI ON (m in utes ) Tc (onneriancl) Tc (gutter) Ct = 0.15 L2 = Z1 = L1(A) = 0 Z2 = N(A) = 0.4 B = S(A) = 4 n - s = Tc (A) = 0.00 cI = U(B) 0 Tc (gu ) _ N(B) = 0 Tc(A+B) _ S(B) = 0 Tc(tot.) = Tc (B) = 0.0 1 me nsit/ _ PROJECT: HEPTON BASIN: D, ROAD ONLY A reas 'PC" 463 0.60 0.90 4.16 0.00 0.00 33.3 4.04 4.43 0 O.OD 0.00 0.416 0.00 0.00 0.0094 0.00 0.00 0.2234. O.OD 0.03 Total A Comp "0' 3.76 0.60 0.90 0.00 Q=C*1*A= 1.71 5.00 Q(est ) = 1.71 3.18 Tc (tots) = Tc (ove clan d) + Tc (gutter) Tc (overland) = Ct*(L1 *N1S "0.5) ^ 0.6) Ct = 0.15 L1 = Le ngth of Owerfancl Flour N = friction facto r of overland f loner (.4 fio r ave rage g rass cover) S = average slope of ove Ilan cl lour Tc (gutter) = Len gth (ff. elocity (ft hec. Y60 B = B ottom W clth of gutter or ditch Z1 = i eve rye of cross slope one of clinch Z2 = i nve rae of crass slope tAm of clinch cl = clel:th of flour i n gutter (esti mate, check esti mate with Flour) A ma = cl *B +cl ^ 212''(21 +72) Wetted perimeter = B NI+ (11s in (atn (1 fZ1) 11sin (atn(124 Hyd rau lic Racli us = R = Areafflet6ecI Pe 6 mete r Velocity = 1.4961n*R ^ .66'7*s ^.5 Flow= Velocity*A rea n = 0.016 fo r asphalt s = longitudinal slope of gutter ~r~ r . T IME OF CONCENT RATI ON ( m in utes) PROJECT: HEPTON BASIN: D+ .47CFS j Tc (overland) Tc (gutter) A peas 11C" Ct = 0.15 l.2 = 237 4.90 0.25 Z1 = 0.16 0.00 0.00 L1 (A) = 450 Z2 = 33.3 0.00 0.00 N(A) = 0.4 B = 0 3.04 0.00 = S(A) 0.0194 n = -0.016 0.00 0.00 S = 0.0145 0.00 0.00 Tc (A) = 11.04 c1 = 0.2355 0.00 0.00 Total A Comp "0' L1(B) = 0 Tc (gu) = 1.48 4.00 0.25 N(B) = 0 Tc(A+B) = 11.04 S(B) = 0 Q = C*I *A= 2.47 Tc(tort.) = 12.52 Q(est) = 2.47 Tc (B) = 0.0 1 me nsitj = 2.00 2.~~.0 7 Tc (toil) = Tc (ove dan cl) + Tc (gutter) Tc (overland) = Ct*(L1 *N S " 0.5) "0.6) Ct = 0.15 L1 = Length of Oweriancl Flour N = friction facto r of overland flow (.4 fro r acne race 9 rass comer) S = average slope of ove dan c1 flour Tc (gutter) = Len gth (ft. elocity (ft.Avc. V60 B = B ottom W clth of gutter or Glitch Z1 = i nve rse of cross slope one of Glitch Z2 = i nve rse of crass slope b-No of ditch cl = cleloth of flour i n gutter (esti mate, check esti mate with Flour) Ama = d "B +d ^ 212 1(Z1 +Z2) Wetted perimeter = B "'cl+ (Us in (atn (1)Zl) 11sin (atn(122) H d mu lic Radi us = R = Area lWetbecI Pe 6 mete r Velocity = 1.486In*R ^..667*s^ .5 F Iovr = Velocity*A ma n = 0.016 fo r as phaft f s = longitudinal slope of gutter 1 J-11? BOWSTR I NG ME THOD (TEN YEAR STOR M DES IGN) PROJE CT: HEPTON DETENTION BASIN DESIGN BASIN: D+.07CFS REVIEWER: KG NUMB ER OF DRYINE LLS P ROPOSE D DATE: 05-Dec-94 0 Single (type Ay 2 Double (type B) Total Area (calc.) (see Hl) 4.80 Ti me of Conc. (calc.) (see H 1) 12.52 Composite 'C" (calc.) (see H 1) 4.26 Ti me of Conc. (mr n) - 12.52 A ma (Acres) 4.8 C' Factor 0.26 Im pervious Area (scl. ft.) 26009 1lolu me P roviclecl 1083.5 Outflow (cfs) 2 Area * C' Factor 1.23 #1 #2 #3 #4 #5 #6 #7 Time Time I me nsit/ Q clear. V in V out Stomcje Inc. Inc. (min.) (sec.) (i nA r.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) (#1'190) (ABC *#3a (Ouft. *#2) (#5 -#6y 12.52 751.29 2.40 2.47 2487 15+02.39 985 5 340 3.18 3.92 1577 640 977 19 640 2.24 2.76 2222 1204 1022 15 900 1.77 2.18 2523 1804 723 20 1204 1.45 1.79 2603 2444 243 25 1544 1.21 1.4!9 2624 3904 -380 30 1800 1.44 1.2B 2637 3604 -963 35 2104 4.91 1.12 2644 4204 -1556 44 2440 0.82 1.01 2686 4900 -2114 45 2700 0.74 4.91 2698 5444 -2702 5o 3000 4.68 4.84 2731 6000 -3269 55 33DO 0.64 0.79 2907 6604 -3793 60 3600 0.61 0.75 2941 7204 -4299 65 3904 0.60 0.74 3076 7900 -4724 70 4200 0.5B 0.72 3188 8444 -5+212 75 4500 0.56 4.69 32B5 9000 -5715 80 4904 0.53 0.65 3305 9600 -6295 85 5104 0.52 0.64 3435 10200 -6765 90 5400 0.50 4.62 3488 10800 -7312 95 5700 0.49 0.6D 3604 11440 -7800 100 6000 4.48 0.59 3704 12000 -8296 DRAINAGE POND CALCULATIONS Reclu 1recl 9 rRssy Swale pon cl stomW vol u me = I mpervious Area x 5 i 012 i n eft. = 1084 cu. ft. G rRssy sale pond volume provided = 1083.5 cu. ft. (00 a s DRY10E LL R EQUI RE MENT S - 10 YEAR DES ICON STOR M NhAm u m storage recl ui red by Bmstdn g 1022 cu. ft. Nu tuber a nd type of D ryw el Is Reclu irecl = 4 Si n9le 2 Double ~I_ i 1 1 T IME OF CONCENT RATI ON (m in utes ) Tc (overland) Tc (gutter) Ct = 5.15 L2 Z1 L1(A) = 0 Z2 = IA(A) = 0.4 B = S(A) = 0 n = s = Tc (A) = 0.00 d _ L1(8) = 0 Tc (gu) _ N(B) = 5 Tc(A+B) = S(B) = 0 Tc(tot.) = Tc (B) = 0.0 I me nsit _ PROJECT: HEPTON BASIN: D, ROAD+ .07 Areas '1c" 463 0.60 5.94 0.16 0.05 0.00 33.3 0.00 0.00 0 5.05 5.05 -0.016 0.00 0.00 5.0594 0.00 5.00 0.2264 0.00 0.00 Total A Comb "C" 3.73 5.60 5.94 0.00 Q=C*I*A= -1.78 5.00 Ch(est) _ 1.78 3.18 -s t,d 1,71 Tc (totEI) = Tc (ove dan d) + Tic (gutter) Tc (oirerfand) = Ct*(L1 *N)S ^ 0.5) ^ 0.6) Ct=0.15 L1 = Le n0h of Owertand Flow N = friction facto r of overland flog (.4 ib r ave rage g rass cover) S = average slope of ove clan d flow Tc (gutter) = Length (ft. elocity (ft.)6ec. YGO B = B ottom v4 clth of gutber or clkh Z1 = i n/+e rse of cross slope one of ditch Z2 = i mee rse of cross slope ttfo of ditch d = delAh of flag i n gutter (esi mate, check esi mate with Flour) A rea = d MB +d ^ Z2 V1 +Z2) Wetted perimeter = B ilcl+ (Us in stn (1[Z,))+ 11sin (atn(1IZ2) Hyd rau lic Radi us = R = AreaMetbecI Pe ri mete r Velocity = 1.495108 ^ .667*s ^ .5 Flow = Velocity*A ma n = 0.016 fo r asphalt s = longitudinal slope of gutter Z BO WSTR I NG ICE TROD (TEN YEAR STOR M DES IGN) PROJECT: HEPTON DETENTION BASIN DESIGN BASIN: D, ROAD+.07 REVIEWER: KG NUMB ER OF DRYWE LLS P ROPOSE D DATE: 05-Dec-94 4 Single (type A) 2 Double (type 8) Total Area (calc.) (see H 1) 0.60 Ti me of Conc. (talc.) (see H 1) 5.00 Composite "C" (calc.) (see H 1) 4.94 Ti me of Conc. (mi n) 5.00 A ma (Acres) 0.597 C' Factor 0.94 Im pervious Area (scl. ft.) 26009 Volu me P roviclecl 1083.5 Outflow (cfs) 2 A ma * O' Factor 0.56 #1 #2 #3 #4 #5 #6 #7 Time Ti me I me nsit/ O clew. V in V out Storage Inc. Inc. (min.) (sec.) (i nlh r.) (ros) (cu. ft.) (cu. ft.) (cu. ft.) (#1 yea) (A11C *#3) (Outf. *#2) (#5-#6) 5. BD 300. OD 3.18 1.78 717 600.00 117 5 300 3.15 1.78 717 600 117 10 640 2.24 1.26 882 1200 -318 15 900 1.77 0.98 995 1804 -9D5 20 1204 1.45 4.81 1069 2440 -1341 25 15+00 1.21 0.68 1088 3000 -1912 30 1900 1.04 0.58 1110 3600 -249D 35 2104 0.91 0.51 1125 42+00 -3D75 40 2400 0.82 0.46 1151 4900 -3649 45 2700 0.74 0.42 1164 5404 -4235 5o 3004 0.68 4.35 1184 6000 -4816 55 3300 0.64 0.36 1222 6600 -5378 60 3604 0.61 0.34 1257 7204 -5933 65 3900 0.60 0.34 1348 7904 -6452 70 4200 0.55 4.33 1440 8444 -700D 75 4500 0.56 0.31 1446 9000 -7554 80 4800 0.53 0.30 1458 9600 -8142 85 5104 4.52 4.29 1513 10200 -8682 90 5404 0.54 4.2B 1544 10800 -9256 95 5700 0.49 0.27 1595 1140D -9806 104 6444 4.48 0.27 1644 12040 -14356 DRAINAGE POND CALCULATIONS Reclu irecl B rassy stele pon cl storage vol u me = I mpervious Arrat x.5 i n.! 12 i n A. = 1084 cu. ft. Grassy svrale pond volume proviclecl = 1083.5 cu. ft. 6:?> DR VE LL R EQUI RE MENT S - 10 YEAR DES IGN STOR M Nla)dm u m storage req ui red by 13 rstrin J = 117 cu. ft. Nu n1Ter a nd type of D r pared Is Reclu it Qd = 0 Single 2 Double 1 G q 2 t .~l 6 tom.' ~ 5 w A- t.. cam' S r 2 I .L/ e7 Sw~Lt ~l zcQ~o 2-OS AEE& cl 2q.v 5~= SAN AvE" 30' ~f w [0,5 ' Cu 13 l o SET 14S D Z3~ 10 SF. O L-oT I ' I ( I~ ~ z ~~w L 1 PS 5Er cQ ~0 a Arzr - 51 `1. 5 F . 8~H Av~~ („5 ~~~3 c wAl,~ to, SC =~5 i D QQ . ~ SwALC S►ZG - Ip.O XZQ.~o lip iii Waw 000 ~AOO C 3 ~ as°a erwer rrn 0 ei p P VO,5 , A-1 D I~ I II~II -z- Ll to' Q a 6230 :sr-) CStet'A z 52 Z,A.c? Swr~LC 7D 3 2E~' w r+i,i 14,E eq- = Z3 o 5F _ ta, L 32 R/~ sEr /t'610 61 5~ I ~X. Q iD S L...) L,c ~eE►~ 230 5 F, 1 SwAt..L' S~LG = X ~-l(o ~•23o sty t W W W X InIn coo Inca o- r ^evft aaa rrr rrr •o ~i -D V-)q 1d A C~~ ( SWI9 Le 5 r 4-z ) ~Q o Swr9 tz = Z!o 3 . 5F I I II II I'. 5LO Pru5 61 ZC = / x 5,2.7 / i -Die)4)4e-7 c~ ~ a c~-r c a us , ~ ~tf~5 I A..1 T) q-7 ;50yvlp copiolvoA/ 2 T,> 67 P. ~ ~ W W W ~ ,taro cL) 71t) c v T-- ~ L) Z. W W W xxx coo = ~.5 IS 3 oP,7 ) . ~n ~r aaa 2.q7 = 3.o87 64)(14) _ 7 1~ = 3 4 rrr r~r ►•~PC2viclv5 ~v2Fr+cc= _ ~ 17Co 5!= - C~ = (-7 ~ I 3 5~.oc~ )C3, ! ~ ~,q) _ , SID c 1-s 32 uTYz- 5 c~o Ac:- " Dc=r~_ T X - t> PC= l~lst .1 Cv~r3 brroRS v~ ~ L=~~,-}. `-kz.- 9 7 °I> c F- it~ T ►C.G IA-1 , 01 C -r-:5 PA s s L s To 5 w A+ c .A~ tJ l C air Aco I i i (40a ~S ! L_ ~fL~4l X146 E % C C u~~ Gv-~ CA LC.S. - ~kq"5 /mil r ~ 1 Y14 PC- 2A/ 14TU S u rz~14C C= ► - s W W W W W W 1 in An in C Q 7~0 1~35Zo~3 ~f31' o* , V- r ~ ~ ~ 1.9 y ~o G077 rrr '2a 07 Z 7 Qc-/L, _ , oyg 5 C:~ Z C v 2 b ~2o Pte, p ~ ~ G19-G/~ . SwP tL- -D C4 :TwPG-avlocJS svl?rAe-'e~ = 2760 5F 9 q `7o C7 u-r-rG 2 5 c..a P C .pit DEP y . H 1190 X - S cIO PZ, ' u5E ;2, Cup-e i>"Pg ~2 ' EA<-)4. CF 4A W 4A W W W _ _ _ UIVfN coo Yf O O I V.- C4 •aa aaa (V A eV rrer ~a •a F T)a -)Aj146tc : 4~curzr3 cUTr e-A4-4-151 - 6wr -LL -r.> 5 . Q = C.3tCc1 j~-l3sZ~d~3•~SX.-•`~) _ .Z~ GFS . S g ~D C? U rT't~ ~ ~ L.O PC y ~o X- 5 ~ a PL= cl 115 7 Qom, 1`~ - , 0G t- 1,15 e- 2 e-u w- r5 a ~ o P o i- p ~ Cs s4Ul . -7D TRAFFIC t, F;Dkane u_lunrt- En gineem N. [.11 :Ieferscn 456-3600 SI.nZane1%,VA 99201 . T'r'PICAL SECTION DATA Road-Any raft width Left or Right 11 Curt, Tine ` h~ tit o n i nienl-cl E Wi ER- 20 ENTER--> 6THA'ttE. E P11TER- FIGHT ! ~,'PE B r; 10!_ NP( E i'lTEP- ,IC! P f c-I jeCt: MEADGIAA; IEW RANCH ESTATE:, Job No.: ,No m File Nanie:. _ 12-Dee-94 09:25 AM I ! I ! T >I T I ~ N T i ENTEt I r,C L It11L f ~~J ~ 01"1\ ~ ELEti/1111 . 1 - SLOPE fir. Ev tl l LY 'E LltJ I I - I tIE I 1!1 ~~krr ! L3i11 L.i'/ 1 f i E L > ~1►11 144TI E 1- ! DIF-~ . i •~.1 1 Iv~ L TI.1 ~ ~ E ~ i- I ; A.-CINE ►to E It ^ irl ~.',i'~~ J L~t L T. ..I Ir Iti'J I'M EI >I i ~ 1 Cs, 0 ; - ~ ir IE D GE PAS - Di`iI FROM E n Y~ LL' raL l~~fl i I rL)P~ G I T>'.. I ~ IM;i N111411 i1►1 1jj. b F1 - i I<- 4. fjj"~ I r r. Li it ~~Y 1 i i;, rl_ 1 6 t loffiX 41U 41 Curb urb EL. 1,- 2f' 7 i FROM + ~~ul•,C' H G TJ 1 •r T .LEC' I - ED ELB i I ~ I ge . L. ~ J. 1 i in Gutter i^+ n i De.~U I 1 i •yl~G P*D E ! -.n ''•11 i ~ ~rlJ 'f; rr -•,~,cl.. N t,, -1 ! 0.00 ',:1(11;1.1 ' 50.00 ' 'ir C 7 Il1.111.9 es. !I n -316, 2080.74 - r. wc%P, I r ! 7.1 -2.4011 41~13.`I+? t0.40 2080.915 - n X!81.915 1.ar - i 100.00 ' 1 ~ 1210 1 . J .1:84!~ 1.841 2138 1..J C C l"Iu 10.80 U.C F~ 2. . 9.20 2,11 'j. ct 2082.19 2082.0(1- ( -4.' 48 2.10 150.00 1 2083.00 1 C 2.C!.J n Q~+ t1 203:1.14 :~Ij r~ ; 821 2.4:! r 10.20 rlq. rr 2:183.13 11 2033.35 rl 6166 r1. 2033.23 ~ - ':9 r , 2AG r1 00.00 n a, ' 1 20161.0 nrl ;23. ~1 U9G i 'i 10.: ~ a -0.7101 1.64 -7 (9.10 ~>,,~(~n :1.1:1.•-94 n, n084.18 •J "0:A.041 ^ - +1.1 1.62 ' i ~ 250.00 j- r_,-,t 20-- .'~G h C►.:r, I ~ll1 !,-il ..!!'.'T.:11 I r' 1 a. ii 4•j n I , li,r10.82 111.601 -,ir, 2C .,ill nF, 201~4.5.. 20&4.34 _4.11 ! + cl.Gi I 5.00 .j-r,1 n,1 20&4.32 ~}I.f,ila ~:11n.:~ r I u.~U , ~1.•a : s ~1.:1i) 11.:1U r{• VI.1~ i r.+1 FF r,cG:~r.SJ rf,}r ,1 ri n r~F ~J .n, C1.32 I.:1~ f ~ '1 !1'9.!90 ! i.!✓I..+i !f I I ..111 I 'j1. _+4 >r 1.•1~T.'iV T 'I ! I .Ifl., I ~ - ! 0. l: , ;llj i 1 •J; "1 I iZ.~(I r ~j 1 a, G..1 i, I 1 n, F ~1~1 I1J , 0;34.5 i ! : ff. :~cIJcI i 1);-_-w' A11 '2 r.••:•-r A • -1•.,;1 ~ 1 ;1' ! I . 2 i i j• r},} fl•~1.1 1 i (jti 1 ! r 0-:;4.f-14 1} r1A ~ 1-6.99 k+: C4. , L! . s . . .1_i.l,_ i ~1n.~.:1:I t (i ~f..~.:11 i j1 17, n r•. 1 ! 1 ! r,, 1.1.4 It- Cs I .•.'.~r.. ~F IJ i 1} .1, r,• t ,i , ,.:!z>~.[•„ ly~•I •7 F I (I J 1 r I 0C-4.(_ i I 1 V t r 1 • t j.1: JII - ' t I C`1.1. . 1 1 I ( 1=.t ! li" Y I 1 1. 1. .:I J 1 t v [ I C4. 1 '1 v, 11 - i 2.:11: , 1 , 1 r, r I ,r ~r !J.1J i u f1 r, ~ L01, .,4. 1 Ij t 0.44' rlr l~ 20':-4f r 17 . r [I I r 1.1, 11.21• 1 2.3(1 r q./ r,• LI i :µ.:11J r~-q n.ry ~U1JT.~ rl , L[If,.~.' ILrJ _•j nl~ s_. U 1 llr~ [LaL 25.0(0 1 n r, 2G?.U_r rl 11.' 11 n ?3.0 1:r"r.$(J -.60 1 -0.51 0.176 12.43 213'c-4.69 20'84.97 207N795- -2.341 01 A.A.. i 45!x.00 20c"4 ..1J 0.G cl rj 114.9 0 8 71 1 8.10 I r7 . r,F 1 0. 61 11. 2: i l 11..9C0 1 -1-In, PA. 8 -9 i 2 01 1 2085.15 l 205.54~ 0 3 n 'y. 0.4,1 4 11 -61'1.0[1 "F ~OGJ.UU 1 1 .1 l F 2-C185.015I 4.55 ! At I `-U.~r:! 1 i l j i 1 C_C1~-.•)0 I F 2085.)3- F ~I_IC~J.1•~ r i tJl A 0.44' r 1!90.!90 rl ,F }1, , ~U45.2 0.~ 2 2019'.1 G 4. ~J 44 11.190 1 .i 1n*, 1r, ~!)Vw.(! 0 rlf',,~ 201:15.,;4 1-'5.2r 2Uv -r i ~ , !.~.'•t''t '215.00 8 t' F ' cU.!.:1J i. 52 F'1 ! ! 1, 1 0 -I I f ~ t • _I : r•rll ^ r 1 -00 I ~I.J I 00 i"0 1 1.3^ : Z 4 r'ii'1 1 2085.4e r 1 2I3,J PO ' 12 r~. r 550 .00 F 0 I ,i. x.46 C1.44 rf191=1 AF c: I>_I...4f CI , 1 1 I 11.'113 r, , =1.cf. I`r,i v 2085.64 h- ';1 V I S ,I• r:: . i i .4-t 1 575 J.GC 1 '20,'3- 5. G i i O.G : G 1 2'1 8 5. 6G 8.90 - 1 i1 0.60 1 11 1!1 . r ~ [!c : F 1 r~ . : 1f • i G55.IJ ~ rl 0 G:1 5F. G : F 1 ~ t -19.49 0.68 1; i [121. 0(9 ~F r 0 11 fj 5. 1 5 2 - U .4 1 1! 203-5.7 5 r r 8.rll fl I l.fl!.I 1 19.6,1 11.20 rf 1 1 20185., CI L 2085.94 r rlr~ 2085.32 rl 3. 25 :r1 I f,11 rJ ( 62 5. (0 0 2 1 ( fIF. J1 firy J a ~ 0.12 2035.93 9f.: +(J 1 f J.(1:0, , .1 i 2 1 110.20 l 2fi^FI.99-1 c 1 +,r O~0111. 14 2 20:1 4F5.97 -3.74 1- 0.68 650010 2000.11 1.72 2085.99 14.00 0.24 6.00 2086.17 2006.29 2056.1 G -4.78 0.65 F 675.190 203G- r~ 3 ,1 0.-121 2086.02 i 0.00 . r, . I. J 1 j 0.12 4.00 - 026.29 2086.*,"- f) r ~USG.33 - 3.00 0.66, ! 700.00 2086-43 1 l. L l [ l 20 S G. ~ J ( 1 1 9. ! i l9 .l - , I 1 . l 13 l I 11. 1.. !l! !.J 1 13 01 ~ 2 ° 6. 0 : 2086.,'712 2 0F 0 ~ G. 5 -2.18 0.0 8, N' 4g 1 Spokane County En gin eers N. 811 Jefferson 456-3600 Spokane, VGA 99201 TYPICAL SECTION DATA Roadway halFwidth ENTER-- s 23.5 Road Name EtdTER-- > BARKER ROAD Left or Right ENTER--> LEFT Cutb Type TYPE B COUNTY motion Intemi ENTER--> 50 Project MEAD4WVIEVJRANCHESTATES Job No.: 93H053A Disc. No.: File Name: 21-Dec-94 tJ828 AM E~TATI4M CENTER LINE ELEVATION 0.4 SLOPE CENTER- UME ED GE PkVEMENT ELEVATION DIET. CAL TO E1P °d SLOPE C)L TO EDGE PAVE ED GE FAVEMEN k SLOPE OIST FROM EDGE PVM TO CURB MINIMUM Curb EL. (-4.5°d from E!F + CURB HGT) MAXIMUM Curb EL. (-20b FROM E1P + CURB HGT) ELECT ED ELEV Edge Pave. to Gutter Despn °/S.u^RAQE ip Curb °d Grade -1.G3 2091.10 2091.15 9.20 - 2091.25 41.37 2090.1G -2.19 2094.18 11.40 0.18 - 12.10 2090.09 2090.35 2090.12 -4.20 -2.70 91.37 2088.45 -3.42 2038.38 10.80 -0.G5 -3.G0 11.70 2088.2G 2088.54 2083.28 -4.33 -3.G8 141.37 2087.00 -3.1G 208G.89 10.80 -1.02 -3.29 12.70 208G.77 2087.05 2086.78 -4.42 -3.00 191.37 2085.G7 -2.G6 2085.57 1120 -0.59 -2.G4 12.30 2085.47 2055.74 2085.48 -4.43 -2.G1 241.37 2084.G7 -2.00 2084.50 11.30 -1.50 -2.14 1220 2084.40 2084.67 2084.7 -2.01 -1.G1 291.37 2083.70 -1.94 2083.G9 11.50 -0.09 -1.G2 12.00 2033.G0 2083.87 2083.87 -2.00 -1.G1 341.31 2082.53 -2.34 2082.50 11.30 -0.27 -2.38 1220 2082.40 2082.G7 2082.G4 -2.29 -2.45- .391.37 2081.60 -1.8G 2081.25 11.20 -3.12 -2.50 12.30 2081.15 20$1.42 2081.42 -2.04 -2.45 441.37 2081.15 -0.90 441.37 391.37 341.37 291.37 241.37 191.37 aqw M)15 5.64 ~ .7 6 z.t5 RI.4L r A L t=- _ ~0 5 ~lLrJ ~D E a 3 Co v tier A2~C'2 ~cr~n . iZo,~n Cc_r~+'SS = 12tKIC-) PLC-' Cm19f•Jo2) fLTSR.-t A 12~F-FFt S~1t~EX -7 1 ~f = . 33 ~ P t-~-r~ t-T Yt+ i C-(L~1 L 5 5 ~ ' fYIOD i ~'t ~p Jt~ 2F►~G.~ .Dc= PTl-3 = 0.7 ' co vo 1Q -Bv4r:!>E CQ4.4f2~C- )ZOO,D - 3-7 LA..t 6' c~ 11-+ Ro C~,4~g 5~cntio►arz~ C~.~o~~ 2~rZ,~~ T2 F t= I C._ I ~l Q L Co rYlop C-) ~7lE .u(Z-FPie- P ni y8) JOEL i ~o,Rn F} 5 P F~ LT Ti-+ i ~-~Lnl E 5 Z = . -1 1''V~o O (Ft ~ ~ ~ u n_~~ 'DC P TN , 3 8 Q- 6-(D p = , z. 1 C r♦ M ' 3 • i - t - ~A2~~t~ 1Zo~D T'L = -7 1 / . ~cP= ~ - . 33 STABILOV=TER R VALUE v S 0 10 20 30 40 50 60 70 80 90 3.0 ' 2.9 2.8 # 2.7 2.6 25 2.4 2.3 2.2 2.1 2.0 1.9 1.8 A 1.7 1.6 %5 1.4 . 1.3 W 1.2 w 1.0 a 0.9 0.8 0.7 J ' 0 6 . 0 5 . 0.4 0 w 0.3 0.2 0;1 00 1 ' I •I ° ° ° AC3 ' 0.35' ACP + 0.45 , 1 1 - 1 1 iz ' 35' AC3 35 ACP + 0 M- 4 1i 4 : . 0. - : --r' : ~_`_._`~i-. ~ ° , • ~ = ~ ' I , _ 0.35' ACP , 0.25' ACP + 0.35' AC6 - - + C 01..:, 0.25' aCP ' ; : 4 t1 .-i y..~ 1 ii ' 0.20• 0.15' ACP 1 \ ♦ 1 1 ~T A2' .4 fA 1 1 1 { 1 , 1 , ' - .1 1 1 1 I I , ~ r 1 ♦ ♦ . . y { { { , 1 H EEH 7 i OVE I 1 . 444 ,4- ♦ 1 1 , -B -C -T.1 vl'1o' ~ j~rrer . 7 I 0 0.5 1.0 ;.D 2.0 t._ 0'71 WOCIFIED SURFACING DEPTH (F EELT) (.ToTA L- 1)e p-r 4 WC- L . 14S PH- EXAMPLE: ` - Given an R value of 25 and a traffic index 1. c ° cover thickness requirements can be determ-ir_ allows: An equivalent grovel depth of 1.65' (round to 1.7)lc . point A. A modified surfacing depth of 1.05 feet at oci B for a pave-en7 of 0.35 foot ACP + 0.35 foot ACB. A modified surfacing depth of 1.41 foot (round =c 1.45) for pavement of 0.35 foot ACP. STRUCTURAL DESIGN CHART FOR FLEXIBLE PAVEMENTS Figure 520-1a AD Design Nhnwl rte.. f 1 I z 1 a gfN QyI STABiLOMETER R VALUE In ~C' p = L414 = ' 3 3 0 10 20 30 40 50 60 70 80 90 3.0 2.0 2.9 2.7 2.5 2.5 2.4 2.3 2.2 2.1 2:C I•~ I , Li I. . ~ I. w 1.2 Q U La1 I. J C G.C v G.c z C. LU Cis J > 0•= o C'` laJ G. i 0.1 ~ r IN A . I i r I r 0.35' ACP + C.45' ACB • TT r~t t I I ' 1 • . . J . 1 i t I , 0.35' ACP + 0.35' ICS ^ rr O r. t I ! 0.35' ACP 0.25 ACP + 0.35 ACB J is h a:~• t i i i fi! 0.25' AC?Y ~ 1 l - _ 0.20' ACP - ^Y 0.15' ACP i R ~ ' \ . 1 19^ . . I I r i r i 1 i I i. . r I II r , i 5 i 1 I I . r .1 ` 1 r I r i r I = %t 1 XI $A 1 r r i t t I 1 ` ~ ~ 'Qq,~. li . i` Y . 1 I 1 - D V 0 0.5 1.C 1.5 2.0 2.5 3.C 0'y8 V::-FIEO SURFACING DEPTH (FEET) (TOTAL_ -D EoT tii IA4 -L-. ~SPI-+ EXAMPLE: Given an R value of 25 and a traffic Index of 6.0. ' cover thickness requirements can be dote--ined as follows An equivalent grovel depth of 1.65' (round t: !.7) of point A. A modified surfacing depth of 1.05 feet c- ^.oint B for a Dcvement of 0.35 foot ACP + 0.35 foot ACB. - A modlfled surfacing depth of 1.41 foot (ro::-v to 1.45) for pavement of 0.35 foot ACP. -T.1 vlla ! . ~ Secc-y,dary Zoe at I %f[/~:~~ 11:1 - STRUCTURAL DESIGN CHART FOR FLEXIBLE PAVEMENTS Figure 520-1 a `7 Design Manual Jo =L ~ 7M_ S STABILOMETER R VALUE ACP 0 10 20 30 40 50 60 70 BO 90 3C 2.9 2•a 2.7 2.S 2.5 ?,i _.2 - .L N Z •0 1 1 0.35' ACP + 0.45' ACB 0.35' ACP + 0.35' ACS I 1 ! ; ; t Y - _ - _ 0.35' ACP Z.O.25' ACP + 0.35' ACB r-- ~ :.~r .t_ 1 y C.3C' :,Ca 011 s.t-.: i 1- > tM}_ . ii . ; { •T t- - - 0.25' AC?----- 0.20' ACP ; - 0.15' ACP ~ I •1 I♦ 1 1 1 1 I { I 1 - ♦ 1 1 l 1 1 1 1 1 i t 1 ~ f 1 - 1 1 t l 1 1 1 1 1 [ . ♦ 1 / .I 1♦ ~ .1 1 I 1 1 1 1 t •l 1 1 t 1 t :P ~1 i 1 , I 1 1 I ~ 1 1 ` M NI 4 NL I, V Oki 7' 77 ~ - fl; L~ ~ I t•t`♦ . . 1 j • ^ ~ t t I ' ~ ~"T"'li_!.Y't'1 - ~.1"~ -~"~-t ~ i • - 0 0.5 1.0 1.5 2.0 2.5 ?.C MODIFIED SURFACING DEPTH (FEET) - ?-i - EXAMPLE: vil I t _ 7 Given an R value of 25 cnd a traffic Index of 6.0. = j e- cover thickness requirements can be determined as follows: An equivalent gravel depth of 1.65' (round to 1.7) of point A. A modified surfacing depth of 1.05 feet at point B for a pave-ent LoG~I ;j~!cr~, _ of 0.35 foot ACP + 0.35 foot ACB. ,-;r = r A modified surfacing depth of 1.41 foot (round to 1.45) for pavement of 0.35 foot ACP. STRUCTURAL DESIGN CHART FOR FLEXIBLE PAVEMENTS Figurc 520-1a -7-7 Design Manual N i r w POND D1 BOTTOM EL = 2079. C SPEC' CURB INLETS ST A. 0 45.04 sTA 47.83 8* DRILL W/ E 4 FAME do GRATE Tc EL = 2080.10 ~.y 9.31' 2 fly ! 4 ,T-YP 2 ~ ~ tlW / 0 Al x Y - BOUNDARY OF LEVEL FLAT BOTTOM AREA DRAINAGE EASEME`l 8th AVE. SCALE: 1- = 30' I AM 121.70' 10' SETASIDE I I 25' BUILDING SE-j CK OI O U) Q~ V2D' W = Q J m m SPOKANE COUNTY ENGINEER I _ RECEIVED SPECIAL CURB INLETS STA 1152.00 S E P Q srA~ , s SPO E CaM W EWNS IR 41 ec, 141.29' i i BOUNDXxr of Ir. ~ Q • y,9 FLAT 8070M ads X,00 N ~ N \ C O~O I DR,vNA4-- EASEu_% Z 14 24.62 W ~0~ 9F 2827 POND D3 c~ss'ONAl. BOTTOM EL = 2082.57 ppIRES 71 LOT 1, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 6 DIN4SION SPOKANE, Y/A. 99208 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE. 1 a 30' SPECIAL CURB INLETS STA. 2+77.48 STA. 2+80.27------1 8th AVE. 105.00, 10' SETASIDE L 2' I 25' BUILDING SETBACK co I N I L_ 18' - 11' 11' io O Lo 'I M RECEIVED fl-LC 2 1 Vn~4 SPOKANE COUNTY ENGINEER RECEIVED SEP 0 0 1994 SPOKANE COUNTY ENGINEER 105.00' i O vi POND D2 BOTTOM EL = 2083.26 BOUNDARY OF LEVEL FLAT BOTTOM AREA ~ F w ti,9 x 9 28217 a NALE~ E60RES DRAINAGE EASEMENT LOT 2, BLOW MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 SPECIAL CURB INLETS sra 2+80 2i POND D2 BOTTOM EL = 2083.26 8th AVE. SCALE. 1' - 30' - 105. oo~ I I + 10' SETASIDE , I i 2 I io I d 25' ° ,,iNG SETBACK BOUNDARY OF LEVEL I N I FLAT BOTTOM AREA I DRAINAGE EASEMENT - 18' 11' 11' 0 0 vi 105.00' of 0 0 ~I CEIVED 2 1 fn.q4 (ANE COUNTY ENGINEER IECEIVED s EP 0 9 1994 KANE COUNTY ENGINEER L G. f ~l 't7i 00 S~4NAL EXPIRES w-~ LOT 3, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADQ9I0 HAHN ENGINEERING N. 8623 SUITE 9 DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE 1' 30' SPECIAL CURB INLETS POND B1 STA. 5+14.10 BOTTOM - 2083.97 STA. 5+11.31 BOUNDARY OF LEVEL B' DRYWELL lh/ FLAT BOTTOM AREA E 4 FRAME 6c G?A~ RATE EL 2084 8th AVE.°RAINAGE -EASEMENT oe\ 7 , z - LL=31.45!AO 126.13' 10' SETASIDE CURE EZOP ~ w/Y= I ~~^=T C14 I 39.7' STA. ~ 61 - - - - - - - 25' BUILDING SETBACK L 62.68' -I ~ O - ~ O O ~1 Q - O vl 11 I~ i' JI J. W9 0 o,~~L G. ,y WAS~yl A.~ ~0 2 _135.46' 90 25247 ,o i .9, RECEIVED FsS,oN IST ADEC 2 4 1S34 P SE [EXPIRES SPOKANE COUNTY ENGINEER SPOKANE COUNTY ENGINEER LOT 4, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 / co h ^o h Q D O m ~ l~ e'oos-~ Q, 19.? ~~~vNU A_ OR.~INAGE EASEMENT ~ 2 BOUNDARY OF LEVEL '"J FLAT BOTTOM AREA 3' CURB DROPS /1! W/TYPE 1 INLETS 26247 STA. 2+05.0 FG/STEP STA. 2+15.0 S~0 N Ak- POND B2 BOTTOM EL = 2087.67 LOT 5, BLOCK 1 MEADOuuviFw RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 SCALE. 1' a 30' RECEIVED RECEIVED DEC 2 1 1"T4 SEP 0 9 1994 SPOKANE COUNTY ENGINEER SPOKANE COUNTY ENGINEER 135.46 ~I ~ '26 ss. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE: 1- = 30' ~ry< Ow G, WAS wAS,y,~O y Z co 9 26247 c4 cL 9FGis7cP~aG~~ SS~O NAL ~piR~S 2V 4 0J RECEIVED SPOKANE COUNTY ENGINEER CURB DROPS W/ TYPE 1 INLETS SiA. 2+05.0 STA. 2+15.0 QO OF zO RECEIVED SEP 0 9 1394 SPOKANE COUNTY ENGINEER LOT 6, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION Hit* N ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 POND B2 BOTTOM EL = 2087.67 BOUNDARY Or LEVEL FLAT BOTTOM AREA- DRAINAGE EASEME►rv 6'~ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 SCALE: i' = 30' 2' RECEIVED o S EP 09 994 1 SPOKANE COUNTY ENGINEE ` \\a CQl' RE F-D '~i ~ DEC 9 1 1N04 SPOKANVOUNTY ENGINE 00 V 2.5' CURB DROPS h/;YPE I INLETS 0+59.0 0+67.0 BOUNDARY OF LEVEL FLAT BOTTOM AREA- DRAINAGE POND C3 BOTTOM EL = 2089.30 fh c°~Rr I o~ 'O L G.,y ~o ti c Z cc 9F 2247 0 ass/ot~ ON AL LOT 7, BLOCK1 MEA OWMEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 i 1 1 1 i SCALE t' - 30' 157.73' 00 0 I 2s. ~ eU\NC L~ 9th COURT RECEIVE D E C 2 1/1994 SPOKANE;O NTY ENGINEER DECEIVED S EP 0 9 1994 SPOKANE COUNTY ENGINEER ALL G. Of Why ~ Z 9F 26247 •ss/GIs TE NAL EXPIRES LOT 8, BLOCK 1 M.EADOWVIEW RANCH ESTATES SECOND ADDITION IAHN ENGINEERING N. 8623 SUITE- B DNISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SPECIAL CURB INLETS STA 1+52.00 II STA . 1+54.79 j-DRAINAGE EASEMENT BOUNDARY OF LEVEL SCALE. 1' 40' 25' FLAT BOTTOM AREA 51 POND D3 1 i vi BOTTOM El- = 2082.57 11 1 193.56 I f 1~t 00 ' W p 2 TYP I Y ~ I m i co R EG EIV E D ' p I 7 ?o SPOKA).T; CO. STAXI)ARD TYPE 'A -3RYvtnL < TYPE 4,R WE lE 13 DRA194a EASEMENT .22' 53' ST fROk~ Of f CRATE E.- 94 G O ,f r~ 2' CURS DWOP POND Cl s~+Ietso~ V~ co BOTTOM EL. a 2086.44 ; OF CUL-DE-SAC _ r OAF sS%NAIRECEIVED SEP 4 9 1994 SPOKANE COUNTY ENGINEER LOT 9, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 voe~ SPOV.WE CO. STA MARD TYPE 'A DRft`EU. WffW I DROP TYPE 4 FF." a GRA w CURB _ STA. 1+23 OF CUL- -S4 '00-~ SY FROM A. 1+1630 GRATE EL OF CM-OE-SAC I" - 440* POND Cl 9th CO T N AJLJLALJN B OTTOM Q - 2066.44 : • t OG~ G. BOUNDARY OF LEvM FIAT BOTTOM AREA 3.33' ~0 DRMNAGE MM M4 i J Z d 9 ~ ~ .44 G~ ~ L yEt9~ ~ ~ 25 _ evao+rc~ ~0 28247 S/ONAL E~ 25' BUXDM 50' 56.7' Z r- - 31.5'--i ta• SETaACxr - - ------38. , 5: 3Ac+c 46 52. 2' TYP ` I 2' TYP I 3 15.15' cti 09. - ; 225.07' ORKMAZE EASOJEMJ SPCEcaL rx :NL:-,S SPECIAL CURB ?rtETS ` DRXhAG£ EASE1r---%T ] STA 2-".x STA 3+3800 BOUNDARY Cf t_F' BOUNDARY OF LE1~EL STA. 2++8.73 STA. 3+36.79 FLAT BOTTOM AREA M7 90-M OW Cif AAA POND D4 BARKER ROAD POND D5 BOTTOM a- - 208.4-M 80Tr0M e - 20M.95 RECEIVED S E P 0 9 1994 SPOKANE COUNTY ENGINEER LOT 10, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 G. of wn,'► 9 26247 0 O•~ FQIp,~ SS~4NAL EXPIRES 7771 POND C2 BOTTOM EL = 2089.21 2.5' CURB DROPS w/ TYPE INLETS STA. 0+55.0 SCALE. 1" = 30' STA. 0+63.0 L = 3.84' L = 16.24' 9th COURT if 53.56 I N Ito BOUNDARY OF L-rVEL 2 T)? I Pc,1T BOTTOM A.RE:A 7 I7 SE-MACK RECEIVED Oil-.X 2.1 199' N SPOKANE COU4TV ENGINEER RECEIVED SEP 0 S 1994 SPOKANE COUNTY ENGINEER 167.20' 2.42' 1 I z W 2 W Z O LOT 11, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 wooo~ POND C2 BOTTOM EL = 2089.21 BOUNDARY OF LEVEL FLAT BOTTOM AREA - DRAINAGE EASEMENT o I N r I I~ N --1 2' TYP J_ 9.5' 9.5-l 2.5' CURB DROPS W/TYPE I INLETS STA. 055.0 STA OdhB3.0 2. 9fh Co~R T 107.36 3 `D. 8~1N ,~BACk SCALE: 1" = 30' I r-- IN N N I RECEIV'r ~:r't A I~ S f c aSEER ELF y ~.oF WASy~~'Q ~Y ~ Z OZ 105.00' ~~T 9F 26247 RECEIVED ~ /STEP NAL SEP 0 9 1994 ~CPIRES LOT 12, BLOCK 1 SPOKANE COUNTY ENGINEER ~IEADOWVlEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RECEIVED S E P o 9 199 SCALE.. 1" _ 30' SPOKANE COUNTY ENGINEER POND C4 BOTTOM EL = 2093.82 2' CURB DROPS BOUNDARY OF 11"VE W/-TYPE I INLETS FLAT BOTTOM AREA STA. 2+60.0 9th AVE. STA.2+68'° FT 5' 17 L = 32.26' 77.77' 7.5' 7.5. I 30' BUILDING SETBACK IO O IO N DRAINAG= EASEVVi bi O REC E IV ED"l Spa"* com'y ~ F Was~,,,tio ti ~ Z 110.00' A-A k* x op- 2M7 FOISTED SS~4NAL~~ EXPIRES LOT 13, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 6 DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 f 1 1 1 1 1 1 POND C4 BOTTOM EL = 2093.82 2' CURB DROPS W/7YPE I INLETS SM2+60.0 STA.2+68.0 7 1 r SCALE: 1" = 30' 9th AVE. 15' -T 110.00, BOUNDARY OF LEVEL. 2- TYP FLAT BOTTOM AREA 7.5' ~.s J DRAINAGE EASEMENT 30' BUILDING SF7% lb O~ O O O O N N ~I . 1 RECEIVED O~LL G. ti Imo' t4+1s~' I~`~E ~0 oo Z Z 110.00, p~ 9F 262a7 ~a Fss,O s~ V~. NAL. ~~CE~ EXPIRES '122-4 LOT 141 BLOCK1 SPOKANE COUNTY ENGINEER MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION! SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 t SCALE: 1" = 30' 5.5' CURB DROP w/NPE I INU7 STA. 4+02.0 9th AVE. 2- 20' ?OUNDARY OF LE =%-AT BOTTOM AREA EXISTING POND 2• TYP N I ^ BOTTOM EL = 2096.94 -1 .01 10, 30' BUILDING SETBACK I- O N l~ NI N te) Df4EG E D 0 E C 2 1 V 4 SPOKANE COUNTY ENGINEER RECEIVED S EP 0'.9 1994 SPOKANE COUNTY ENGINEER G. ti ~~oF WASy,~ -~y coo ti Z co w 10 9 AF 2x247 O ((j FGlSTIE SS1ONAl- EXPIRES LOT 15, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DRAINAGE EASEMENT ,0.27' RECEIVED SC o s 1394 SPOKANE OUNTY ENGINEER LOT 1, BLOCK2 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING - N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 POND Al BOTTOM EL P fl~M 11 SCALE: 1' - 30' n RECEIVED T- D E C 2 1 1994 SPOKANE COU TY ENGINEER EXPIRES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 POND A2 n• n..nn nnnnr SCALE: t' - 30' I / _1~2 )3 / o0 r"''~0 2 CEIVED EC 2 199 X247 lv~ E COUNTY ENGINEER °Z IRRECEIVED JALS E P 09 1994 SPOKANE COUNTY ENGINEER LOT 2, BLOCK2 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 cX~IRES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 SCALE: t' = 30' ~oz 01 RECEIVED S E P 0 9 1994 ~ SPOKANE COUNTY ENGINEER 00, CPAINAGE EASEMENT--J L- BOUNDARY OF LEVEL ~C ~v jraah, W FLAT BOTTOM AREA POND A3 BOTTOM EL = 2089.27 ~w RECEIVED 0,~ 9F2M7 ~SS~ON C E C 2 1 19941 SPOKANE COUNTY ENGINE WIRES LOT 3, BLOCK2 MEADOMIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 ell J/ m "'j 1 1 1 1 i i 1 1 1 1 1 1 1 1 1 1 1 1 1 3' CURB DROPS Wsl+4,.INLETS 0 POND A3 STA. 1+49.0 BOTTOM EL = 2089.27 2- BOUNDARY OF LEVEL ?4 8FLAT BOTTOM AREA 0 SCALE. l' = 30' DRAINAGE EASEMENT 2 / '20 00, O~v o. \ O ~C~ V r- D \ 30- \N`S S EP - 0 9 1994 \ \ SPOKANE COUNTY ENGINEER loo 4 y ~~1-#-~• EXISTING POND W BOTTOM EL = 2096.40 r ~ ,s Q DRAINAGE EASEMENT V _4 73 t%l V%L~t D D E C 2 1 1994 fiONA1L 3.5' CURS DROP W/-iYPE I BPKJKANE COUNTY ENGINEER EXPIRES s,. 3+75.0 LOT 4, BLOCK2 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION 0.8 BELOW THE NORMAL GUTTER ELEVATION OF LOWEST CURB DROP IN THE POND. ---A 3,1 MAX 12. FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE - z w Lu N V U U ~ ® Z MM L.L. 0- a cn STREET RIGHT-OF-WAY VARIES (SEE STREET PLANS 1 1 GRASS 111R1' INSTALLED CONCURRENT WITH OCCUPANCY 017 ADJACENT HOUSE TYPICAL "208" POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW _ 3;1 MAX w w vT z ® en 0 W w > 'Woj z © O U p- QU ~ Y a LOWEST CURB DROP IN POND (S~~CURB DROP DETAIL) ' ASPHALT PAVEMENT TYPE "R' CURB TYPE 1 INLET KAHN ENGINEERING wALL- are SHM J40. NORTH 8823 B DMBJON DPAW 8" sw CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION SPOZINZ, WL 00208 S 1505 BARKER RD. (608) .187-1660 CH03M Qr: ua ~ FAX 600 487-8180 " R, SPOKANE, WA 99016 208" SWALE WITH DRYWELL CAD FLE oSEC.DWG rr rr rr rr rr rr rr rr rI r r rr rr rr rr r r~ rr r w w w LLj L.L~ ~ w uj w z > z CV Lij 1~ W W ® 0 v U z U Cl- z _ W o a w ch o N cc N STREET RIGHT-OF-WAY DRAINAGE EASEMENT AS SPECIFIED ON PLAN VARIES SEE STREET1 ( PLANS J LOWEST CURB DRO P IN POND MINIMUM TOP OF (SEE CURB DROP DETAIL) POND ELEVATION FLAT POND BOTTOM ELEVATION d 3:1 MAX AS SHOWN ON PLANS. D .67' l .5' a:t WAX .dh d►_d►.d►d► ~L,d► .d► _Js.J► Js.J►.ds ALA A. Js „dl ds ds ds a!►,ds ds.ah,d►_J► ds,ds ds.ds_ ds dt ds ds . ASPHALT PAVEMENT IYPI: "Ir CURET GRASS IUIjI IIJ I'ALLI:I) CONCURRENI' TYPE 1 INLET WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW KAHN ENGINEERING wAm ws CLARA HEPTON rry MEADOWVIEW RANCH ESTATES 2nd EDITION Hoary 8613 a DI1TS ON oftwm .n sm o-woo SPOXL j, I rA. 0 a S 1505 BARKER RD, ME CAD FU a"mo= By, Ko SPOKANE, WA 99016 "208" SWALE W/ OUT DRYWELL SEC.owo r sa 4e7-8189 m " mo rJu 1--d I DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION A FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE 6.8 ' BELOW THE NORMAL GUTTER ELEVATION OF LOWEST CURB DROP IN THE POND. -v- GRASS TURF INSTALLED CONCURRENT WI111 OCCUPANCY OF ADJACFNT HOUSE ~J w w z cr, 0 w > Lu cV z V U C) U STREET W W RIGHT-OF-WAY a VARIES (SEE STREET) PLANS J SPECIAL CURB INLET v- SIDEWALK 3:1 MAX TYPICAL "208" POND WITH DRAINAGE STRUCTURE....... AND SPECIAL INLET SECTIONAL VIEW Q w w z z z s w z 1. 1.1 ® o U O cl: a E "B" CURB LOWEST INLET IN POND (SEE INLET DETAIL) TYPE I INLET ASPHALT PAVEMENT HAHN ENGINEERING "41 "Is (Air CLARA HEPTON MEADOWVIEW RANFI ESTATES 2nd EDITION C NOXrjr eels a AMSION DPJWH e" w _ _ 0-0-04 _ S 1:i05 BARKER IlU. - ~ SPOKANl. NI. #*SO* (50v) 467-1550 GrGtm rp SPOKANE WA 99016 08" SWALL WfITI DRYWELL & SPECIAL INLI:'I' "2 SEC.DWG ZAr (509) 467-0110 APPFOVTD M Ml . - DRAINAGE EASEMENT AS SPECIFIED ON PLAN GRASS TURF INSTAI_LI'D CONCUR LN't' WITH OCCUPANCY OF ADJACENT 110W MINIMUM TOP OF POND ELL'VAl'ION 4 .67' FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. STREET RIGHT-OF-WAY .5 TYPICAL "208" POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW MAX VARIES w w w z c z w ® o o C) W z w cn is cr o 0- U) rSEE STREET) PLANS J SPECIAI. CURB INLf-T C snal_WALI< LOWEST INLET IN POND (SEE INLET DETAIL) TYPE 1 INLET ASPHALT PAVEMENT EPTON MEADOWVIEW RANCH ESTATES 2nd EDITION HAHN ENGINEERING wAr nO-94 CLARA H N0Ara i#:a B PMSrOH wv" up s S 1505 BARKER RD. SPOK"im #of" ~ r" (509)'487-1660 " 100 SPOKANE, WA 99016 "208' SWALE W/OUT DRYWELL, W/ SPECIAL INLET SEC.DWG lAr (606) 487-8180 INTRom en NH I 4 Hahn Engineenng,_Inc, North 8623 Division Street • Suite B Spokane, Washington 99208 (509) 467-1550 FAX (509) 467-8189 December 19, 1994 Ed Parry Spokane County Engineers Public Works Building W. 1026 Broadway Spokane, WA 99260 Dear Ed: RE: MEADOWVIEW RANCH ESTATES (2nd Submittal) OUR FILE NO. 93H053A Please find attached for your review and comment, two copies of the following items with regard to the above referenced project; 1. Drainage Report 2. Drainage Plan 3. Road Plans for: a. Joel Road b. 9th Ave/Ct. c. Barker Road d. 8th Avenue 4. Lot Plans 5. Sight Distance Analysis' for: a. 8th &,Joel / 9th & Joel b. Barker & 8th / Joel & 9th Also attached are the red-lined comments from the 1st submittal and copies of the Overall Water and Overall Sewer for this project. There are also a few review comments I would like to further address: r_VrrL"unT_ 1. & 2. Upon notification of approval, I will have the engineer and client sign. 3..A copy of the plans has been sent to the electric company. Sheet 1 of 5 I have contacted Dick Main, the L. S. , regarding lot 15. Lot 15 will be owned and the responsibility of the owner of lot 1 Block 3 of Phase I. Just for your information, this lot was needed in order to make lot 1 buildable with septic. Sheet 2 of 5 7. A design deviation will be following. I need to discuss with Dick Main as to his reason for the location of the intersection of Joel and 8th. Sheet 3 of 5, Barker Road 11.(b) According to the Findings of Order I have, Barker Road has been designated a Typical Section 2, Minor Arterial which has a half width of 22'. Please let me know if this has changed. Sheet 3 of 5, Joel Road 7.(b) The cross slopes at the stations you have noted as I calculate them are: 0+45 = 3.930, 0+54.21 = 4.090 Should you have any questions, please don't hesitate to call. tincerely, HAHN ENGINEE ING, IN Ken Geibel, F.I.T. Or' 1 k I ~ i ; 1 ~ I k 1 F Y r ~ 1, d 1 ~ .1~ 1 I ~ 1 1 ' I I 1(r' F JC ' I , 1~j , !ll+r~• i ti 1 I I ' ~ { k ~ Ffy it 1 1 1 -4, I Ii - I I 1 ! III I I , y 1 i vo, 1 1 ~ I I _ 1 5 M 77-7 I. f f I I ( ' ~ ~ 1 Y ~ 4 I ~ 1 I I f ' t ! T I I I j ' f ~ ~ I I ~ ~ I ~ ~ I t k j I p, ~ ~ F , T k + I, 'r I ! k A F J I 1 a i - sue- - - .._..-r1, ~ . - - 1 E E r 1 I- 1 i. i i i I S P O K A 1-4 E 11 _ IIM C O U P -r Y OFFICE OF THE COUNTY ENGINEER • Ronald C. Hormann, P.E., County Engineer A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director November 10, 1994 Randy Hahn, P.E. Hahn Engineering SUBJECT: P1644A - Meadowview Ranch Estates, Phase H 1st Review Gentlemen: A review of the road and drainage plans for this project has been accomplished. Areas of concern to us are indicated in red on the attached prints. Please make the corrections and resubmit them to this office in order that the review process may proceed. When the plans are resubmitted, mark all changes on the revised print in color. In addition, please provide an information copy of any utility plans (showing the lot service points) for this project. Please call us to coordinate the road section for Barker Road, as the current Road Standards show a different section than that presented. You should contact either Ed Parry, Pat Harper, or Bob Breuggeman. We also note that a Final Plat Map for this project has not yet been submitted. Additional comments may be expected up[on submittal of the Final Plat Map. If you have any questions about this review, please contact us at 456-3600. Thank you. Very truly yours, Ronald C. Hormann, P. E. Spokane County Engineer d4 f P-6 , Edward J. Par , Jr., P. E. Plans Review Engineer encls: Plans (1 set) Calculations (1 copy) Comments (9 pages) ccylfroject file reviewer (comments only) 1026 W. Broadway Ave. - Spokane, WA 99260-0170 • (509) 456-3600 FAX: (509) 324-3478 TDD: (509) 324-3166 REVIEW COMMENTS SPOKANE COUNTY DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456-3600 FAX (509)324-3478 REVIEW 1 PROJECT P1644A PROJECT NAME: Meadowview Ranch Estates, Phase II REVIEWER: Ed Parry DATE: 10 November 94 GENERAL 1. Plans need to be signed and dated by P.E. 2. Developer needs to sign and date plans 3. Has this project been coordinated with the electric utility serving the site? 4. Please provide an information copy of the utility plans showing the lot service points for water and sewer PLANS Sheet 1 of 5 1. Has the lot configuration along the south side of 9th Court been coordinated with Planning? The apparently non-conforming size of Lot 15 raises concerns about who will be responsible for the maintenance of the portion of the 208 swale on this lot Sheet 2 of 5 1. Indicate bearing (degrees, minutes, seconds) on road centerline tangents 2. Locate Pond D1 so that max. water surface elevation at the design storm is located on the lot side of the Future Acquisition line 3. Barker Road is the major (through) Road at this intersection; the stop sign should be located to control traffic on 8th Ave 4. Provide maintenance access routes to drywells in Ponds D1 and Al 5. Invert elevations are typically noted as the normal gutter flowline elevation; selecting the i.e. as the depressed flowline elevation and then setting the pond floor at 0.5' below this point causes the depth of water to exceed the maximum for ponds without a topsoil meeting County standards for cationic exchange capacity or organic carbon content being specified REVIEW COMMENTS Page 2 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 ~C fat 6. Coordinate Pond D1 elevations with the detail section provided with the lot plans. The swale floor needs to be set so that a minimum head of 0.4' (from the normal gutter flowline) is provided over the grate 7. The intersection separation distance between Joel Road and Harmony Road is less than the 300' minimum required on arterial-rated roads. A design deviation will be needed to approve this substandard intersection separation 8. Provide sight distance easements over a. Lot 4, Block 1 b. Lot 10, Block 2 9. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans 10. Note 2: Add "and elevation" in line 4 11. Profile: a. Indicating the stations of the inlets would be helpful b. Indicate grade between CR's at 5 + 15 and 5 +94 Sheet 3 of 5 1. Barker Road 1. SCRS requires that stationing runs from south to north 2. Locate Pond Dl so that max. water surface elevation at the design storm is located ont eh lot side of the future acquisition line 3. Indicate bearing (degrees, minutes, seconds) on road centerline tangents 4. Provide maintenance access routes to drywells in Pond D1 5. Invert elevations are typically noted as the normal gutter flowline elevation; selecting the i.e. as the depressed flowline elevation and then setting the pond floor at 0.5' below this point causes the depth of water to exceed the maximum for ponds without a topsoil meeting County standards for cationic exchange capacity or organic carbon content being specified 6. Coordinate Pond elevations with the detail section provided with the lot plans. Pond D1 floor needs to be set so that a minimum head of 0.4' (from the normal gutter flowline) is provided over the grate 0.4' (from the normal gutter flowline) is provided over the grate REVIEW COMMENTS Page 3 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 7. Provide sight distance easement over Lot 1, Block 1 8. Indicate "End taper/start curb" station. Note that curb is to nose down in 12" 9. Minimum taper length is the greater of 1OW (W = width of added paving) or 100% the 13' added pavement yields a minimum taper length of 130' 10. Profile: a. Indicating the stations of the inlets would be helpful 11. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans b. 24' dimension should measure from CL to toe of curb structure c. Note a maximum slope of 1.5:1 from back of sidewalk to existing grade H. Joel Road 1. Indicate bearing (degrees, minutes, seconds) on road centerline tangents 2. Provide maintenance access routes to drywell in Pond Al 3. Invert elevations are typically noted as the normal gutter flowline elevation; selecting the i.e. as the depressed flowline elevation and then setting the pond floor at 0.5' below this point causes the depth of water to exceed the maximum for ponds without a topsoil meeting County standards for cationic exchange capacity or organic carbon content being specified 4. Coordinate Pond elevations with the detail section provided with the lot plans. Pond Al and B1 floors need to be set so that a minimum head of 0.4' (from the normal gutter flowline) is provided over the grate 5. Provide sight distance easements over a. Lot 7, Block 1 b. Lot 4, Block 2 6. Indicate Block #s 7. Profile: a. Indicating the stations of the inlets would be helpful b. Coordinate the RT and LT curblines and CL elevations with the road section. The minimum cross-slope of 2% yields a T/C elevation = CL - 0.05% the maximum cross-slope of 4.5% yields a T/C elevation = CL - 0.56' REVIEW COMMENTS Page 4 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 8. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans b. Note a maximum slope of 1.5:1 from back of sidewalk to existing grade Sheet 4 of 5 1. Indicate MCR points at cul-de-sac 2. Provide sight distance easements over a. Lot 7, Block 1 a. Lot 4, Block 2 3. Indicate Block A 4. Invert elevations are typically noted as the normal gutter flowline elevation; selecting the i.e. as the depressed flowline elevation and then setting the pond floor at 0.5' below this point causes the depth of water to exceed the maximum for ponds without a topsoil meeting County standards for cationic exchange capacity or organic carbon content being specified 5. Coordinate Pond elevations with the detail section provided with the lot plans. Pond C1 floor needs to be set so that a minimum head of 0.4' (from the normal gutter flowline) is provided over the grate 0.4' (from the normal gutter flowline) is provided over the grate 6. Locate inlet to Pond C1 at the low point of the vertical curve in the curbline of the cul-de-sac. The low point of a vertical curve occurs at the PVI only when the entering and exiting grades are equal 7. Profile: a. Indicating the stations of the inlets would be helpful 8. Cul-de-sac profile: a. Indicating the stations of the inlets would be helpful b. Locate inlet to Pond C 1 at the low point of the vertical curve in the curbline of the cul-de-sac. The low point of a vertical curve occurs at the PVI only when the entering and exiting grades are equal c. Indicate station & elevation of MCRs 9. Road section: a. Provide R-value test results to validate the pavement section design. These results will be needed prior to approval of the road plans b. Note a maximum slope of 1.5:1 from back of sidewalk to existing grade REVIEW COMMENTS Page 5 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 Sheet 5 of 5 1. Provide typical section cut of swale 2. Indicate i.e. point of curb inlets CALCULATIONS 1. P.E. stamp needs to be signed & dated 2. Page numbering would be helpful 3. Basin calculations also need to evaluate Q from roads only, and to size the swale for greater volume from the entire basin or only the roads 4. Page 27: Overflow from Basin B = .1 cfs; this needs to be considered in the Basin D inlet talcs 5. Page 50: Inlet calcs need to consider overflow from Basin B 6. Curb Grade calc sheets should show T/C's for quarter-stations on flat ( < 1 grades 208 LOT PLANS General: 1. P.E. stamp needs to be signed & dated 2. Since these plans are used by the builders to locate the house on the lot, all dimensions must scale out 3. Each individual lot plan will need the appropriate section attached 4. Curb inlet i.e.'s need to be indicated 5. Lengths of curb inlets in sidewalks need to be indicated Lot 1, Block 1 1. Coordinate Future Acquisition area with road plans. All swales need to be located so that the maximum water surface elevations is located on the lot side of the future acquisition line 2. Provide maintenance access routes to the drywells 3. Indicate drywell CL station & offset REVIEW COMMENTS Page 6 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 4. Indicate swale dimensions at: a. Pond D1 easement (all segments) b. Pond D3 northerly easement limit 5. Indicate floor dimensions at Pond D1: a. Northwesterly floor boundary b. Southerly floor boundary on east leg 6. Indicate swale floor dimensions from property corners along westerly floor boundary (P3) 7. Indicate easement dimensions from a. Property corner on 8th b. Property corner on Barker Lot 4, Block 1 1. Indicate floor dimensions at Pond Bl: a. Northeasterly floor boundary 2. Indicate drywell station, offset 3. Indicate easement dimensions from a. Property corner on 8th b. Property corner on Barker Lot 7, Block 1 1. Indicate swale easement dimensions at Pond C3: a. From property corner along northwesterly easement Lot 9, Block 1 1. Coordinate pond C1 grate elevation with road plans 2. Coordinate Future Acquisition area with road plans. All swales need to be located so that the maximum water surface elevations is located on the lot side of the future acquisition line 3. Easement dimensions at Pond D3: a. Is the southerly swale easement dimension at Pond D3 intended to be the 25' dimension shown on lot 8? REVIEW COMMENTS Page 7 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 4. Easement dimensions at Pond Cl: a. Is the northerly swale easement dimension at Pond C 1 intended to be the 33.11' dimension shown on lot 10? 5. Indicate future acquisition, building setback lines Lot 10, Block 1 1. Coordinate pond Cl grate elevation with road plans 2. Coordinate Future Acquisition area with road plans. All swales need to be located so that the maximum water surface elevations is located on the lot side of the future acquisition line 3. Pond dimensions at Pond Cl: a. Is the southwesterly swale floor dimension at Pond D1 intended to be the 32.4' dimension shown on lot 9? 4. Indicate northwesterly floor dimension at Pond D4, Pond D5 5. Clarify dimension along lot line from SW lot corner to easement Lot 11, Block 1 1. Indicate dimension along lot line from NE lot corner at CR to easement Lot 12, Block 1 1. Indicate dimension along lot line from NW lot corner to easement Lot 15, Block 1 1. Where does this lot configuration come from? Preliminary plat shows Lot 15 as 90' x 120'. The size of the lot creates an unbuildable lot (at least for residential purposes) - who will be responsible for maintaining the portion of the 208 swale on this lot? This configuration needs to be coordinated with Planning Lot 1, Block 2 1. Coordinate Future Acquisition area with road plans. All swales need to be located so that the maximum water surface elevations is located on the lot side of the future acquisition line 2. Provide maintenance access routes to the drywell at 6+50 RT (8th Ave) REVIEW COMMENTS Page 8 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 3. Indicate drywell CL station & offset 4. Indicate swale dimensions from property corners to Swale easement 5. Coordinate floor elevation with road plans Lot 2, Block 2 1. Indicate dimension along northerly lot line from NW lot corner to easement Lot 3, Block 2 1. Indicate dimension along westerly lot line from SW lot corner to easement Lot 4, Block 2 1. Pond A3: a. Indicate dimension along southwesterly floor boundary b. Indicate dimension along southeasterly floor boundary for the portion of the swale located on this lot 2. Existing Pond: a. Indicate dimension along northeasterly floor boundary for the portion of the swale located on this lot Swale Sections 1. 208 w/Drywell: a. Note that the minimum bank elevation shall be Top of Curb + 0.2' b. Provide a minimum depth of 0.9' from the normal gutter flowline; this will ensure that adequate safety factor for head over the grate is provided, in the event the grate becomes clogged c. Indicate I.E. reference point - this is typically the normal gutter flowline 2. 208 w/o Drywell: a. Note that the minimum bank elevation shall be Top of Curb + 0.2' b. Provide a minimum depth of 0.5' from the normal gutter flowline; this depth may be as much as 0.67', if topsoil meeting County requirements for either cationic exchange capacity or organic carbon content is specified c. Indicate I.E. reference point - this is typically the normal gutter flowline REVIEW COMMENTS Page 9 of 9 10 November 94 PROJECT # P1644A REVIEW # 1 3. 208 w/Drywell & Special Inlet: a. Note that the minimum bank elevation shall be Top of Curb + 0.2' b. Provide a minimum depth of 0.9' from the normal gutter flowline; this will ensure that adequate safety factor for head over the grate is provided, in the event the grate becomes clogged c. Indicate I.E. reference point - this is typically the normal gutter flowline 4. 208 w/o Drywell, w/ Special Inlet: a. Note that the minimum bank elevation shall be Top of Curb + 0.2' b. Provide a minimum depth of 0.5' from the normal gutter flowline; this depth may be as much as 0.67', if topsoil meeting County requirements for either cationic exchange capacity or organic carbon content is specified c. Indicate I.E. reference point - this is typically the normal gutter flowline REVIEW COMMENTS SPOKANE COUNTY. DIVISION OF ENGINEERING & ROADS 1026 W BROADWAY, SPOKANE WA 99260-0710 PHONE (509)456-3600 FAX (509)324-3478 REVIEW 1-ADDENDUM PROJECT P1644A PROJECT NAME: Meadowview Ranch Estates. Phase II REVIEWER: Ed Parry DATE: 10 November 94 Please add the following comments to the review for this submittal: 1. The sidewalk ramps at the intersections of 8th/Barker and 8th/joel need to aligned do that a 5' x 5' landing zone at the toe of the ramp is located entirely behind a line located 1' behind the extended curb face line of the intersecting streets INLET NUMBER A4 LENGTH 3.5 STATION TOTAL PEAK DISCHARGE = 0.14 ( cfs ) GUTTER SLOPE = 0.0200 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.04 4.0 1.31 0.0200 1.0 1.00 2.0 0.042 0.062 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 5.2 EFFICIENCY= 0.87 CFS INTERCEPTED= 0.12 CFS CARRYOVER= 0.02 INLET NUMBER A3a LENGTH 3.0 STATION TOTAL PEAK DISCHARGE = 0.37 ( cfs ) GUTTER SLOPE = 0.0249 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 4.20 4.0 0.95 0.0200 1.0 1.00 2.0 0.042 0.062 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 8.3 EFFICIENCY= 0.55 CFS INTERCEPTED= 0.20 CFS CARRYOVER= 0.17 INLET NUMBER A3b LENGTH 3.0 STATION TOTAL PEAK DISCHARGE = 0.17 (cfs) GUTTER SLOPE = 0.0249 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.14 4.0 1.27 0.0200 1.0 1.00 2.0 0.042 0.062 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 6.0 EFFICIENCY= 0.71 CFS INTERCEPTED= 0.12 CFS CARRYOVER= 0.05 INLET NUMBER A2a LENGTH 2.0 STATION TOTAL PEAK DISCHARGE = 0.29 (cfs) GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 4.55 4.0 0.88 0.0200 1.0 1.00 2.0 0.042 0.062 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 5.7 EFFICIENCY= 0.54 CFS INTERCEPTED= 0.16 CFS CARRYOVER= 0.13 INLET NUMBER A2b LENGTH 2.0 STATION TOTAL PEAK DISCHARGE = 0.13 (cfs) GUTTER SLOPE = 0.0100 FT/FT PAVEMENT CROSS SLOPE = 0.0200 FT/FT SPREAD W W/T SW SW/SX Eo a S'W SE 3.37 4.0 1.19 0.0200 1.0 1.00 2.0 0.042 0.062 XXXXXXXXXX CURB INLET ON A CONTINUOUS GRADE XXXXXXXXXX REQUIRED LENGTH (ft) = 4.1 EFFICIENCY= 0.70 CFS INTERCEPTED= 0.09 CFS CARRYOVER= 0.04 INLET NUMBER Al LENGTH 2.0 STATION TOTAL PEAK DISCHARGE = 1.72 ( cfs ) GUTTER SLOPE = 0.0068 FT/FT PAVEMENT CROSS SLOPE = 0.0300 FT/FT SPREAD AT A SLOPE OF .007 (ft./ft. ) AND 1.40 (cfs) IS 6.39 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 4.56 H (ft) = 0.670 DEPTH OF WATER (ft) = 0.30 SPREAD (ft) = 9.99 INLET NUMBER Al LENGTH 4.0 STATION TOTAL PEAK DISCHARGE = 1.72 ( cfs ) GUTTER SLOPE = 0.0068 FT/FT PAVEMENT CROSS SLOPE = 0.0300 FT/FT SPREAD AT A SLOPE OF .007 (ft./ft. ) AND 1.40 (cfs) IS 6.39 (ft.) XXXXXXXXXX CURB INLET IN A SUMP XXXXXXXXXX P EFFEC. LENGTH (ft) = 6.56 H (ft) = 0.670 DEPTH OF WATER (ft) = 0.24 SPREAD (ft) = 7.83 j r File name is 9THCTCDS.COR FILE NAME: 9THCTCDS.COR DATE: 11/10/1994 GRADE Station Grade Distance Elevation -2.66000 116.50 0+00.00 2090.10 0+25.00 2089.43 0+50.00 2088.77 0+75.00 2088.10 1+00.00 2087.44 1+16.50 2087.00 0+17.54 2089.63 0+66.50 2088.33 VERTICAL CURVE Station Elevation PI Station 116.50 PI Elevation 2087.00 Entry Grade -2.660000 Exit Grade 2.19000% Length 100.00 PC 0+66.50 2088.33 0+75.00 2088.12 1+00.00 2087.71 1+25.00 2087.60 1+50.00 2087.80 PT 1+66.50 2088.09 High/Low point is: 1+21.35 2087.60 0+73.93 2088.15 1+30.32 2087.62 GRADE Station Elevation Grade 2.19000 Distance 146.71 1+16.50 2087.00 1+25.00 2087.19 1+50.00 2087.73 1+75.00 2088.28 2+00.00 2088.83 2+25.00 2089.38 2+50.00 2089.92 2+63.21 2090.21 1+99.17 2088.81 2+43.10 2089.77 SUBMITTAL CHECKLIST PROJECT # REVIEW # REVIEWER: DATE: 7 November 94 PROJECT: AuftAII&I 1- PROJECT SPONSOR: Now-, fwMT~. TEL # PROJECT ENGINEER (Road & Drainage Plans) TEL # PROJECT SURVEYOR (Plat) TEL # GENERAL ITEMS YES NO N/A 1. The $100.00 fee for plat review has been paid to Spokane County for this submittal 2. An agreement to pay fees has been submitted to Development Engineering Services 3. The fee agreement has been signed by the project owner or a principal of the developer's firm. If signed by an agent of the owner, written authorization from the owner is attached to the fee agreement 4. Review fee account is current (no invoices over 30 days outstanding) 5. I have noted the plans in, plans out dates on the pink sheet in the file 6. If the project is a mobile home park, were the plans reviewed by Planning? I 7. 2 copies of the plans were submitted 8. 2 copies of the calculations were submitted 9. The plans are on 2411 x 36" sheets GENERAL ITEMS ( coat' d) 10. The calculations are bound together 11. The plans and calculations are stamped and signed by a Professional Engineer -I. Z 12. The developer has signed and approved the road and drainage plans 13. Are there any conflicts between the proposed drainfields and any drainage ditches on the plat 14. Bowstring calculations by developer are in the file for this review. 15. Vertical curve stopping sight distance calculations by developer are in file for this review 16. Horizontal & vertical alignment sight distance calculations by developer are in file for this review 17. The engineer/developer has provided evidence of coordination with the electric utility servicing the project 18a. The file contains a Spokane County Section Map 18b. The file contains a Spokane County Assessors's Map 18c. The file contains an aerial photo of the proposed project area 18d. The file contains a corrected preliminary of the final plat map 19. The project is located in urban boundary area 20. The project is located in the Aquifer Sensitive Area 21. The project plan name matches the plat name 22. Is the entire project located outside of an i identified Flood Plain Area? i 23. Is the entire project is located outside of an identified Stormwater Management Problem Area? ck1iatv3.0/Aug93 2 GENERAL ITEMS (cont' d) 24. List any design deviation requests and their status: 25. Locate the Findings and Order for the project and list any unusual conditions: 16wd w c4a 4ed Aec. l0` 2 6" cklistv3.0/Aug93 3 23. Backcheck of previous comments completed 24. All previous comments adequately addressed FIELD REVIEW 1. Field investigation trip made on 2. Report completed and put into file on 3. Are there any existing utilities on the project site? (Overhead power, fire hydrants, etc.) If yes, describe. 4. Are the drainage basins on the ground the same as those that are presented in the drainage report? 5. Are there any drainage channels directed toward property? 6. Are there any drainage channels directing water through the property? 7. Do County roads cut off drainage as per drainage calculations? 8. If there are culverts under county roads, does the flow go away from or toward the project? 9. What kind of ground cover exists? 10. Describe any existing channel conditions: 11. Describe channel cross section: 12. Existing Curb Type: cklistv3.0/Aug93 4 ROAD PLANS 1. List any roads that must be designed and constructed on the project. ROAD REQ'D WIDTH DESIGN MIN./MAX. STOPPING SIGHT MIN. CURVE NAME CLASS. PAVED R/W TERRAIN SPEED GRADE DISTANCE HORIZ. VERT. 2. Planning conditions require submission of a -7z landscape plan. (NOTE: Usually associated with PUD' s ) 3. I have checked the landscape plan against the road and storm drainage design and there are the following conflicts: 4. The following road plans have a bearing on the design of roads for this project and a copy is in the file: 5. I have sent an "R" value and percolation request to the Construction Section with information and a layout of the project. value test request to Designer (date). test soils "R" cklistv3.0/Aug93 5 ROAD PLANS (coat' d) 6. 7. 8. _J/ 9. 10. Is the bench mark shown on the plans.) Are stationing equations shown? Is stationing correct (south to north, west to east rpadin~, l~ft _tQ right o~ the plan) ? 4JO Are existing /utilities shown on the plans (or an information copy of the utility plans submitted) ? Are proposed Kltilities shown on the plans (or an information copy of the utility plans submitted) ? 11. Does the note "Any conflicting utilities shall be relocated prior to construction of roads or drainage facilities." appear on the plans? 12. STREET WIDENING 12a. Are curb design sheets provided for widening of existing streets? 12b. Does the curb design conform to Spokane County Standards of section cross slope (Between 20 and 4.50-o)? 12c. 12d. 12e. Is there a street cross section shown for widening existing streets? -Vow- I Does the proposed new width match the width required in the Findings and Order) r The cross-section shows: existing R/W proposed R/W future setaside _4_30~ 12f. 100, (min.) pavement taper into project is shown (1) There is adequate R/W for the taper to extend from the new paving width to existing pavement. (2) There is inadequate R/W for the taper to extend from the new paving width to existing pavement; taper extends from existing paving to R / W . -AA r 12g. Length of pavement taper out of project meets: WS2 _ 60 for design speeds s 40 mph WS for design speeds > 45 mph ft. min. taper length approved by County Traffic Engineer 12h. Transition from end of curb to existing paving is shown (curb should nose down in 1211) cklistv3.0/Aug93 6 ROAD PLANS ( cont' d) 12i. A 411-wide, white painted fogline at 12" from the edge of paving is indicated (tapers or tangents) 12j. Are the curb grades above the county minimum of 0.80? A_ 12k. If curb grades are below 0. 80, has a special note p ~,sLeY/~i1or'" been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 13. NEW STREETS 13a. Does the proposed alignment meet Spokane County Standards? vertical slopes W vertical curve length horizontal curve radius intersection separation 150' on local access 300' on arterials 13b. The plans show the typical cross section for streets 13c. Does the proposed street width match the Findings and Order? 13d. The cross-section shows: existing R/W proposed R/W future setaside 13e. Does the typical section on the plans meet Spokane County Road Standards? cross slope is shown cross slope is within standards cross slope is correct when checked on profile 13f. Curb type : shown proper type for the road classification meets Spokane County Road Standards for curbs within the public right-of-way consistent with the curb type in the general area J 13g. Are the curb grades above the county minimum of 0.80? cklistv3.0/Aug93 7 ROAD PLANS (cont I d) T ~t e u~ 13h. If curb grades are below 0. 89k, has a special note been added which requires a licensed land surveyor to verify that the curb forms are at the correct plan grade prior to construction? 14. Has an "R" value test been performed for each soil group? 14a. 15. - 16. 16a. 1 16b. -4 16c. d 16d. 17. Ao~ L 18. 18a. The pavement section is adequate for the R-value and Traffic Index for the road type Locations where water is intended to flow through an inlet or curb cut are at the low point in vertical curve SIGNAGE PLAN Stop signs are shown for all streets which intersect an arterial (Check with County Traffic Engineer if there is a question) Street name signs are shown at all intersecting streets Is there a need for barriers at the end of dead end streets? Is there a need for other special signing? (Check with the County Traffic Engineer) Has the Fire District approved all proposed private road turnarounds that are substandard according to our Spokane County Road Standards? CURB RETURNS Are BCR, MCR, and ECR stations /elevations on curb returns shown on the plan? in the profile? 18b. Are the curb return elevations correct? 18c. Is there positive drainage from the road intersection to the MCR? 18d. Curb return radius meets County Standard minimum of 20' (to back of curb for rolled/wedge curbs, to face for vertical curb face types) 18e. BCR, MCR, and ECR elevations are set to allow drainage from the centerline to the curbline cklistv3.0/Aug93 8 ROAD PLANS (cont' d) 18f. BCR, MCR, and ECR elevations are set so that the superelevation between the intersection and the curbline is banked properly for right-hand turns into and out of the intersection roads (the road slopes from the intersection down to the f 1 owl ine ) 18f. BCR, MCR, and ECR elevations at intersections without stop sign control are set so that the superelevation between the intersection and the curbline does not exceed: (ref. A.ASHTO) 100 (flat terrain) 80 (rolling terrain) 60 (mountainous terrain) 19. CUL-DE-SACS 19a. The cul-de-sac grades (top of curb) meet county cul-de-sac standards (lo min.) 19b. The cul-de-sac curb is shown in profile 20. INTERSECTIONS 20a. Do the intersectio s meet the 20 grade requirements.- s G to a%+.f $ 1C•St.G 20b. Wheelchair ramps are provided. / at intersections with sidewalks 20c. If there is a change of direction at the wheelchair ramps, are the ramps oriented so that: bottom of the ramp is located inside of a line drawn 1' inside a line extended between the curb faces of the adjoining street at intersections? any drainage structures are located outside of the landing zone? 20d. The intersection horizontal sight distance N3eb so 000 analysis shows that sight triangle encroachment on private property is 2' or less 21. Is there a need for slope easements.) 22. Is there a need for erosion protection? a 51x5' pad red is 5'x5' l provided at landing z the one top at of the the ramp? cklietv3.0/Aug93 9 ROAD PLANS (cont' d) 23. DRIVEWAYS 23a. Can a driveway slope of 80 or less be maintained between the edge of pavement and the right-of- way? A~ 23b. Can a driveway slope of 120 or less be maintained between the right-of-way and the building setback line? cklistv3.0/Aug93 10 DRAINAGE PLANS 1. Has a plat map been submitted which shows lot dimensions, street widths, etc.? 2. Was a map with I/ contours spot elevations submitted to properly determine drainage basins? 3. Were all existing drainage courses shown? 4. Were all the proposed drainage courses shown? 5. Were Hydrologic calculations submitted for each basin? (Bowstring if area s 10 acres, SCS TR-55 / if area > 10 acres) Offsite (50-yr storm if undeveloped, 10-yr storm if developed) Onsite (10-yr storm) Q for entire area Q for roads only INFILTRATION POND A l l d id t d pon ume prov c vo ua e DETENTION POND Release to pipe system: contain 50-yr developed release at 50-yr pre-developed secondary overflow to pipe in control structure for 100-yr developed emergency overflow weir for 100-yr developed sump prior to outlet to control structure 11 min. freeboard grassed sides/floor for publicly-maintained ponds sprinkler system for publicly-maintained ponds Retained on site, no drywell: contain 100-yr developed emergency overflow for 100-yr developed 208 SWALES 208 swale floor area, volume requirements 208 swale floor area provided 208 swale volume provided cklistv3.0/Aug93 11 DRAINAGE PLANS (cont' d) UNDERGROUND GRAVEL GALLERIES i 1. .3 void ratio for gravel free space volume is used i i i 2. Perc rate from field test is used to develop outflow rate i i i 3. 10-yr event volume is contained entirely underground i i 4. 100-yr event volume is contained by a combination of underground storage and above ground storage up to 8" depth i i 5. 100-yr event volume is contained by a combination of underground storage and above ground storage exceeding 8" depth 5a. Soil mixture is specified for water depth in pond exceeding 8" i i 6. Entire gallery is wrapped in filter fabric CONVEYANCE Conveyance - pipes ditches gutter flow depth is less than gutter height Backwater - pipes, ditches Headwater - culverts Curb drop/curb inlets on grade (fig 16), sump (fig 17) Grates - sump (fig 15), continuous grade (fig 16) Riprap - stone gradation, pad dimensions 7. Soils type is "pre-approved" (Garrison, etc.,) for drywells without percolation tests 8. Does the drainage report identify the SCS soil groups for the project area and for the proposed roads to be built in the project area? 9. The drainage design maintains sheet flow patterns i in natural watercourses i i i 10. The drainage design maintains existing sheet flow patterns without concentrating flows cklistv3.0/Au993 12 DRAINAGE PLANS ( cont' d) 11. Does the entire plat lie outside of designated 100-year Flood Plain Area? 12. Does the entire plat lie outside of Zone "B" of the designated Flood Plain Area? 13. Is the max. street ponding in any part of a Zone "B" less than 1'? 14. Does the plat contain appropriate language limiting the lowermost opening in a structure located in a Zone "B" to not less than 1' above the lowest road elevation? 15. The drainage concept is compatible with planning commission requirements. 16. The difference between present and future flows is retained on the site. INLETS 1. The inlets shown are within the stream flow. 1~- 2. Inlets are shown on the low side of a road or at (,Gsb the low point of a vertical curve 3. Curb type inlets are shown at sags and are properly sized. Perimeter does not include the side of the grate against the curb face (all grate types). Perimeter is divided by 2 for calculations where no curb opening (Type 1) is provided. Area = clear area - 2 for Type 1 grates) 4. There are no long curves with flat grades which pose a problem. 5. The centerline road stations, offsets, and invert elevations for all inlets are shown on: plans profile. 6. Grate type is shown on the plan and is acceptable. (Spokane County Standard inlets in county ROW, on private property other inlet type may be specified) (Type 1: D-2; Type 2: D-4) 7. A detail drawing of the grate/curb installation is shown on the plans and includes the 2" depression and transitions as per county standards for grates that are located within county ROW, or referenced to SCRS std. detail D-8 cklistv3.0/Aug93 13 DRAINAGE PLANS (cont' d) 8. A curb cut detail is shown on the plans with the new county back drop with transitions and a 2" depression for curb cuts inside county ROW, or referenced to SCRS std. detail B-15 9. The plans shows acceptable curb cut details and grate details for installations which lie within private road easements. 10. If inlets are in a gravel road or a dirt ditch a 6' x 6' A.C. apron is shown around the inlet. 11. Catch basin or special manhole details are shown or a standard drawing is specified. 12. Critical low points in the drainage system have been provided with overflow easements. 208 SWALE SYSTEMS 1. Is the swale located outside a future set aside area? See Findings and Order for where setasides are required. 2. The swale bottom and sides have sod or grass turf specified. Swale side slopes do not exceed a 3:1 side slope. (A 2:1 side slope is allowed if swale depth is less than 12" deep. Should only be allowed where constrained by obstacles) 4. If depth of water from bottom to drywell rim is between 6 and 8 inches, soil mixture has been specified which meets Spokane County Guidelines. 5. Drywell is: located within 8 feet of the curb line, or a maintenance access route and easement are provided 6. Drywell stationing is staggered from the inlet by at least 4' 7. Multiple drywells are located more than 30' (center-center) apart cklistv3.0/Aug93 14 DRAINAGE PLANS (coat' d) 8. Soil type is appropriate for drywells (perc rate z 72"/hr) if not: 8a. overflow from a swale at a low point will be directed away from building pads by an identified easement over improved ground an existing natural drainage channel covered by an easement NAB 11~ 9. DrYwell location does not conflict with A underground utilities. 111i;T L 10. Drywell type is specified. / 11. Drywell grate type is specified (Type 3 -std. detail D-7) 12. Drywell grate elevation is: below the invert at the curb inlet between 6" and 8" above the swale floor elevation AWSLAM (M 13. Does the note: "Wrap the drywell with a filter fabric (Amoco 4545 or equivalent)" appear on the plans? 14. Swale floor elevation is: specified between 6" and 8" below the drywell grate elevation at least 6" below the normal gutter flowline at the curb inlet for swale without a drywell _ at least,' below the normal gutter flowline at the curb inlet for swale with a drywell 15. Swale floor dimensions are shown minimum area is shown the area matches the required area from the 208 calculation for impervious areas. 16. Easements for the 208: ~X are shown on the drainage plans are shown on the subdivision plat are of adequate size to contain at least 6" freeboard above the max. water surface elevation for the design storm are tied to the lot corners. 17. The side of the swale that is the furthest WA to Am- distance from the street should have a top of swale elevation that is higher than the highest water level of the swale. cklistv3.0/Aug93 is DRAINAGE PLANS (cont' d) 18. The invert at the curb inlet is at or above the max. water surface elevation for the design storm 19. Filter fabric is specified for the gravel envelope around the drywell is specified between the drywell and the gravel envelope installation specification is adequate. / 20. Irrigation plan for County-maintained 208 swales Lot plans submitted on 208 LOT PLANS ,*A 1. Lot plans are required; submitted on q 2. The 208 lot plans show: A the lot number, block number, subdivision name, date drawn, scale, and north arrow. b dimensions to lot corners e drainage easements .setback requirements eswale floor elevation 4 swale floor dimensions 6 rim elevation if drywells are present ~ncurb cut station, offset, invert and length any drainage ditches shows depth from the top of the curb NLan attached cross section of the swale or ditch -J.U, 3. Lot plans have been stamped by a professional engineer on all pages 4. Lot plans are of sufficient scale to maximize the lot size to the 8 1/2" x 1111 paper size. (Drawings may be on plain white paper) 5. 208 lot plans were approved on CULVERTS AND PIPE SYSTEMS 1. The road culverts are at the low points of stream flow. 2. The headwater was calculated for culvert entrances and is under 2 diameters for culverts under 18 in diameter and 1.5 diameters for culverts greater than 18". 3. There is a minimum of 12" of cover for all culverts and storm sewer pipes cklistv3.0/Au993 16 DRAINAGE PLANS ( cont' d) 4. The designer has provided a letter from the pipe manufacturer certifying that the intended pipe is suitable for cover less than 3' (PVC), 2' (CMP, RCP), 1' (HDPE/ADS) or the engineer has provided trench details for upgraded pipe bedding for these areas 5. The minimum velocity within the pipe system is 4 feet per second at design flow in a backwater condition. (Note: The County Engineer may permit lower velocities) / 6. The backwater calculations show a minimum freeboard of 0.75 feet for each catch basin or manhole. 7. The minimum culvert and pipe slope is 0.5% and all pipes meet or exceed this standard. 8. All angle points in the storm sewer system have suitable access such as a manhole for cleaning. 9. At locations where two different pipe sizes enter the same manhole the 0.8 diameter points of each pipe are at the same elevation. (Note: Exception allowed for drop manholes) 10. Is there any downsizing of pipes in a systems of pipes that are 18" in diameter and smaller. 11. There is a downsizing of pipes in the amount of 3" for a minimum of 100 feet in a pipe system that contains pipes that over 18" in diameter. 12. All pipes in the pipe system are 12" and larger as per Spokane County Standards; (10" pipe that is allowed for connection of inlets to catch basins or drywells, if the length does not exceed 44 LF and the velocity is at least 4 fps). 13. All storm sewer pipes are located a minimum of 5 feet from a rear or side property line and have adequate easements for maintenance. i 14. I ets on the same slope are located so that the maximum width of spread for the gutter flow does not exceed 6' (from curb face for Type "A" or from back of curb for Type "R") 15. The plans and profiles show all culvert pipe types, stations, offsets, lengths, and inverts cklistv3.0/Aug93 17 DRAINAGE PLANS ( cont' d) 16. Pipe materials meet county standards for systems that lie within county ROW. (Note: The type of pipe in private systems may be as specified by the design engineer) 17. The culverts shown are properly stationed from centerline stationing. 18. Does the drainage system configuration avoid conflicts with underground utilities? 19. Is there a need for energy dissipation on any of the culvert outlets shown on the plans? 20. Is there a need for rip rap around the culvert outlet at any of the culverts as proposed on the drainage plans. 21. The rip rap that is shown for the drainage plans -04 is adequate for the culverts where erosion is a concern and the engineer has submitted acceptable rip rap design calculations. 22. Pipe anchors are shown for pipe grades greater than 150. 23. There are no instances where water is trapped against a fill with no culvert shown. 24. Profiles and cross sections are shown on the plans for all proposed channels and ditches. 25. Ditches with eroding velocities have a proper lining for erosion protection. 26. Water will properly flow from an existing or proposed ditch on to the pavement as proposed on the drainage plans. 27. Where the ditch profile passes from cut to fill the flow has been properly disposed of. cklistv3.0/Aug93 18 , EASEMENTS 1 ~w ft~- Aq 1. Adequate drainage easements are shown for maintenance of drainage ditches or pipe systems. 2. There are easements proposed or existing for natural channels which cross the property. 3. An easement was provided where street drainage was diverted onto private property. 4. The perpetual maintenance of private systems has properly been provided for. 5. The maintenance of drainage systems within Spokane County ROW has been properly provided for. cklistv3.0/Aug93 6. Appropriate drainage language has been provided by the reviewing engineer to the surveyor and/or engineer who is involved with the platting work. 7. Pre-existing drainage easements on this parcel are not affected by this plat 8. Overflow easements are provided from swales/ponds located in low points MISCELLANEOUS 1. QC check of rev iew completed (date) (init.) 2. Bond quantities for drainage item calculated (date) (init.) 3. Vertical curve sight distance worksheets done (date) (init. ) 4. Vertical curve geometry worksheets done (date) (init.) 5. Drainage volume worksheets done (date) (init.) 6. Stamped road mylars to Permit Tech. (Sylvia/Suzanne) 7. Stamped lot plans to Admin. Asst. (Sandy) 19 I File na 's MR DC S.COR FI E: DCDS. OR File name is 8THAVE.COR FILE NAME: 8THAVE.COR VERTICAL CURVE Station Elevation PI Station 50.00 PI Elevation 2080.75 Entry Grade -1.400000 Exit Grade 2.50000% Length 40.00 PC 0+30.00 2081.03 0+40.00 2080.94 0+50.00 2080.94 0+60.00 2081.05 PT 0+70.00 2081.25 H /Low point is: 'rIG a 0+44.36 2080.93 0+43.64 2080: 3 C.V 0+45 .04 2080.93 0+47.83 4 GRADE Station Elevation Grade 2.50000 Distance 135.00 0+50.00 2080.75 0+75.00 2081.37 1+00.00 2082.00 1+25.00 2082.62 1+50.00 2083.25 1+75.00 2083.87 1+85.00 2084.12 VERTICAL CURVE Station Elevation PI Station 185.00 PI Elevation 2084.13 Entry Grade 2.500000 Exit Grade 0.320000 Length 100.00 PC 1+35.00 2082.88 1+50.00 2083.23 1+75.00 2083.71 2+00.00 2084.04 2+25.00 2084.25 PT 2+35.00 2084.29 1+85.00 2083.86 PWA-,f 10 pew (Sir, DATE: 11/8/1994 DATE: 11/8/1994 (*7 jr I?,. .00 6 gQ.e~ GRADE Station Elevation Grade Distance 1+85.00 2+00.00 2+25.00 2+50.00 2+75.00 3+00.00 3+25.00 3+50.00 3+75.00 4+00.00 92 2+77.48 2+80.27 0.32000 215.00 ~ 'rL - .(off 2084.13 2084.18 2084.26 2084.34 2084.42 2084.50 2084.58 2084.66 2084.74 2084.82 2084.43 2084.43 v3' GRADE Station Elevation Grade Distance 4+00.00 4+25.00 4+50.00 4+75.00 5+00.00 5+15.50 C15+11.31 ,f5+14.10 GRADE Station E 0.44000 115.50 2084.82 2084.93 2085.04 2085.15 2085.26 2085.33/ 2085.31 64'0 2085.32 levation Grade 0.58000 Distance 79.00 5+15.50 2085.32 5+25.00 2085.38 5+50.00 2085.52 5+75.00 2085.67 5+94.50 2085.78 GRADE Station Elevation Grade 0.68000 Distance 105.50 0 5+94.50 2 5.78 6+00.00 2085.82 6+25.00 2085.99 6+50.00 2086.16 6+75.00 2086.33 / 7+00.00 2086.50+ N1 CZ 5+95 .50 2085.79 X5.62 5+98.69 2085.81 Cj• File name is BARKER.COR FILE NAME: BARKER.COR DATE: 11/8/1994 GRADE Station Elevation Grade 1.40000 Distance 9.85 0+40.15 81.31 0+50.00 81.45) GRADE Station Elevation Grade 2.25000 Distance 100.00 0+50.00 81.45 0+75.00 82.01 1+00.00 82.57 1+25.00 83.14 1+50.00 83.70./ GRADE Station Elevation Grade 1.94000 Distance 100.00 176 1+50.00 81`70 1+75.00 84.18 2+00.00 84.67 2+25.00 85.15 2+50.00 85.64 1+52.00 83.74 g3•i 1 1+54.79 83.79 63.2 2+44.00 85.52 4-W 2+46.79 85.58 GRADE Station Elevation Grade 2.88000 Distance 10VO 2+50.00 2085.64 2+75.00 2086.36 3+00.00 2087.08 3+25.00 2087.80 3+50.00 2088.52 87.5 3+36.00 2088.12 3+38.79 2088.20 ea o GRADE Station Elevation Grade 3.28000 Distance 50.00 3+50.00 2.00 3+75.00 2.82 4+00.00 3.64 GRADE Station Elevation Grade 3.28000 Distance 0.00 3+50.00 2088.52 3+50.00 2088.52 GRADE Station E Grade Distance 3+50.00 3+75.00 4+00.00 levation 3.28000 50.00 2088.52 2089.34 2090.16 GRADE Station Elevation Grade 2.67000 Distance 41.37 4+00.00 2090.16 4+10.00 2090.43 4+20.00 2090.69 4+30.00 2090.96 4+40.00 2091.23 4+41.37 2091.261 File name is JOEL CL.COR FILE NAME: JOEL CL.COR GRADE Station Elevation Grade -2.00000 Distance 45.00 0+00.00 2094.20 0+10.00 2094.00 0+20.00 2093.80 0+30.00 2093.60 0+40.00 2093.40 0+45.00 2093.30✓ 0+38.50 2093.43 GRADE Station Elevation Grade -2.69000 Distance 205.00 0+45.00 2093.30 0+50.00 2093.17 0+75.00 2092.49 1+00.00 2091.82 1+25.00 2091.15 1+50.00 2090.48 1+75.00 2089.80 2+00.00 2089.13 2+25.00 2088.46 2+50.00 2087.79& 0+54.21 2093.05 0+47.08 2093.24 1+41.00 2090.72 1+49.00 2090.50 VERTICAL CURVE Station Elevation PI Station 250.00 PI Elevation 2087.78 Entry Grade -2.69000% Exit Grade -1.00000% Length 100.00 PC 2+00.00 2089.12 2+25.00 2088.51 2+50.00 2087.99 2+75.00 2087.58 PT 3+00.00 2087.28 2+05.00 2088.99 2+15.00 2088.74 GRADE Station Elevation Grade -1.00000 DATE: 11/8/1994 g3,0 • fo Grade -0.22000 Distance 31.42 14+39.62 2085.85 14+40.00 2085.85 14+50.00 2085.83 14+60.00 2085.81 14+70.00 2085.78 14+71.04 2085.78 GRADE Station Elevation Grade 0.68000 Distance 28.96 14+71.04 2085.78 14+80.00 2085.84 14+90.00 2085.91 15+00.00 2085.98 14+72.44 2085.79 14+75.23 2085.81 Distance 229.62 2+50.00 2087.78 2+75.00 2087.53 3+00.00 2087.28 3+25.00 2087.03 3+50.00 2086.78 3+75.00 2086.53 4+00.00 2086.28 4+25.00 2086.03 4+50.00 2085.78 4+75.00 2085.53 4+79.62 2085.48•/ 3+23.00 2087.05 3+31.00 2086.97 4+39.62 2085.88 File name is JOEL_LT.COR FILE NAME: JOEL LT.COR VERTICAL CURVE Station Elevation PI Station PI Elevation Entry Grade Exit Grade Length PC 9+97.08 10+00.00 10+10.00 10+20.00 10+30.00 10+40.00 PT 10+47.08 1022.08 2093.61 2.25000a -2.570000 50. 0 20 3.05/ 2093.11 2093.26 2093.31 2093.27 2093.13 2092.97 High/Low point is: 10+20.42 2093.31 10+38.50 2093.15 10+22.08 2093.31 GRADE Station Elevation Grade Distance 0+22.08 0+25.00 0+50.00 0+75.00 1+00.00 1+25.00 1+50.00 1+75.00 2+00.00 2+25.00 2+50.00 2+50.00 1+41.00 1+49.00 -2.57000 227.92 10- 2 093.61 2093.53 2092.89 2092.25 2091.61 2090.96 2090.32 2089.68 2089.04• 2088.39 2087.75- 2087.75 2090.55 2090.35 VERTICAL CURVE Station Elevation PI Station 250.00 PI Elevation 2087.75 Entry Grade -2.570000 Exit Grade -1.100000 Length 100 00 - 1 PC 2+00.00 2 0 89.03 2+25.00 2088.44 2+50.00 2087.93 DATE: 11/8/1994 2+75.00 PT 3+00.00 2+05.00 2+15.00 GRADE Station E 2087.52 2087.20 2088.91 162 GT- 2088.67 levation Grade -1.10000 Distance 221.04 2+50.00 2087.75 2+75.00 2087.48 3+00.00 2087.20 3+25.00 2086.92 3+50.00 2086.65 3+75.00 2086.38 4+00.00 2086.10 4+25.00 2085.83 4+50.00 2085.55 4+71.04 2085.32 3+23.00 2086.95 3+31.00 2086.86 4+35.00 2085.72 4+37.62 2085.69 4+39.62 2085.66 F' e name is JOEL R F J C R File name is JOEL_RT.COR FILE NAME: JOEL RT.COR VERTICAL CURVE Station Elevation PI Station 1007.08 PI Elevation 2095.07 Entry Grade -2.220000 Exit Grade -6.520000 Length 31.42 PC 9+91.37 2095.42 10+00.00 2095.18 10+10.00 2094.77 10+20.00 2094.22 PT 10+22.79 2094.05 10+07.08 2094.90 GRADE Station Elevation Grade -6.52000 Distance 30.97 10+07.08 2095.07 10+10.00 2094.88 10+20.00 2094.23 10+30.00 2 10+38.05 0 10+22.79 2094.05] VERTICAL CURVE Station Elevation PI Station 1038.50 P%an 93.02 E0 0 E 0 0 PA L21. 20 .72 209 .58 209 .06 PT 10+49.21 2092. 75 VERTICAL CURVE Station Elevation PI Station 1038.50 PI Elevation 2093.02 Entry Grade -6.520000 Exit Grade -2.490000 Length 31.42 DATE: 11/8/1994 DATE: 11/8/1994 PC 10+22.79' 2094.04 10+30.00 2093.61 10+40.00 2093.11 10+50.00 2092.75 PT 10+54.21 2092.63/` 10+38.50 2093.18 GRADE Station Elevation Grade -2.49000 Distance 211.50 10+38.50 2093.02 10+50.00 2092.73 10+75.00 2092.11 11+00.00 2091.49 11+25.00 2090.87 11+50.00 2090.24 11+75.00 2089.62 12+00.00 2089.00 12+25.00 2088.38 12+50.00 2087.75/, el 11+41.00 2090.47 11+49.00 2090.27 VERTICAL CURVE Station Elevation PI Station 1250.00 PI Elevation 2087.75 Entry Grade -2.490000 Exit Grade -1.00000% Length 100.00 PC 12+00.00 2088.99 12+25.00 2088.42 12+50.00 2087.94 12+75.00 2087.55 PT 13+00.00 2087.25/ GRADE Station Elevation Grade -1.00000 Distance 189.62 12+50.00 2087.751 12+75.00 2087.50 13+00.00 2087.25) 13+25.00 2087.00 13+50.00 2086.75 13+75.00 2086.50 14+00.00 2086.25 14+25.00 2086.00/ 14+39.62 2085.85+ M 13+23.00 2087.02/ 13+31.00 2086.94/ GRADE Station Elevation • File name is 9THCOURT.COR FILE NAME: 9THCOURT.COR GRADE Station Elevation Grade Distance CZ CT C3 M C416.t 0+00.00 0+25.00 0+50.00 0+75.00 1+00.00 1+25.00 1+50.00 1+75.00 2+00.00 2+25.00 2+50.00 2+75.00 3+00.00 3+25.00 3+50.00 3+75.00 3+76.14 0+55.00 0+59.00 0+55.06 0+50.10 0+63.00 0+67.00 1+81.14 2+31.00 2+31.14 2+06.14 1+86.14 2+56.14 2+76.14 2+86.85 2+60.00 2+68.00 3+75.00 DATE: 11/8/1994 2.25000 376.14 r 2089.00 2089.56 2090.12 2090.69 2091.25 2091.81 2092.37 2092.94 2093.50 2094.06 2094.62 2095.19 2095.75 2096.31 2096.87 2097.44 2097.46 2090.24 2090.33 2090.24 2090.13 2090.42 2090.51 2093.08 2094.20 2094.20 ~l 2 0 9 3 .6 4 Af2 2093.19 2 0 9 4. 7 6 V-46 7 AZV 2095.21 2095.45 2094.85 2095.03 2097.44 GRADE Station Elevation Grade Distance 3+76.14 4+00.00 4+06.33 C5 a 44 2.00000 30.19 2097.46 2097.94 2098.06 a : Vfl% File name is 9THCTCDS.COR FILE NAME: 9THCTCDS.COR DATE: 11/8/1994 GRADE Station Elevation Grade -2.66000 Distance 116.50 0+00.00 2090.10 0+25.00 2089.43 0+50.00 2088.77 •0+75.00 2088.10 1+00.00 2087.44 1+16.50 2087.00 0+17.54 2089.63 VERTICAL CURVE Station Elevation PI Station 116.50 PI Elevation 2087.00 Entry Grade -2.660000 Exit Grade 2.190000 Length 100.00 PC 0+66.50 2088.33 0+75.00 2088.12 1+00.00 2087.71 1+25.00 2087.60 1+50.00 2087.80 PT 1+66.50 2088.09 High/Low point is: 1+21.35 2087.60 0+73.93 2088.15 1+30.32 2087.62 C1 Cy 1+16.50 2087.61 GRADE Station Elevation Grade 2.19000 Distance 146.71 1+16.50 2087.00 1+25.00 2087.19 1+50.00 2087.73 1+75.00 2088.28 2+00.00 2088.83 2+25.00 2089.38 2+50.00 2089.92 2+63.21 2090.21 1+99.17 2088.81 2+43.10 2089.77 SPOKANE COUNTY ENGINEERS STOPPING SIGHT DISTANCE CALCULATIONS Date: 08-Nov-94 SAG VERTICAL CURVE Review 1 Reviewer: Parry Project #:P1644A Project name: Meadowview Ranch Estates phase II Terrain: x Flat (General land slope 0% to 8%) Rolling (General land slope >8% to 15%) f Mountains (General land slope >15%) ROAD TYPE: Urban/Suburban Semi -rural/Rural Public Public x Local Access Arterial Collector Secondary Major Private ' Extension to 8 or fewer lots Tract "X" Private Road name: Joel Road PVI station: 2+50 Length of vertical curve provided: 100 Design Speed: 30 Min. Stopping Sight Distance: 200 Entering slope (G1, -2.69 Exiting Slope (G2, °/6): -1.00 ~G2-G1 A= 1.69 Check S>L: L1 = 2S -((400+3.5S)/A) L1 = -250.89 note: use min curve length = 0. Required minimum curve length: 0 Check S<L: Curve provided is Adequate L2 = A(S**2)/(400+3.5S) L2 = 61.4545 Local Access ADT< 100 100> ADT>400 County Arterial ADT<400 400 < ADT<750 ADT> 750 Extension to 8 or fewer lots Tract "X° vcurvZ I/Aug93 SW ALE SU MARYWORK HEET Project P1 644A Project Na e: eadowvi Ranch E states Phas e 11 Submittal # 1 Date: 09-Nov-94 1 2 3 4 S 6 7 8 9 10 11 Swale Drywell? Swale Floor T/Celev. Curb Gutter FL Depth Pond Slope # /n Length Width Area elevation lowest inlet type = overflow STORM X:1 Basin A: Al y 95.9 8 7672 84.89 85.79 8529 0.4 3 n 202 15 303 8652 87.02 86.69 0.17 3 n 18 24S 446.4 89.97 90.47 90.14 0.17 3 Basin B 1 y 8 61.8 494.4 84.41 8531 84.98 0.57 3 2 n 18 192 345.6 88.41 8891 8858 0.17 3 Basin C 1 y 17S 32.4 567 86.71 87.61 8728 0S7 3 n 15 21.1 316S 89.74 9024 8991 0.17 3 a 15 17 255 89.83 9033 90 0.17 3 n 15 14.6 219 9435 94.85 9452 0.17 3 (ex.) n 20 20 400 97.48 97.98 97.65 0.17 3 Basin D DI y 946 80.03 80.93 80.43 0.4 3 2 n 18 28.6 5145 83.93 84.43 83.93 0 3 3 n 5 46 230 83.24 83.74 8324 0 3 n 5 46 230 85.02 8552 85.02 0 3 n 5 52.7 2635 87.62 88.12 87.62 0 3 12 13 14 15 16 17 18 19 20 21 22 Storm Volume Check Swale Max. W.S.EI. Storm Volume # Length Width Area provided required sin A: Al 9830 10.40 10223 35790 2122 16.02 339.9 54.65 19.02 25 X82 491.1 79.69 Total 492.24 sin B 1 11.42 6522 7448 353.18 2 19.02 20.22 384b 62A7 Total 415.24 Basin C 1 20.92 35,82 749.4 375.16 16.02 22.12 354.4 57.02 16.02 18.02 288.7 4621 04 16.02 15b2 2502 3988 (ex.) 21.02 21.02 4418 7156 Total S89.84 1 1194.0 428.00 2 18.00 28.60 5148 0.00 3 5.00 46.00 230.0 0.00 5.00 46.00 230.0 0.00 5 5.00 52.70 2635 0.00 Total 428.00 .a Z3 24 25 26 27 28 29 30 31 32 33 208 Volume C eck Swale 8 elevation Volume 208 Head on Storm # 208 elev. Len h Width Area Depth provided required depth ok? rate >=3? depth <I' Basin A: Al 84.95 9626 836 804.7 0.06 47.16 k heck grate el. 86.61 20.74 1554 3223 0.09 28.14 k heck grate el. 8996 1794 24.74 443.8 -0.01 -445 heck elevs. heck grate el. Tota I 70.85 Basin B 1 84.47 836 62.16 519.7 0.06 30.42 k heck grate el. 8834 1758 18.78 3302 -0.07 -2365 heckelevs. heck grate el. Total 6.77 Basin C 1 86.94 18.88 33.78 637.8 023 138S5 k heck grate el. 89.88 15.84 2194 347S 0.14 46.48 k heck grate el. 89.98 159 17.9 284.6 0.15 40.47 k 34 94.49 15.84 15.44 244.6 0.14 32.45 k heck grate el. (ex.) 9751 20.18 20.18 4072 0.03 12.11 k heck grate el. Total 270.06 1 80.1 1369.0 0.07 81.02 k heck grate el. 83.93 18 286 514.8 0.00 0.00 heckelevs. heck grate el. 3 8324 5 46 230.0 0.00 OAO heck clcvs. heck grate el. 85.03 5.06 46.06 233.1 0.01 232 k heck grate el. 5 87.62 5 52.7 2635 0.00 OAO heckelevs. heck grate el. Total 8334 7 (~eg P~- I o ~ (m m -zo o- Of 'fro, 3~a _ ,23 5` r Gut ~ `5 V 3 r ?4¢) 3( s 17 Alk I~wb ~Tr~.av, cu R~., it ~ Z~84.~4" 5+11.31, 20' RT.. !E 2084.83: . (SEE DE7~IL S'~iE~ ~ ~ 5~' OT _ 12''~l i f. / ~2'G ~ -r-- 100 1 - - I, z U S1MAl.~ 87 ~ ` 8'X67.8' i ~ J Dent !r 801T. La. =2083.97 j (SEE DE?~UL SHE~~ t 2085.8 f CR J , 4 ~ ~ ~ 2sas~.~o rc ~ ~ ~ ~ ~ ~oe.5.~ Tc LR , l 3 I• DR'f1~lEL'. 'M/Tfp~ ~ ~ NWCN FR0k1 ts m qrtPE ' F 3' CL1R8 DROP w/~YP~ ~ wt~T ~ 4+3~.az ,E - zoes.l a L~ st,~r 3• ~w~smo (sE~ oEru~ sHE~ ~ • c~Re ro J CiJRB AT CR ~`aN M 90, e0i P [I b,2-, %--2.4- q ~ 4~t~( e6, ; 2. TAP , ~e = Cc>,?A- + .)4- r.-~ ~ 5 7 4~ 5.62I oF41 a - 3EO 4 ~A q PW) - I ti Z I~ly %Aj tb g b N a~ N e Nom' 0 b ~W w i ~ i r CA^' s CR _ J i .1~ - - - 1"`: ~ i~ era Name -~~-i UR i ~ r . 208.08 7C I I i 1. CR ~ IQ I ~1 ,I I I I~ iNS? bl ~ ~ 0+i GR~i i i i w~ i i ~i~~ i ~ Q' ~ INSTALL WWOIC.IP 4AMP m ~ P~ (SEE DET.VI SiiEE'f) ANDAROS I I . Hahn En 11 !n Inc. North 8623 Division Street • Suite B Spokane, Washington 99208 (509) 467-1550 FAX (509) 467-8189 September 09, 1994 Mr: Bill Hemmings Spokane Count? Engineers Public Works Building 1026 W. Broadway Spokane,*,WA 99260 R F r- 17 SP q q 1994 SPOKA I wUi~► i Y ENGINEER RE: MEADOWVIEW RANCH ESTATES 2nd EDITION (1st Submittal) OUR FILE: 93HO53A Dear Bill: Please find enclosed for your review and comment, two copies of the following items with regard to the above referenced project: 1. Drainage Report 2. Drainage Plan 3. Road Plans for: a. Joel Road b. 9th Ave/Ct. c. Barker Road d. 8th Avenue 4. Lot Plans Also enclosed are design deviations for 8th Avenue and 9th Avenue Should you have any questions, please don't hesitate to call. Sincerely, HAHN ENGINE ING, INC % Ken Geibel, E.I.T. hL2. i` c _i t~ I 1 1 r u 1 1 1 1 1 1 1 MEADOWVIEW RANCH ESTATES II. DRAINAGE REPORT SEPTEMBER 09,1994 ~ of w~ 21247 SS~ONAL. PREPARED BY: HAHN ENGINEERING, INC. N. 8623.DIVISION, SUITE B ,,SPOKANE, WA 99208 (509) 467-1550 CdypIA4 RECEIVED SEP 4 9 1994 SPOKANE COUNTY ENGINEER I ff -kow E - ?10--- _ Sty. j_ _ ~ _•k yjw ~'a`'•`.^~rr~". ' - F• J :i v .4 ;yam. - -i.:,r F~ 7• _ '•f. ~Pa'`,::: :i~r' t ` N~ c '1':V +~in'_ - S`+~r''i ii _ a: Yr ~iS-1 _ -L_. - ..{r t'i..• ~1~- / L _ h \ • I,~ • ~•_f' •I.r W :+wZw z ''y: 'k~ 7> ~~c+~ ^--J - 3• V-+~ ~,....y •T' _ ..,t' - "•,s•• q'•• - - i _ :~~~~,~ly?` .j~t.'ac_.? _s 'rye _?4'.Ly°~' ,rY .t=~:'.1 7~`~-~~?^ SCE' = I-.-- ti 1 _rT'.~~~Y•`y' I tF ~V4 d~~'_•.~,r5 ~ :;~:-;e,~, t",~-ss ~:-~-'Z~ -.?~r.'sT':'.. ic1~7~,;~~ . ~ t--••• _ _ - ~ .C-- r`~%`:-•, !`,rjt - - L'Z24 _~MAP_S'AND.TRANSPORTATION:, -:sue' - x' - - y®US 30 POW A.& 32 3-); J ro V*Wft A". r Inset 3i East 2 - rte" farms A+satrw7-- ~ r~ - • 4 WWjW Am 3i 7- t , i w es*v Ave. a uare..e. o . Qb JoseohAva. Rowan An C C ? c a 2' ¢ y OI AI - I 1~ ' A. 7 i gi c OmAvL CL Wabash 29 - Id GIYW* 10 Broad Ave ` -C wa1ushY g -C • P 280 we4akv A,- s wenes Are_ Bye A"' I WMeskyi.. • 1 iI` a-S~ a o W Y I P. G h M+ 2L _G 3 2 ihdl Ave. Q E N 11{ m ° 3 J C ' Garland Ave. e d .1 C Gf o E E c m o yl d i Oeirdw,4 S ; c t-• ° e weep- Br10peDorl ~ ~ ~ f ~ ~ _ - Fair CL _ 3= ' AA- hftna BudceveArc Monzt, -wry ri Ave. ,\~r, . i , e i 777 _ i. J _ - _ O Bin C i r` i ~ 3 8 Baldwin :j Mission Asa - v i 0 Augnta Wasson Ave. 1 c G IAlssion Ave. Wewe9Arn Ave, t _ w e• Sbft Ave. Shwp AWL t . Boon , r f~ } lEaF~ . A C laldoAva. G4rf."tblBSar f I <<_ , AM Aee Green :acres rqq:; po'"° Office Of a 4r.a► g 01- L Mah i Mop Guru- Swe" AM, Swagm j Y Ave. S C U+ AR • Spe~ueAUa a k Aft + ta+An ° ZG tatAvw Yr Nd A, 2nd IrdAv& A 'PROJECT o ' 9 wrewl..Or I ArR o Or. C cc s c ._pC~TlOn/ : 1 ° v Post t an Ave. ° ernAre. Office es 1 ~ f u ~ ~ iii - ~ 'eft, ` s• I 1 1 1 I L 1 1 1 1 1 SOILS 1 1 1 1 2 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i So 1 I ~?,C Q EIR 76 T - _ - t : ?yam C -~-~"~FrSy~'fy~`+~ c• ~s'pg,-.• • _ 00 -Tlk -ji ^y [ 20 I Re H s B PC go- MtB 0 BsB - - PsA HmA :j1 -PsB -ps E-_ - . - _-,A•~ •~A_.. - Pon' `-`s ~ SOIL SUP.Vzy G.-Brief descri•ntian,s of soils cznd thcir ~ 11/•111.11 .+.1111 ;,1111 1Ilk III.1 11f 1:141 II II,1 1:111, fl „111 s '1{1ml •:I:I1:l1'l: USIA texture , i Sc DsD n kS 7'~, LIC ID r..J c F.i C tw, GaC'3 Gr,A Gpi3 IGmo Gn6 Grin Gp? GpC GpD 1 `i Dragoon stony sill, loam, 0 to :;o c-ie:i!• ; Sinlilar to Dr;1:;0011 Silt loam, 0 to ..^10 percent Slopes. Slopes, esc(:i)L tit; t'►hc Stirface laye,r• 1S S1,0113'. Diagoott stony silt 10:1111, 30 to 55 _)::r- cent slopes. l)r:lgoon very rnck.: complex. 26 'Ora;;ooit part similar to Dra"nolt silt loaln, 0 I.o p(:rc:c:lit slops . :ill pr•recot slop-s, r::xcc:pt that rlopth to bud- -or•k ran-v,,; frcltn '0 to 20 inchrti. Rock o1tL- crop inc•Indr:li in L::is complex. r EAoikn silt loam, 0 to 20 percew. -'.apes. i M- diem-text.w-cd, ril-drained soil formed from glacial till ront.aitting a large ammint of vol- t c•anic ash in ".1w. 1avrr; miderlain by ,ravvl at depth of 30 to till inch(:.; oc:citp. t idillatim'. m1ora:.:ciike topography. J',loli::, "Loki sill. lr1at11, 0 to.• s:. r.1:1st slit{11:5. - .l;loika %.(:t•v Aonr s71L loall), .5:1 p -rcr::1 t ~Iopr :s. - Elmlellt silt 10,111. Fr(tuma it silt loam, to 211 1 slo;lr:,. Freen',,.^.:: sill. loa:t:, :I to 20 sInllr NvvcrvIr vr•od1•d. l r1 I u1:1 sill. 11,11111. 20 1.11 :;r1 1.1111n~~, :,,:ti•1a1•IY .;1 ,.111 I. I-'resli a•:0vr tn:1 r:sh. Garfield silty clay} loam, 0 to :its r_:ccrt slopes, severely e:•acled. Garrison ,1r,1•ayelly loam, 0 t•0 pt.-cent slopes. Garrison ,1,.',mvelly loam, .1 to 20 pi--cent, slopes. Garrison vel v ~1:lyrlly 10:1111, 0 to prism t slopes. S:;nil:u 0 Ifs 20 pi-rr viii slopl•s, v%v(-pt. 1.II:tL `1i11:.: very stony Hiroughout. :,11.1!1111:1-tcSta:`•rrt, ~n:nr1~•hai. poorly ch•:Lin:rl, :t?I::rliltr: so.. form- i i:t a1hivi11m from calcar- rotrs silt, ro?c:a:lic asst, and- diat.ottifa; drpt•ll to water t.ablin flr,e,l:a6( from neat' theslirface V rv c,lrcp, 11.0111:1:;t( ;cell dr ai111•rl Itplalld soils 11.11 mc:dil:::;-t.rx::rc c? stirf:ler. layer and In:di- 11111 or mn(:! :.:!•r!` ..::r; :r•xl.tired s1i!> oil; for 1111 rl fro.,11 silt 11:1 o sully nplailds. In. 0 to 2.1 2.1 to •1.1 ,14 to .53 J.',itCGO 0 to ^G 211 to •11 1l 1 to 60 I i 0 to 2 22 ~2 ~Iulllrll+:, :,:::11111`,•, 11111't'ttlll.lrltl. 111111r1rt 111111 ! frt w("s :1t-11:111ci 1-hat• have a (In(:Lnal•it1 1 wntu tabl,:. 1;;:,.:tcetin ; d:tt:1 is not ~ivcn, i ::s laud txo.. iT toc, vnr•iahlc. 1 i ' 1 I Very deep, 1r(•I1-clr:..:Pd soil developed in loess i oil rid.-c:top!Z nml :;nobs on the rolling; to hilt;: I 1 upland" in P::IOttsc soil area, i 1 Gravelly, nll:(;iwn-'.cxtnrcd, somcwhat exce5- siycl~• ilmined mils formed in -ravellt• fIacial otrtlrash in:rtcn-in' from a variety of acid, i;;neomv parcllL rock: oil nearly level to mod- c:alalr Slppi:tm- t.c•:••':Icl:T; depl.lt to mixhlro cif s:uul, ;,rtv(•I, and c•ohblestvnes ranges from 2;» to 5 feet. Similar to Garrison ,1-avehly loam, except that Wle snrf.m.. 1a1-ct• is, very -,rtyelly 0toC to 2:i 23 to 00 n to 1: i to :jd 1 { to cu 0 to 15 l1t044 '14 to GM Garrison very st.o11_r loath, t'. to 20 1 Similar t•o Onn-isolt :;tarrllr loam, except that. Percent slopes. 11 thy: sitrbee laver is very `Lolly Clenrose silt loath, 0 to 5 perccnt::opcs. 1 Verb' deep, nudism- ,cxtnred,.lYell-drained soils 0 to v Metlrose. silt loam, :1 (.o20 percentslr,pes. formed from acic? i%ncons glacial Lill; surface Clenrose silt loam, 20 to 30 pt•t'r•enl, layer influtalGnd 1>v lo(->L% and t•olranic ash; on sloplw. ;;rnt• 1011111; to ,trip ups:uuls. Glenrose, silt loam, :30 to .55 ; erci.•tit. 1 slopes. I ! f- Silt loam C,r:tr(:hly loam---__-_ Very gravelly sandy 10,111. Ciravel Sill. lo:un_ _ _ _ Vvey fine sandy loam. Sandy clay loam---- clay Silt.} loam-_-__- Cilt.y clan loath-_---- Silty char- ------_---Silty Clay 10:1111------ Graydlv loam--__-_- Verr -rlrclly 10,111_. Sasso, gravel, and Cobblestones. Vcry -t ayel l y 10:111%. . Very ;;ravclly loam_ Sand, gravel, and cobblestones. Silt loam----------- c E k 11 i1 r~ It 75 -S t - 'n-Continued I'crccnt•an passing sieve- I ~ Avail;tblc - 4 I ]'c:lncai~iiiwater Reaction ~ Disnemion ,Shrink-sv ell \o 4 \'o. 10 :gin. 200 capacil.t• (1::, dilution) potcnLial i ticd AASIIO j . (•..7 mm.) (2.0 m1n.) (0.071= I I :tZttt.) 1 I , 1 I N. 1C.- hr. 1 1:% prT in. a, sail l J11( 1 I I I - 1 ss to 0a i s0 to 05 GO to S lu 2. 5 O. 17 to 0. 20 ` i G. I to G. ii Low to mod. rratc. _ A I I0 ~rl Sl1 ! ;?;i lo :111 (1. 12 In 0. 1.1 Ci, 1 1 1 6. fi l Low, :1-? A• E I :10 It, 611) (n :f:, ;'n to .511 1 t:. III 1„ _*1) It 1„ !o 111. rte 1). 11G Lo 0. 0'1 ! 1 fl. 111 Li, 11. I11: G. I Ic, 7.:. 11. 1'. 1.10 Iii ----I 11,:•.°t Low. 1.1,11'. T,-CT,---- A-1_____J 0.1 t.n 100 !10 to 100 11 'JO to 05 0. 9 .n 2. (i. 1. to 0. 2r) 7. S to n. 0 I ! ji: A .1 ~ !t:, It, 11111 ~ !111 i.(, 1no ! Ao I„ ;rt tl, In 1. "1 tl. 17 1,1 ~ 7. rl L1, S ~ A,!,,,i• P;11!~.. A-Ii------ 9r') Lo 101) I 90 to 95 f S.: L1, !1 11 11. ' I„ il. : 1). 17 It, 1. _1f1 G. 1; 1.11 ' T, I _ :'-G '1:, 1p Iflll . 0:1 t.o 100 00 la 1.00 i 00 to IOU SO 1.,1!lil 4 So u) flo I 0. '2 !n :I ~ 1!'• 11. 17 l.nll.'!fl t). 17 to 0. W) ~ (i.(i to i. G. C1 t0 7. 3 1 1 _ 1 T 1 -G-----_~ 95 to Bon go to ion i 90 to 05 0.2 ',,o 0. R ' O. 17 to 0. 16 ~ G. G to A-7------ ~ 05 to 100 90 to 100 4 90 to 9 0. 05 to -0. '2 i •0. lit to 0. 17 ~ G. G to 7. 3 ' \-G------ 9-5 to IUO !)U to IOU i JU (•o U. 2 to U. 17 to 0.20 4 G. G to 7.3 -\A------ Go to Sri t10 to SO 5 to 50 0, Q to 0. 12 Lo 0. 1~1 ~ G. G io 7.: iv _A-2----- •1:i to ri:i 30 to GU 5 to 1:1 'l. 5 to I; { (1, U~ l.o 0: 10 ti. G to 7. 3 :1-1____-- 25 to :is 101 to 120 U W ; >it, ~ 0. 0•1 to 0. 06 G. G to 7.3 I o t+ , t t , t t A-2----- - 30 to GO 20 to 50 , I.o 1.5 2. ; W 5. 0 0. 04 to 0. 10 G. 1 to G. G k-2____-- -15 to G:i all to GO 5 (.o 15 2.5 1o -5. U 0. 0.3 to 0. 10 G. G to 7.:t A-1------ 25 to 35 10 to 20 U to :a >10 U. 04 to U. 06 G to 7.3 %[T,CL___ A-A 80 to 05 75 to 9:i 1, I,0 to S:; 0.9 [o 15 0. t7 to 0.20 C1. 1 to 7.3 I I I SPOI:A~jE COU~TTI', IVASI'GTON physical and chemical prnpertics-Continued ill La' ~~oc;ci:lLc _ \loclrratc__ Modera 1`Eoctcratc___ ]-I \io.deratc_ _ Low to 11106. era Le. ToIw . I,u~~• Lu lurid. cra LI:. \-toderatc.. High. I odcl:ltc.. Low. Low. Low. Loxv. Low. Lour. I Low to modcratc•_ i ~ :t:ics or type. c: map symbol.9 1,_5a (DrC, SC, DsD, -DvD). '7`. D)' sE (EkB, CIC, SOIL SURVEY ` `-('Aimr. 7.---bUrrprctati.on of cvgi-arcring Suit-ability as Source of- ! Soil featltrl•s alts 4.iu• - l Topsoil I Sand, I Cood to poor. lNot Suit- 'Able. Fair-_---- Nnt suit- able. 1 i it tsilt Ivalll ~llt.:;111ta- { I -c_c:nan (Fa B, r.. Fa C3). I=a7!".C1 - (GaC3)--- ;.-son (GgA, Gg6, GmB, ( n8). fair to ponr. Fair to good. rnir_ I See footnote nt end of table. 1 1 I .01• s,II ta- ) 1v. j\nt sltita- blr.. I Not suit- able. G:-:%,6-1 -1 r f i;.oac! fi!i 1 tip-01wa. location i -Not, shit,- Fair to cvio(lerate 1.0 .cr"= Ili h able. good. i susce ptibihL\= to 1 frost acLion; 1110(1- i crate to mo(it•rately rapid permcahility=; ( loll, to mr.Irlcratt: c shrink-sw(!ll nnGc nt•ial. ti!:i{.attic, aL CnndMn(!(•r:II-v to high stlS- dt:pLh I;(•j1-ih;lih, LO frost. rrl•atrr I ! ac-l.inn; tunr=.r•t';l t.c ll) 1.h:!n G(1 j j ti 1 rspir! 111.1-m i:!ciu s. I ..l)ili(.y; In;r ,.I) plod- ! rtalr ~Ilrinh-~\rrtl ~ l . • ;,,.t ~•t11 1:11. i ;ti n1. c►nj.a- I I'11nr-_-- '•'I•rt' lii,~ll stc::r=•E)lil=il- i~le. tc) fruAt nc{.lnn; 1llr~:;1•lal.l' to illl)il- ':!lilt(..; low l.1: Itlod- crntv shrink-swell ! pot.r'lll.ial; Sat.111':11-ed ir. N'illt(•1-:1Ild sllrin". -tin!i1•ra.b.- Lo .c•ry high T ll!r. ~;t~c rpl.il)ilit.}' to ( !r(~:!I. nc'Lllllr~ nrn,lf'I'- :1II•lv sim. 1.o \•I'1'1' . LII In1u11•r:1I.,. ~1!t'llll:-x11't:ll pnll'll- 1 ! L*,:Il - satltrated ill 1 1 SPI.1!114. Not s:rLa- E I'nn-----_i `'odt•latl• Lo .vrv hi-h ble. + sllsrc•pt.ibilil.t• 11) frost, 1 nctin►l; moct(•ral.v Lo ! slnw pcrinc.abilit.v; moderate to high shrink-swell potcn- = Cood below surface laver. P;~ccllcr: I Sli"llt to 110 suscepti- j bilil-y to frost nctior moderate to very rapid permeability; low shrink-swell potential. 1 k 1 ^.rm ponds i Dikes o: lc\•cc; r cscrvoir arcs Low .-nn ility; ~ Mod(:ratc to scllliperviul!S to ! nioderat.cIv Impervious I rapid perme- whcn cola- j ahilitt•. lmded; low to I tnoc'.rr:►t.r. ~ht'lll1;-filS'ri! ' pc)Lr:tt.i:►E. J=Inr sl:►!li:i; . ...oderate t•0 very SVI Ili rapid permc- inlj!I rrur!: abilit.\=. whell ed; lmv 1.0 mod- ini. I,n11' fi1:t1 •lii►-; i..,_ 1~•r•ttll, tll llt r\ :01:. .:1 c• iodcrai ell' { CU1111):1Ctl:i1' 1(1:1' ~!~\1' 11c1'!:!t'- ! t•!) 111(1(:(•r:lil' ::1)11:t.\•, i. 1 1'11; lllli In 1Iir1(1- 1`!':1{1• y:1•:':l=f:- :11t1'{i tn•:••I:te:its soils 1•r:lc k tarn _ ~tlC:'at('i'' Sloe' ii very slow ! -If•Ytill':II11I1t.}=, j lt•1oflornit• .:t,dcrat•c to I il.\ ; ill!imr\ iu1!: ~ltl\•: pcI•trlc- a hell cni!Ipact•- bilit}•. crl; modorate to i high shrill(:- swell potc:!i.ial. ! Moderate SLlail- { ,-.odcratc to itr; pervious :,cry rapid whell co-n- i per:ncaaility. pacted; lo:. shrink-swell potential. ' ! 6 l lip r SPOKANE, COUNTS, WASHINGTON 93 :'n1lrrlt('. oJ.oi&c-cont.intlcd `oil fc•:tt.llres alfcctit,,--C(lnt.iu11crl Farm poncds- collti1111e d l ]•;nlh:ulkrncnt "'err low %livar ! sixt-itgUt; rr-mi- 1u•n•in is Lo iln- l)rrt•inlls tnc~rl c•nttlpac:lell; illc- dillill e(llllllr(ISS- illiliL}•; I.ow P .t.:tl)ilit.t. I • i ,f,w she:ir strrl): i It ; ,•+•ulita•r~•i..,t., I.. rnn►11ar.1(•(I; tilip::h1. 1:111111r1•r•Sil)dlitF; low stahilil-I Ij , t \'crr Iow shear vinlis wheal (.0111- pacu.(l; moclc•rnte 1'0 hi-Il eolnprc~:-'- ihilil.v; nlncl4-ral(: sl.ahildtr; cracks t~'•,:n Ilr y. Very lo\. shear ' st•rru;;t.h; 11111)11•. viotts wile,11 cor11- pactr(1; Inedimn compressihilil\•; it•r; coils, crack whim (Irt'. 1 I Very low Slivar cl•ren~l.h; inlpc:•. violls whell coon. llade(I; nl(•(litim to high compressibil- itv; nlnclerate Stability. soil ctac~s whets clrr. i ] Ti;;ll sh(arstren;;th; pervious when compacted; slight cunlptti'ssillil il.~•; moderate sl.a- Ililitp• 1 1 A.''rici ll L111•:11 I clraina~c : 3rri-,..roll \loclc:1•:11-e to \dn(lrr:tlr. ill- llloth. •a1,0N, Ia41- rnlv.- rapid permc- nln(11-rat4: :ts)ilil.r. \1;111-iinlrlin i 11:,,1,•1•;1.,. 1-,1 1 ~ `.i•..L..-:,1.• 1,. Iirrif11•a{,11il.Y. ! rallill inLaL4: 1t rni,:; timi14•r. alt: t1-:tLt•r- I lu+iclin;; c•a- ll:1cit..•. Alndc a l! to Mot:vral,(:iv slow pc•rnic- 1;1.111' ilt tt•in- trr and . :Ilri('t'al.l• to i 11:11!{(•1•:11(•11' slaw intake r itc; t•c•rt• 11,11tding ca. itarit~•. 1 1 sl: Lo vcrV slu:\. pe1•mc.. 1 nbilit•v; sah: I 1;11•(1' 111 I \'fo(lcrate to slo\r permc- al)ilit.r. Moderate to \-cry rapid pr•rlneal)ilil.y. Mcifict•alrlr slov.. 1'0 slm\• i t.alal rat(:; v 1•ry 111,!1 atl:t'-linl(llll': capncit.t=. Siol': illL:tl. raL(•; v(.-i- v high t\•al.rr holflin, ra- p:tciL}•. Jw:pirl int.:tke rttc; moder- atr, to loth IV:tkrr-holr.linr, cap; ci l.y. Tcrm,cciz (livusions ],ntt rt:ist.at:rr, I.n crosioll: 11141111-1•:Itt• to r11ntlr1-:1-w t• :41)1111.•:. t{ \1-•t+. ' t :1rt:11i1~:)OS:11 I AV:11•ri-ways Tratiicahilily , Low r(:sisfanc•e to Mm!vr:::t• .1-l Very low clic-ar c:rosi(n1; Ino(1- latltic•rat.c•i slrrng;l.h; lots real.(: tr:llrr- rnpitd p,•rnt1-- load-carr Mier hnl[lin" c•:1pav- i -Illilil+:: c:allacilx; ,1:1-; 1-4 +~4•(.;tl.lfll! , , :':It, :t n(!- = InUlll'!':11[: to clifiirltlt• to r•!:,if•d•: 1•:1)6(1 i nulrlc:r;ttr!t. (:.Ialai~h 1-~rc•t:l. wa'.vi- 1)(:lcdill". ! 1';111111 pernic- oll I )r:l'-0011 ::ld):lf ahilll•\•. sill. !nail). ; fit.".11•I•:,i,• ,•,•.:i. t ~ ,~I,.,i,•4:,1,• ,.,•:..:I. '1 I. ~ 1;1-., r.,,\\• ~It,•:,r• .1,,.. ' i r.. ,•1.,:,1,.14, : :.:1-•„i :,I I. :111,1 II 111411 Siml : Illod.-I•- 1 till 4r!r1a1.1 \\';114 1'• i 14,'1 1l), :,:t!i ; I I':11.4: 1.11 Ill~h at40 In %'I•rt• h11141ilu! l-;t- 1 I141)(d1•ra:'. I 111;111 •I--i1!`1•1 Itllf P361•}•: 1.1-111.1•:1- : al; t'-il~•lydirl~ t:al)acii.~'; InU(I. al)ili'+:. t t.iml rlil!icult, to t c:'Im.f.: . 1. erAc t0 vt:ly c•st-ablish (:.Nc:el)t rapid prl•in(:- oil Elnilca silt. abililx. 111;111. , ~•forlvrnlt ~ `11)dvratr r'1-siNt:• ;.n Vvr.t• low sltr: tt• all(-I: i.41 1`lo. i :1111:1: t•o rrc►sinn; :::t>(d1 a;: \ ! st.rcllrth 1110ci. Sion: Ilm der. j VIT hi-Il tC t( I .-d ' t: I t.(1 lo\v ah Ln 1!1(1/!( I' llliltlill'' (:a11;,,~- t 11111:vi 1(I:Ui-Cal'1'y'lll~; al-vi v slot.. it.r; (:xr~•11i. for ' li+-ll ;.']1111-dt0r1-l <:a11nc il.r; nlor.l- l)f;l'ill,:Id411:t.t'. rrnk- Lo mod. t sln rir . t 1••14.1;- :t;a11 aL, ,d i:1- eraLrlt• slow ti(l)t Iiillit::,ll. L11 :1111:.1•. ._:s,d Iu•r•nu~altilil.y. lfocl1-ra;1• r(:<i::t; i \lnrlr,ratc rcaict- ~,in,!(•;•._;.r.. alley Ln ("o- allcl: l.o r•rosloll: ~1t1t1 si0ri; 111111, 1 v(:ry hig"h water- -10\1 ^1..21e• atCl}' S' I holding cal):lC nhii:: +.'t•'\• • \'1'I''' s!4):'. ;1(•1- \',`:;1'i{lLlbl! , .:iii • ntrcl!)ilit.. !;.1111 c:a~~• t0 ;lOdr!iir, c;. cstal)li h. ;)acit t < ;tlt s rat (.I,. i:. . ~;1t•i1+.~ Afoclc:rat(: anrr. to GI•n- Slnll; Illnrlrl'• aLt: L(1 Aott• pernienhil;LY. MocdenvLe m isl,- aucc t.o V1.0- -C to vrry r:ti)ifl ll(•rine- f4l,iliLy . l f odvratc: 1-rsiSL- a11(x to crosintl; \•rry hi-ll wab.-r-holding capa(:iIx v(Trl at.ic►It fairiv cas", 1.0 cst•ahlish. ..!:fulcra( rmist- anre to erosion; innrlrrtttc to low Water-holding Ir,li4,,, Ililli,:ull. Lu t_•(t-Lbli.lt till vt:r}• xtnny lowit, fairlt• c•tsy oil other soils. Slow nf.rnle- :(1)1111 very high i:::Lcr• i holding Ca. Lt' i p: Lei Mutlerat•e i0 erv -pi[1 perils allilit.}'; :rlocicrate to 1-w %val-r- 144,1,1ilig I:n - pncit.y. I V( I-V lot( shear i Sirerl"Lll; mod. crate. loarl- enrrrill ca- i pacii.r; mocl- 1 cratc•Iv slow to vcCv dolt' permc:thility. V(:1-%• low cllc•ar st:reng0i; mod. (late loaci- carl.\'lll;; C:t- paCitl•; 1)10(1. crat(: to slew prrnl(':tl)iliLV. Nigh shear strength; high load-carrylIlg capacity; mod(mfl-v Ln v ry ritil!,I permeability. 1., 7 i lul►'na; (1111', 111In g'Ini' 111111:1 it, iiiivr!ilitial lours; fr.tv T v1•ry liar 1:nurrt!Lin11::; n1:111.1-:11 (1111; 1;,1;). 1.111111• 1,1- 1.111% A 1 iI„I'I::t 111, xvlwon Il m!:('., 1'ItTl~ft`r '(1'11111 x ;!ctrl; r;t.yish brown Lo dm-k ln•g111•rt. '.l,'li(,A~,' lioriic►n is .;raN•isll ht•oNvii to daxc brown or is mottled both Colons. Thi- horizon is 4- to 11. 1nclies thick. The texture of the Bet- horizoll 1•:tnrres from lie-ax- silt 10:11`1 to light ilLy c1:1N, loam. 1-c«• to common, black to light-brown (dry) colic retlOils are Present 1I1 -tile saild fr;v;'Llon. Ill )laces small basalt fra,tnellt:s occur throt.ln.ltaal: the. Profile. Laboratory data ill the subsection "Chemical all(! Plivsi- cal Properties of Soils" show an increase 111 base Saturation, all increase ill free iron, and a decre;Lse in acidity with, trom :ill of tallest indmate move-mont of h;1st:, :i id iron the uliper hart of Hic. profile. The sh-mvp (lecrease in clay ill talc A2 hori7.oll :and the Increase be-low the :V20 indi- c:ltc that cl:l1~ ha, becil removed 8.0111 the :\1 an(l deposited Clog. Cla1• films in mil horizons below the. _h2 are. e•i- ence of thl,. No dmibt some clay lies form(A In place 111 the 132t horizons. Tim imi-vent:l c. or (J:1V i4 111*1- l to a dclptlt of ? itlchcs. iti Viral lend., t n Ow V0IIr-h,.,:o!I i hat t.ltr reeman soils. lilac the N--(,z feet(, -m(l ld.r:lyd.m. ioT ied in k1)"Irent material that was (l.'-p site(! in lax(` S Oti (,r loll.- po.1•iods.'a110 ;flat fair. nlatel•1:11 in 1114t lowvl: la;cl i.Z; A'ct• old. The c:ttl~on-llitro,clt r;ttiO in Ili(' I'rl•otilc t;t1~~:: iht~d ICI rather flarrov...1hoilt 1:1, bccanse the snillph. trams taken ill :L IC-1141N-M-ed field. I Illdoiibtcd11v the nd iii is much Nrider, m-obablr -.1hollf. 25. ill via.-ill :ire:Ls. '.I'lte Sf t m;1.11w., ill the lioriml ilidicatcs Outt (,he soil )i-ml-r.:•`4m1I Shrinks and swells appreci:li~l~- ,rit•h change ill molsture content. Strippill or colloidal maktri;11 111 Percol fill ,rarer accollnts fol. the Clc:tn 111illeval i :Llns (ill pe(l sli1•faces ill flit :V "nd 1. hog.-izon;. c 1)c r toil soils ;are silnila.r to i11c 1+1.00;11:111 soils ill 111.•'Zoll:11-loll and evidl,ltl-.o (l1- SnII ilvv( opillenf•• ~t:ll•tlf`I11 !:1111; 1:11.1 !111 111.1'1:.1,11, '1•fl,•1• 11.1'1111`,1 Illlllf`I' 1•;1:;:ti 1`1'W,'Inl 111111 :11111 ;Ill 111111 111111, 1.111' <111•I.11.11 1;I ;•1•I• 11':1:1 faint.!: oil (1ti h f(it Llthse s(ttls t(1 Ins 111::1-.1`11 'it !.lm Al'(1111suil 0111(11-: h1d, 01'11;:1OIt Ilas (161111(.11 t hl' % 1Il r •:wv 1a 1•('l• h, stloh all estcilt. that: tiler 1011• .111T elassi!ird as ois. CARU., 111,1'.1') fii;1,lES The I; or i0id series is in the jT(l:llf sllhol•dc~r. I. division of l:he Alfisol order. Profile. of (;ancvltl silix ola.l• loam. ('114-i1•al-ed. 2.1 milns west n•f imic•.I:ion (if oi(i Pidotlsc~ 'I ri h- way :1.11 d Spa li,le117:l et•lt• Rend af.:I.poin1.50 ro(•t.soltilI of 5lrln rte 1\';L1•t,i•1y 1,oad, in til~a/.LSI'%1/1N111'~~I s(,c.30 '.l.`' ~T., .rt•.11~1- r., . i, r..- ~ . Apl-0 to I/•_• inch. mixc(1 dirk ;raYish-hrmyn (.10Y .4/'?) Ind brown (7.:11r, 5/4) silty May loam, wer}• dnrk brown (1011"' and (lark brown !when moist; stmil , very fine, rrnmilar structure; Inns(, when dry, friabir whrn Inglis!, sl i(•I;Y :11141 plastic whe11 tw(`t: ahnn• dint rontz; n(1ul.ral (1111: G-G) ; altrnpt, smooth bonn]- :try. 0 1.11 1 ilWit tlli('t;. ap^-;. in(:h to S in(-lies, predomillantly dark ;grayish-brown (10YR 111/2) silty vin, lnam, with some bt•mwit (7.:11"' :,/•I), vory dark gmyish brown (IOYR, and dnrk brown (7.:118 d!:.) .when moist: strong. very fine n nd fine, ~-rannlnr struct11re; wc►•y hared wheat ilty, firm 1whe11 moist, sticky :in(] plasl.ic when vrct: abundalit ru)ts; many very till(- linres; thin, nearly c(nitiminns r•lay films nn dark-brown p(ads; ncntral (l1II: C.G) ; abrupt, smooth boundary. 7 to 11 inches thick. I,°t-S to ^:1 inches. ,brown (7.:;)"R 5/4) silty clay, tiara: brown (7. ;1R •I/,*.) whcit nmist-. moderate, medium, hris- ma•tic structure that brealis to ,tron„ tine, angular 1 .SPOKAN=E COUNITY) WASHINGTON 119 1►l01•1:,1• sh-li •I:tlrc; very hard 1011'11 dry, 111-111 t1•holt imomi.. vvry -.!:duty :uul rl•rv i laslic whvii trot; plvnll- r,ll rnn1.N : Innny very Brio` 1111/111111• Itnr1`11 ; 1.11111, r:•`11Untt- r.u•:. In,1 1i 11111, am Iwvl r1,....... 111:.•1'111 it 11,1 lnrre-P lii:••ri tellh ,(u111tid ; (:,11111111111, tine ( t 141 _1 111111.), 111:111; 111:11- rctinn~t; fey;, chain, minernl grains pit ped faces; ncti,r::i (p1I, G.-S) ; clear, „lawy boundary. 10 to 40 inches thick. r.',R-''3 to 21) Mlles, light yellow ish-bt•n11•lt (1(111`. G/-:) silty cl:ly 10.1111, yellowish brown (101;I, 5/4) whin ::mist; innderate, modimu, pri,-tllatic structure Umt 111-1-11;s to moderate, lille Ind ntediuln, :tn 111:tr hlocky s-'-ucturr,; very ltargl whert dry, firm when moist, sticky nlndl plas- tic wilt`ll wet; few roots; malty, \-Cry line, tub-::i- Ind int(!I•,.,.,titinl pores; thin and moderately thici;, n(_arly coutii iris clny films oil noel face and in boats: com- moll clean mineral ;rains oil ped faces; felt', ve-- fine (lt`ss•than.1. min.).Ittadz cont•retioils; pods disia,c;;rate ill 1wnter; ncntral (PIT. G.S) ; clear, wavy brmidary. •1 Lo S in:dil•s thick. to 4S inches, light yellnrvish-hro wn (1018 G;":1) ii-lit silty Clay loam, yellowish brown (1018 i/=') wholt ml►ist; mncdernte, fine, and Inedinrlt, prismatic striletnre that brenks to strop„ wr:•y title and fine. :n-tllnr hineky structtn•e; wt`ry linrll when dry, very I`:-:n when moist, sl icl;y Hitt] plnstir whell wet: ftm. 1-1111,: ; :uany, wrly tilw. t.nbitllr and interstil•iIl pnres; rn:n:nntl• thin an,l moderately Ihin1;. cnnUminus rl:i;: 'i::tts on lu'tl f.:iros and in whitlar llnir< 17.:,YR fey, f n(% (1, to min.). 11tn 1-l: rnmeretions ; 111:11v.. :m tchy, bla(•k shlitts on peas; gtrivil pods snrlell b:::. ;rmailt stable, in wales. and ro sli.-IMN• hHttle wl:(:: m`il-r.il (PIT. 7.3) : ;;t•adual, wavy bnnnd:i:- . 121 to ::o illvlly. thick. to (:f) incites 11;;111 yelinwish-hrnwil ~i(i's';; G/•t) Itr.1 wN. silt lnntn, yellnwisil brmylt (101r, : l when Innis!:: modernte. medium. prismatic shr,ct::i c that hrenks to moderate. li11r, ind inedimn. In_•u::,; illncky h-tlchire ; very hard wlimi fal'l', firin moist, sr sti(1;y rind plastic Mimi wet; fon• root's : cn:nmon, rev} fine. tnbplar anti many, wer; fine. pores ; innrlorntelr thiel:. enntiminus (:lay fil-n.: nn some perl I•aces Intl in bll;nlar llnt•es: fww, Into, :I:acs; con- (•1-1`1 inns : (01111111111 111:1(•1; slaills (alt ilt'il fart` : I:•C s1:11•l1` 111 \l•nlvr 11111• nro sof11`I• 111:111 111 :i;e .1-1111'1%1111 1-11.,,1•,1 ; 1,••111 1-111 11111- : " 1 '1.1111 1-11)(11- of I ho ;1. horizon v.-Ilt'll ill ;.4 ilmy "o brk 1 10•'11I.'11. VI.1.1' dork 'i:`•11 I1;11-%\I!. 111•,"wil, Ili' ,°1 IiI11lk lir);l•n. Tn plaevs, Ism soil grnrivc: to a m lssive loaill C` llori•ron at, a depth of nboill: =1• feet. 'rile ';22e ':Ori7011 11,1s the Characteristics of a venkly developc(l CAPHIISON s1,r.Ir,~ L`ile. ISMI scl•ics is in Out \rroll suborder. r: (iiyisioil of ;,11 'Mollisol order. Profile or-- Carl•isott moral w:; loam, c ll;:il•ai:cd, rio I'cet north of 1-(ission Ave-ime ant; `11-11G feet ~rest of its intersection with lf(lltnr l'%'-(la.(l in Sr7/,L Sr1/,'t, sAIT,1. sec. 1.0, T. 2-5 N.) r.; ITT. NI. _111-0 to G inelicc, wer}r dnri,- -rnyisb-brown (1011"' ,-I.twc`lly Inlrit, Marl: (101:1, 2/1) when mnls:: lnoder- atc, fbie. granninr structure: slightly hard !when (arc, very friallh! wheII Moist, sligild • sticky Intl sli^iitly Illastie when "'wet: ahm►d.int roots; porn s; sli,htly a( ill (1)II: G.2) ; alimpt, smooth im i&m. G to 10 -inches '1•1lick. A.1-Go to 1; inches, similnr to above, hill: ranilles Ire fin, and metlinin and the acidity is p1'T: G.'1 ; dear, w:i v bound- :try. l'n 1u inclt~s third;. _ la -1:. M 27 inches, (lark ,ravish-brown (101'1'1. • /21) very gr:belly lonm. (lark brown (1(11:1::./►) w".C , moist; massive or weal;, mcdinm, summit ular -bloc:;% stme- turv; slightly bard whet dry, friable Mr'.icn ;hoist, sli"11Uy sticky and sli:htly plastic when we-.: plentiful roots; porous; neutral (PIT: G.7) ; elea:, !wavy bmin lacy. a to 1C inches thick. 1 SOIL SURVEY l:2-27 to 3:5) inches, brown (JOY116 very ; ra:•elly loath, ' (lark brown (101.11when moist; massive or wca?c, suhanrular blocky strnClurc; hard when dry, friable when moist, slightly slick% aitcl slightly plastie wheli Nvet; plentiful moots; porous: neutral (pll. G.-S) ; clear, tt. hclnndar•y. G to 1:.' inches thick. C,L-.115 Lo -14 ilwhes. pale-htowit (10YR very r:It•e?lS• harts, (I:Irk •1►rotvil (JOYR -1/9.) whell moist; nlas~itc; hard wheii dry, friable when moist, slightly -sticky and im;i- plastic when trot; plentiful roots; Pert porotis; nent:al Jill; 7.2) ; gradual, wavy boundary. G to 1:: hivites thick. C_s.l to GO inches ; , multicolored .-raltite and rlirarl,z sa-ml, gravel and Cobblestones. The A horizon, w hell moist, ran es from blade to verb- h lr1•own in color. The texture, lnay be gravolly files d.j lolllll, vr;ll'll]iIf lonlll, or !!'rll.i'plllr :lilt l(lillll. 1.11 1 ar•t, front :.'n to t,(; 1111rc(nf. of Ihro, A. horizon c onsitils o ..Alldr-1filly:1 11,1' ::141111'::, Thl, nill,'11111. 4117 ^"1'11t•4'i 131' •'00i010i0' l(~s 111 1.11013 horizon ran t:.s frone'i0 (011:0 lv recut., '-rile r of die, I30 horizon ra.ll cs from (1-ark brow 11 to dark ellow:..gh brown. Sand, mr.,wel, and cobblestones - lcraly occur ai; a depth of 0 to ►5 incltcs. GU."NlinRl; SI:TL11•:S The. GIc111-oce. serict.,;, is in I.hr. \c11•nll silluwde.l•, :ti dit•i.itltt tl:e Mollisol order. I'rofil( of Givill•ose silt fonnl, (.1111 i- eti, :t0 feet cast: or. Ili.( Rock ill \11`111NAV11\TI:1/.1_ scr:. ,1...2.,. N., r.. -l•:; 11.. AV. M.- .%:--0 to C. inches, (lark-,ray (101.11 •I/1) silt loam, black (10YR VI) when moist; weals. Zinc, piaty struc:titr,, Ind tine granolas- structure; sli-fitly hark -when dry. very rriablr• witm1 movist, sli,:fitly slir•1;}• niul sli::hllt• 111.1:ai•• 11'111.11 1t•••I : 11loll 111111ol 1-11..1•:; 110•:111-111 11111„ 4:14'1 r, stnllu( It 1111111141:11,3'. •1 111S i114•lic•s I.llir•I;. Io 1:: i11c•ltc•s, 11:11.1; gnt.yish41rowii (1(11'12 •I •'21 sill linim, 111:11-k (Illti'li 16) 11'111,11 11111i:e111111A.., 1Cr•:Ilt, 1111'tlilllll, when atoist, "lightly steel'.( and slightly plastic tnce:t C0.1-se. prisittntiC stt•nChlrr : sli~litly hard t1► hard lrhr-1: , slightly sticky and :.ql?:;Istly pias- d1,y, -firm wheat moist tie %%-]tell wet; plentiful roots; many vary 1lne pores; ; fee:, very thin twiny alms in pores; nentrn) (PIT, G.7) -raw. t1•nvy •hmi idary. 1) to ]•1 inelivs thick. H71.2'1-`'-1 to a1 iilehrs, pale-htolrn (JOYIt G/21) loam, dark lat• struc:turt: ; sligiltl;.• 11:3(11 when dry, revs friable -•e1,; abttticl:tut roots; :natty very Tina pores; itcutr l (pi-Is G.C) ;clear, 11•a1•y boundary. GO itteltes t?ti4:k. _:._-13 to `,:I incltcs, pale-brown (]01'It G/ti) silt haul, :tc,I:• leant: (1:11-1Z brown ll(11T: 3/:.l will.-I] :noist; wen?:. brown (]OYR 4/3) -when moist; moderate, medinm. prismatic structure; hard when dry. lirin when (Hoist.. sli;aitly dicky Intl sli -0hrly l,lastie when wet; vIeutifnl roots: 111.111.• vary lisle pores; thin, nearly continuous. cl:ly films in pores-, voinnioll. ell-all n,inrr:ll ;;1:•lilts oil fracture planes; nentrnl (pTTs G.ti) ; ;rodual, wary 1 bomidary. S-to 33 inchra thick. i 1!11.3 It-41 to C3 inches, pale-brown (]0YR G/3) Imin. clarlc brown (10YR 4/3) when moist; wclk, mcdinin, pris- matic struettlrc; hnrd when dry. Ili-in when moist- slightly stielcy Ind sli;;litly plastic when fret; few rot3G•s; ninny very -line pores; few thin clay films in pores; occasimia1 ;;ravel; slig=htly acid (llT-L G.:,) gradiial, wavy boundary. 20 to 110 inches thick. IT('1-12 to 12 inches -1-, brown (1.01'11 5/3) Imam, dark brown (10)"ll, 5/::) Mimi Illoist; 1111"sire; sliTlttlt~ 11.11.11 whe.lt i dry, friable when moist., slightly stiOzy :old slirhlly 1►i:tstic when wet: no roots; many very free pores; slightly acid (ells G.5). The Al 11011inn 1•an~~~ from Unck to very dads brown her. hoist aald from 10 to 111 inches in thickness. In tit ace-;; if is gravlally or stony-. Tlie. te. tllrcof i:hc B horizon •vl~•-~ from silt loam orloarn to light silty clad= lo.-till. Ili arly continuous -or continuous clay filins are pres- 9 cut; in t.Ite B, horizon, mainly ill tubular and iiltcl:5titia.l pores. I' rrnn 5 "to `?:i pen.-c'llt of the lower 13 horizon mall rolltii5t of ~i1at~rl and strlncs. G 111+;1:N I:T,U 11'I4' ~F,IZ i 1.S I'hc Grr.cn 111till• serles is in thc: Ouhrq l: suborder, a (11VIsion of (,he Inceptisol order. Profile of Cirreell l~lu(I: silt 10:111). cliltivatcd,1.50 rest Sonl.h of Lhe northeast corner of section ?0 and GO feet Nvest of I-lie cell er of Sands I:oad 111. NNE sec. 20, T. 27 N., 1Z. Ei- W.lf.- :1p-0 in 7 inches, -.rnyish-brown (10YR -5/2) silt loans, very darIc ;;ravish hrnwn (101-R when moist; well:, fill(-, -rounlar struc•turv-, sli-fin • hard wheat dry, very rl.i:lbic• wheel moist, sli;;ltl.ly sticky :Intl sli;;ittly pl:txtir, 11.111,11 1r1•I . Jill-ill Hill rilills; slightl,l• ;II•id (Ill IT. (i,•1) ; abrupt, teary b111u1d:11•y, •1 In ` ?11ches Iltirlc. I' i T 100 19 inriles, 10:111•-111•11wo ( 1111' it 1:; Gill: 1n:11n, (1:11.1c I.r•1►t•11 1 Itll' li 4/:11 t, 111.11 r►1..;:I, ; a 1.1111, 1.1111r:i0•, 1111:1- jiriii4: str11cturt:; sIE;;lllly h:trr! %vht'11 dry, very fri:lhIC whc•il moist, slightly stir:)c}• ar.c: sli~,lttlt plastid when Avet.; plentiful roots; many very rme pora.; few, 111edium, (arlc-bro-•u (i.i►1'IL ;/t innist) mottles; one irrr-,ttlor. wavy. aarlc-brown Iln:ic? 1 ineli thielc : sli-ohtly :14•id (Jill; Is. -I) ; Tladnal, wa' Ito liflary S to 12 hiches rhiek. T:2-.:1 t11 ittows, ver3• hale iii-own (;OYP,. 7/n) silt loam, browlt (10YR lvhr•11 mois, ; u•rak. medium, pris- ntatie stmel.nre; hard when tart. friable when moist, sli~,htly stielcy'Illd slightly plastic when wet; plentiful r1►11ts; many very fine pore; cn:untnn, medium, dnrk- browii (7.51'IL 4/4 molt) :tto`tlcs: one dnt•k-brown, irre-Vdar, wavy lima al►n1:1 _ inc•1► tliicl:; neutral (1111,. G.G) ; gradual, wary boil:td:lr;:. 12 to 30 inches I h i4•lc, 111 In bu•b1,!:, vory 11:111, 11111~t':t r illl li 7/::) 1'r•I { 11111, :;.111113• telnu1, Irr,owll r 1111'1.:.;::, 1:111.11 11 If 01:d 111-a:;lr1•; slig,litly hard t1•hc•1t Lary. very irinloh. 1t•bc•ll looisl, 11r►11- ::I i1•I; ti, 111111 11n11111ua1 i4• %1'111.11 slit! ; 1111.111 Hill rt1c11;i ; mll It}' %•ert liar bores; comninlt, t11edii:::i. bark-broth (7.:01'IL -1/•I liloist) mottles; slirh;iy :acid (pT•T; G.:5) ; clear, N•:ivy hmtndary. G to ]2 inches 02--:1,1 In 511 hiehes, very palc brown (iCYN. T/a) gravelly silt In:ini, brolvil (10YR -5/3) whoa moist; massive; hard (;lion dry, firm when innist.sticky Ind slightly i11:1Ftie when Nvel•; plel:tifttI :-Jots; Inally very fine 11n1'C~; Cn1t1111021, lacdium, -browli (7.5Y nlnist) mottles; slightly acid (I1 I: G.;,) ; ;radunl, wary boundary. fi to inches thick. Ca-71O In (i•; inches -1-, pale-yellow (2.,•1-R 7/4) gr11•elly silt 111:1 n1, olive brown ('?.:31.12 -1/4) hell hoist: 111:1sire : 1mrd -when dry, firth when i-oist, slightly sticky :Intl Slightly plastic wllcli wet; pee."Itifnl roots; many -fine prn•es; common, nlctliutn. dark-l,rown (7. ;YR 4/4 Illhist) mottles; slightly acid (1)1.1; G.5). 3.0 -Lo ^_0 -f inches thick. '.rite: A horizon, lrhcll moist, is dark itrown to very dart: :1.1•ish brown. The textllrc of the r horizon is silt loam or loam. Tllin, discontinuous clay ;Ines are present in placas. 1•rottling of the 132 horir.0n rang-C-3 from faint to distiller-. Ill places this soil overlies laminated lake sedi- mcllts at a depth less than r feet. As nluell as GO percent of I:hc lolver C horizon lnav consist of (ri•avd, cobblestones, a.nll si olle4. 11.1t;1~;~ `11:IZll:S The TTn1rren :;cries is in Ow. 01-fund suborder, a division of tho Spodosol order. Pro('ilc of Harrell sand~• lonm in Woodland 200 feet west :l.nd 2,100 fee,. north of junction of Drdar Iioad a.nd 1ATest. Aforl-and r•oaci. in \'I;1/,JNNE1/,,: sec. Ir. 2S NT., r,.. r~~ ~ W, M.- 42 J/• inches to 0, very dart; grayish-brown (10YR 3/3), loose, pat•Uy decomposed or,-Mnic litter of needles, leaves, and twigs; (111-1. 5.9). 1 1 ' HYDROLOGY 1 i 1 1 1 I J 1 1 1 1 1 1 8z I BARKER R dl MEADOWVIEW .RANCH ESTATES II SW. 1/4, SEC. 20, T259 R45 HAHN ENGINEERING 'Am a" CLARA HEPTON MEADOWVIEIN RANCH ESTATES yffu NORT.B tvez3 D DrnsioN DRWN ern K° 9-1-94 1 OF 1 sroxvl, WA. 99208 S. 1505 BARKER RD. CAD ME (608) 467-1660 CHECKED °Yi K0 SPOKANE, WA 99016 rtz (600) 487-StdO APPROM 1M n, BASIN MAP wE~e,4s 1 -1 1 ' BASIN A 1 l-k-Prr,u I mF ?rte viEta E~77?TEJ low- 5wll=~ L-% Al' 1w%PEF✓toUS ~U(?F)-GL FT LD/045, -T7 //N 7c X4-5 EC-) o,,,- /y = 1 L~ 3 Fr Nt79.(~2 C~EL~ R • , G s i J O C L, "-p-0 rn C 2 -,(1- 6 1 CD TO t5 ' AtPi~ t :2, GueG ) z ens tmPE~.. 5v2rr=%c ° Zo3_'--~' =i 2,0 l AaE9 Zed[) W W W W W W N N N NCC _C14 ~c+c ~cQ rrn Nrr t®< t T) 2r41 ~j 14C-,` : (;206 l?EQU+2EW E1,1Ts) S Fh Z --L v 10 r=r~yy-) cv2►^~ o~_ - ITT 3-~3I..o f0 •CU 2>✓ o P.L."I1~4: 1~ 1 It&49 O rT x 20 Fr = -3 q C) r I 20Q, f`~r2t ~4 2EQ'~ = 303 r~ ,2 C) 5To fZin- = 151.6-FT3 02 rte To G(2- % O ? 3c~. `=sue = f le) 6 pT J. 0 r T _ &,Z, IO 127-G FT' 20' I \ a I ` ; ~ ~ ~2o ran C2 ~T ~ fi 1 1 . 1 L1 _ i_ To c~ 2r~ os~r=~.t ~~..►c, /a-T 3-t ~5 ~r`x~~,-. S ~c.t qTH FT x 18.5 rr = IgZZ Fr~ o i 4 L 1mpL 2vlov±> :su z. = 535 S F ova AILEP, Q.EQ D = qL C FT L Boa Vor_ fZ do- 223.Z:~;- FT 12 rg.~ C _ NEpm,&-/ I rf)I:A V1/=LAJ E5ne7m-j 14)0,- AI N N N N ~ W W W W W W W N N N 000 u1 O O ~ N ANC' r N A N N N .j i Q-E A, O~ErLL-P .--I c, FLVu-) _ 0 r ► JLO P4E 676 _ ► ! b v~ =it> = Z, I ! r tit 1H rL -DU a 'DO f.7Z cry U uc~ ;-YPL:;- ~ ,W ,~R~w c ►_L~ s 2ft~ ` ( a`,s7 X85 a rt \ _ 70 2 r;-<< `7 56 4 OP. 7o 12 ~wr ~S FT i - F. 13 2- F7 A 7-68, -3 c3 ' BO)MSTR I r%lG ME THOO (TEN YEAR STOR 11)1 DES IGN) PROJE rT: i~,1Er.D0~►~/~IIE~h! DETENTION BASIN DESIGN BASIN: A PEVIEV'f ER: I'-JAG NUi~iB ER Oi= DR ENE LLS R R0PC;e:', c u CAA, i E : 31- Aucl -94 1 Single (type r.) 1 Double (t flee B) Total Area (cmIc.) (see H1) 3.226 Ti me of Conc. (talc.) (see H 1) 11.40 Composke "C" (calc.) (see H 1) lJ. G, " r Time of Conc. (nii n) 11.40 A racy (Ac R- --:4) C' Fa&to r 0.25 Im pertisious Area (scl. 'it.) 18201.4 V o I u n ie F rchfi+,~:-: ci 7~ O u-tI Icnfr (rfS) 1.3 A ray. * C' Fa&or 0. ca2 # 1 #2 #4 #5 , to # 7 Ti me Time 1 men =it;l I nr. I nc. 0 cIcjf. V in *V out Stomgq f r) in.) (sec.) t cf (c>,. ft.) (cu. ft.) cu. ft.) (#1 ) i;A.l ; *#B) (Outf. *#2) #5 - .a~6) 11.40 61C,33. 1~ 0 2. 11 1. 1575 9 CE 9. rfi~ se. i 310 F J r N ` 10 r. w 1 1. 812-1, it 46 Ell 7 r. 0j, 15 1.4 1 1170 s 20 12,100 1. 45 1. 1@ 1 EP, J 1560 25 150 0. 99 1;1)9 195-10 -241 30 600,0 1. C.4 O.S.6 1723 2:340 -0-17 210 I4 1 is 0 2!'-'0 - locri 40 24+~I0 ^ CI. E ct. Ui 1 ~9 1~t J Mr. -1;'~ ' 45 2700 0. t 0. 6-0. 11769 ,510 - 17, 41 50 3COQ 10.E 0.55 1~1 3.9:10 2100 55 3 Isd0 0.!3? 184 4290 - 244! E,0 .00 a0 0.631 0. 9.) 1 T.15 462,0 - V-715 05 89D0 0. 60- 0.49 2M2 1 51710 - ra*49 70 4200 0. 56 0.4f 2095 5460 - 3365 75 4500 0.55 0.46 2160 5350 - 8690 ' 80 4E00 0.5 ► 0.43 2174 624. 0 -4066 85 5) 100 0.52 0.422 22'60 0^530 - 4370 90 5400 0.50 0.41 2295 : 7020 41 25 95 5700 0.49 0.40 2369 7 410 -5041 1 co 60.10 0. , 0. 24;:.-2 79 ) 0 - SM2 DRAINAGE PONCE C ALCU L .TIO 'S Reclu ireci cl rass•.r s~tn-aie l)on cistoracle -=naI u n ie 3 = I mpeMous Area x.5 i n.a` 12 i n At. _ 7 58 cu. ft. G remsy sston a bond kclu nie 1~rcR~ ud = 758 cu. ft. W 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DR)'01.0!9- LL I = EQUI PE MENT S - , C, YEAR DES,- IGN STORM rAu irri u rn s:r r ge rrxI ui ;Acl lay, e tos An 9 - Nu n1l)ar a n c I nil P Of D nr~~~~ is RP- c I u irecI = 0.u . ft. 1 Single 1 Double % 1 s r, i . T INIE OF ONCENT RATI ON (m in utps) Tc aeeriancl TC (,gutter; AreRS Ct = O.-IS v 0. rjj 1J. CID L1(A ) = 560 Z _ U N(A) = 0.4 B = 0 0. cc, 1"I. CID S(n. t = 0. iJ~ r n = 0 ID. 4D C1. CI D CO 0. CC" Tc A = 11.40 0 C=. 0j 0. ~.~D t r r : N. -f ~ „omr- ~,1, N(B) _ r, I Ck .-r- l = 11.4CJ _ 0- Tcitut.) - 11.40 Tc (B) = 0.0 I rrb--- nsit _ '2. 1 Tr_. (to tal j= T c (care clan c1) + T c (c i u tterj Tr eriancl ~ - Ct*(L1 ~ 0.6) ' 0.6 L _ Le ri!~ h of 0k.-griand Flax N' _ ► 6C.'bcn face r of ovedancI f Itxef (.4 fo r i:•tj-e a~,e = ass C.f Ei = ?o.racje slot , of takee flan cI ;I If COX T+-~ (!j- utter) = Ln nth (ft. eIcc&V t-PsGc 6i) B = B ottom voi,1h of cutter or di :h Z1 = i mee f-sp- d cf Jss slope one Of r_I+tr h Z-! = i me P- rr-.a---4 of crass sit o 1) e to n- of clitch cI = clepth of floes- in gu#*ler (esti mate, check e;Ar, ;ate Nwith Ebel) Aray = clT+cl " W JZ1+ cj 'WettecI perinieter = R'kI+(1)b in litn (1TZ1;)+ Vsin (atn(11221)) F- td cau lie. Racli us - R = Ara lVllettrk:We d mete r ' Velocity = 1.4c'6101, '.6677*s ^ .5 FIr-w = Ve I o c ity *A. re a n = 0.016 for asphalt s = longitudinal slope of gutter 1 2~,rc = ~`J t~ i L S t Z' ~1 C7 J ~PE) A2-E - 77.0 r~ N N N HF~H W W W W W W N N N T - a S a , 3~ R Lo ~ra Coa ncrev er C4 rA ` $ 1 4 i r ~vJ l4 L L ~ Z Q~'~ ?off, 1~~? = 3a3 FT DoT 9 Q j o o - L.c-f 8 LOA, L F :6tZ 30 3 FT-) r c 71 N N N F H F W W W W W W N N N O O O N O O ~N r N ~ mar A r A nnn C. 14e.pm t 0444KI /r A/6. 1AJO. ~Stw~ r ~IZI~.IU `BUJ ~.Lt✓ ~3 I I ~V 1-' J~ W !ZEQ, fl 2,o !a> _ L! 5 FT --o 1 F 16 1 N N N ►-~W W W W W W W _ x "I N N N O O O Ln00 ~r C4 MI, rev rirri rrr c. -D2r+I,j A6-7 c= : ( Coan., CUT- CAL-C---s) A, Sw~ 1 Q = 2. C> r 5 ~ V AM P COA J D ✓t PtZ 5 fy. 1=~ Ut ~C ~ Ir..::C T i V r ~ ~ ' d - .682-) Cr:~ 4 = , 055 lj W W w www SiS Ln 'n~ 00o I ~f00 C%q aaa nnr crcvN c I i t i 1 r~,r,•. ~ v s t= l7VLA1"G(5• ( CL.)'2r3 C-1 L'pL_CS. e>J ~:5 .,~j P,~ 6-tll / fokP ► t: AJ 7 ,-,1PC- r2✓I6J-~ Sv2rr!!:-0 = 5 ~~~1 i Z Lta m i Z. L4- to C?C;ji- i~~..: 01~~- pA 651 1 z% x- t.7 to { L,4 = _r USE t I - 3. z 210 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BASIN B C. OF P WLa w W w w ~%n LA 000 N O O N -Nr raa NNN /5 i i t i -T, A 2V1ov c:2,_~?c L C ~L r_• ti t Fe-0,M C Lt L4 - 's L TD I CL) CC, 0 z x mil'-' 0 Z J w ~ fr P 'E 2 \1 i o v~ ; U ie F A-c .,cu y?-G OPEN.=s` c~ 1-7(p , S x Za j- rAAvn C2 20 ti- j ~0 0 r~ CT u 1 o Tys Y1~ c~ L L~; 5 Y~ 1_ ~i Z. 1 ,2o 8 20 -FT D~ - a N N N F-H1~ W W W W W W aaa N N N 0°o°o ~n H N N rncv •e ~c C. kp 17 e-,q > A4 A 6 cl-- ' ~~14S1~J r Gf^-~, r o v C- i- t f T_ 7 c 1-76 F-7 J Stj io,~c 131 = ALA - az = I-7 'S - ~l 20 F -T 3 21~r- r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BOWSTR I NG ME THOD (TEN YEAR STOR rA DES IGN) PROJE CT: MEA,DOMIEW DETENTION BASIN DESIGN BASIN: B REVIEWER: KIVIG NUMB ER OF DR E LLS P R OPOSE D DATE: 12- M&V- 94 1 Single (ty pe A.) 0 Double (tVpe B) Total Area (talc.) (see H 1) 0.23 Ti me of Conc. (calc.) (see H 1) 5.00 Combo ske'C" (calc.) (see H 1) 0.90 Ti nee of Conc. (mi n) S. C10 Area (Acres) 0.31 C' Fact, r 0.9 Im pervious Area ( sq. ft.) 1(yj72 Volu me P rosfided 42y) O utflow (cfs) 0.3 Area ~ r" Factor 0.21 #1 #2 #3 #4 #5 #6 #7 Ti me Time I me nsit/ Q deer. V in V out ,Storarle I nc. I nc. (min.) (sec.) (i n. jh r.) (ds) (cu. ft.) (cu. ft.) (cu. ft.) (#11"60) (A YC V3) (Outf. *#2) (#!5 -#6) 5.00 3CO. CO 3.13 0.66 266 90.00 176 5 3C.o 3.18 0.66 266 90 1.6 10 6CC.t 2.24 0.47 327 190 147 15 900 1.77 0.37 360 270 99 20 1 alo 1.45 0. 30 3. 360 32 25 1500 1.21 0.25 4 C03 450 - 47 30 1 BG0 1.04 0.22 411 540 -129 35 2100 0.91 0.19 417 630 -213 40 2400 0. a?- 0.17 4 27 723 - 45 2700 0.74 0.15 431 810 - 3r 9 50 3000 0.68 0.14 4~ 9C0 -461 55 330 0.64 0.13 453 990 -537 60 3600 0.61 0.13 469 1080 -611 65 3900 0.60 0.12 499 1170 -671 70 4200 0.59 0.12 519 1260 -741 75 4500 0.56 0.12 536 1350 -814 80 4800 0.5-3 0.11 540 1440 -900 85 5100 0.52 0.11 562 1530 -968 90 5400 0.50 0.10 572 1620 -1048 95 5 700 0.49 0.10 591 1710 -1119 100 6000 0.48 0.10 6CG 1800 -1191 DRAINAGE POND CALCULATIONS Rer_Iu ired g mssy svrale pon d stor acp vol u me = I mpervious area x.5 i 0 12 i n A. = Grassy wwale piond volume pr ovicled = 23 420 cu. ft. 420 cu. ft. z DRYVVE LL R EQUI RE MENT S - 10 YEAR DES IGN STOR M W>im u m storage required lly Bomrstrin g = 176 cu. ft. Nu mber a ncl type of D npoc-4 Is Ref_lu irmcl = 1 nclle 0 Double i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ~ T IME OF CONCENT RATI ON (m in utes ) Tc (mv- rand) Tc (gutber) A reas "r" 0.15 L2 = 4C6 0 . 3 0. .90 Z1 = 3. 0-3 . CID C'. CCU L1 _ 0 = 50 0.0D 0. ~J N(A) = 0.4 R = 0 0.0C 0. Co S(A) = 0 n = 0.016 0.00 0.~J~J 0.0194 0.00 0. Co Tc (A) _ 0. COD cl = 0.115 0. Co 0. ~J Total A Comp . "'or1117 L1(B) = 4 Tr (gu) _ 3.61 0. 23 0. XJ N(B) _ 0 Tc(A+ B) _ 0. W" S(B) _ 0 O = 0*1 *A= 0.66 Tc(tot.) = 5.00 G(est) _ 0.66 Tc (B) _ 0.0 1 ntp nsi~j = 8.13 Tc (toil) = Tc (aue flan cl) + Tc (gutber) Tc (wedancl) = Offt(L1'"Nr,'0.5)'0, 6) CI=0.15 L1 = L.e nrlth of Overland Flo x N = friction facto r of ove Hand flour (.4 b r was fade g rass crrifer) S = average slope of Dfe clan cl flm-v Tc (gutter) = Len nth (ft. eloclty (ft.J§ec. V60 B = E othm iM clth of gutter or clkh ?1 = i r rje r-se of cross slope on e of clitc:h Z2 = i rrve rrse of cross slope taro of ditch r_I = depth of flow in clutter (esti mate, check estimate wirth F iouw) Area = dIS+d'V2I(Z1+Z2) Wetbec11)eHnietter = B ItI+ ( Vs- in rgL tn (1!?1) 11sin (atn(1/2'.2) Flycl rRu lic Racli us = R = kr ea letted Pe ri merbe r Velocity = 1.4861n*R '.b677*s^ .5 F lo. = Velocity *A rea n = 0.0 16 for asphalt s = longitudinal slope of gutter 26 W W W W W W Lri 0 v: coo LM 0 0 N ' ^r~ aca c+~ r r Neq C4 8 I ~ Cv2 10 5E ~5 ~ O t ' ' Si- 0 1-01 Q C~ I i-i Swr~~~ L 6, s~ Zy t N to 1A iY W W 1 =aa 000 H O O o~Q N Cl C+ C4 r f ®n r 1 i i p , Li-) t7-, d A- -Dre-4 A6 a : (Coat-, CUT CY1 LC5. ~ - L ~1 I Y r^ `1l LC--3,ZS lJ.~;= I CU l'~r >P O i- J Of.J J:it:t_ V.SE Z cu{;r 'mot%Jp ot= Z 01V ~ s -7 Lke- SG s_ 5 6 w1.4 Lt= ~ r U cF% 70 - 6v.) L- G- -a2.57 67 L; 1 _ ~~..o t= Z '7 17~ P 12 C -f-, i /I- ~061 71 o r 3 ` cr==Lr~ 1 1 I ' BASIN C 1 1 1 1 1 1 1 1 1 1 1 1 1 ~ e _ /t -T ~ C of vs of L pT 1 , W W W .l .~i / j ~L1G1 cc~ / G l /I = s = l .267 1.1 07. f a in Ln in 000 ~r in 00 C4 C~ C4 C4 o L o-T ? O A I z 8;z l fs1= 7- 5 i= T'J SG i f ! L;) _ X0 . O 5 1 a r r= c_ l~~r' -7 I 6Za co t) J f I I • I to0V► H H H W W W W IY LLJ N4AN 000 v1 O O N n c ~vv nrn N N n 420 4 D r t= e7 e G - 3 1 Cr . i t VlNN ~ H H WuiW W urW 2 T T N N N O O O vfOO ~r C4 r aa~ rriri N N n e C. -D"2r-*I,-/AL 6 (,208 2oob w E-13 T6 t, / C 5ujr-,,LL C3 Cf 71f - r 2G YvA v e 3 o P c A] l.tif C-~ "!f G 5 e1 c C2 All- j7 4 25 c c-!-7 F(,?-Ovvt C12- 7a W12 -2 0 1 - 5w- C C~ ~ 20 rvt C j (Z 6 6 PEAJ I A4 C~ ►C Z ~ D i o CL)aG opex"NC$ e ~I to z rLt 2t0 a - X19 0 51= ,Z o $ S-To 2>~- 57 - :1 oq . S r-7 3 1 FV 10 N N N ~~i11 W W W W W W i x A. N N N coo 6100 N cca rrr c+ n r ' Z l® ~ `r2 cQ'I Z = 12 . 0 vV-~ t f. r =t7 1 = Z . J C= 1 G Z ~r ~ t0 0 Ul51 ~~lC-, j i yPE TJf? uJc ~ Try 5~~~--CSC ~Q L1 = Co7C~ 'Q Tn P- 0 2-6 8 Sra(Z?A UtF- quo c~ 7- a3.o r:T 3 CZ 15-6,6 F-0 C 3 = 1 z~. Fr 3 C q = /09. 5 T3 or~L = 677 .q F13 3~ 1 1 I 1 1 1 1 1 1 BOwSTR I NG ME THOD (TEN YEAR STOR M DES IGN) PROJECT: MEADOWVIEW DETENTION BASIN DESIGN BASIN: C REVIEWER : K MG NUMB ER OF DMAIVE LLS P ROPOSE D DATE : 28-Aug-QA 1 Single (type A.) 4 Double (type B) Total Area (c alc.) (see H 1) 4.25 Ti me a f Conc. (calc.) (see H 1) 12.14 Composite "C" (caic.) (see H 1) 1.80 Ti me of Conc. (mi n) 12.14 Area (Ar re s) 0.25 C' Facto r 1.8 Im pervious Area (scl. ft.) 16260 Volume P rovid-3d 677.9 0 utflovr (cfs) 0.3 A rest * (,4' Factor 0.45 #1 #2 #3 #4 #5 #6 #7 Ti me Time I ntie nsity 0 clgf. V in V out ~,'t0wje I nc. Inc. (m in.) (sec.) (i n.1h r.) (cfs) (cu. ft.) (cu. ft.) (cu. ft.) (#1 MM) (ABC: *#3) (Outf. *#2) (#!5-#6) 12.14 726.24 2.04 0.92 894 217.87 676 5 300 10 609 15 900 20 1200 25 1500 34 1894 35 2140 40 2400 45 2700 50 55 3004 3304 60 3600 65 70 3900 4200 75 4500 80 4860 ' 85 5144 90 5440 ' 95• 5700 100 6{7{}4 3.15 1.43 575 96 485 2.24 1.81 814 189 630 1.77 0.9D 914 270 644 1.45 0.65 944 3w 584 1.21 0.54 951 450 541 1.04 8.47 953 544 418 9.91 8.41 961 630 331 0. G2 0.37 977 720 257 0.74 0.33 981 810 171 0. Epj 4.31 994 940 94 0.64 0.29 1022 990 32 0.61. 4.27 1956 1080 - 24 0.60 0.27 1120 1170 - 50 0.58. 0.25 1161 12154 - 99 0.56 0.25 1196 1350 -154 0.53 0.24 12+04 1440 -236 4.522 0.23 1251 15030 - 2'79 0.54 0.23 1271 1620 -349 0.49 0.22 1311 1710 -399 0.48 0.22 1349 1300 -451 DRAINAGE POND CALCULATIONS Reclu irecl 9 rassy s-umle pon d stomT vol u me, = I mpervious Area x.5 i n.! 12 i n M. = 678 cu. ft. Grassy smIe pond volume prvviclecl = 6T7".9 cu. ft. 3 DRYOE LL R EQUI RE MENT S 10 YEAR DES IGN STOR M NhAni u m stocRge required by Bourn g _ Nu niber a nd tVpe of D npod Is Requ ired = 1 1 1 . 1 1 1 1 1 1 } ~ 676 cu. ft. 1 Si n9le 4 Double TIME OF CONCENTRATION (minutes) Tc (overland) Tc (gutter's Ct = 4.15 L1= 1 75 ' Z1 _ 3.03 L1 (A) = 450 z2 - 50 N(A) = 0.4 B = 4 S(A) = 0.0218 n = 0.016 s = 0.018 Tc (A) = 14.66 cl = 0.131 L1(B) = 4 Tc (gu) = 1.44 N(B) = 0 Tc(A+B) = 10.66 S(B) _ 0 Tc(tot.) = 12.10 To (B) = 0.4 1 me nsitr = 2.04 Tc (t:) tat) = Tc (mp- d a n r. 1) + Tc (guttp- r) Tc (crti,,eriancl) = Ct*(L1 *f~~ 0.5~ „ 4.6) . 0.15 L1 = Len th of Overland Flow N = friction fiicb r of o-updanr_I fIm-r (.4 fo r ate rage g rass cover) S = averarge slope of or edanci Im-Y Tc (gutter) = Len gth (ft. )/Velocity (ft.lsec. Y60 B = Bottom Wclth of gutter or ciitc-h Z1 = i rrup rse of cross slope one of ditch Z2 = i moe rae of cross slope brro of ditch cl = depth of flour in gutter (estimate, check estimRte with Flour) Area = d1B+cl ^Z2jZ1+T2) "Netted perimeter = 8 Nl+ (1)s in (AM (1fZ1) 11sin (atn(12 4)) cl rau lic Racli us = R = Area ffletted Pe ri mete r 'velocity = 1.486)n*R ^ .667*s ^.S r F low = Velocity*A ma n = 0.016 fo r as phatt l s = longitucli nfd slope of gutter A feas too% 0.26 1.80 0.00 0. cri 0.00 0. C0 0.00 4.00 4.44 0.44 0.00 0. co 0.00 0.0~J Total A Comb 0.25 1.80 Q=C*l*A.= 0.32 Q(est) = 0. 9 21 N N N u~i u~+ w W W W N N N c o o Nao N N d 11 aa NN!'! N N N F ®n 1- c rn A / lv\n r- . n., . > : i • , I ~'~.sx 7 4 I 1-f l~ .~i /wit l/, 7L 2 1,~.I r; C, r ~~w ~C 51 z! ,~~1 C~ ) A-i L~ C1 2LQ~o zoo► = s~~ L o 7- .d I Ir ► Coof-- S ~ LoT 10 / 17, C S w 1': t~ C Z ~cc o Zv ~2t►~ = 31 4,. v Sr L. oT L.o-r 9 LOT 10 ' Lo i 1 Z 1 L o r~' : 1 A V3 N as U8 ~ .1 W W tii W W s:, i C O O W) 00 _ cv _rr per C; Cn neq N s tDizAI1 j r S ; CSwnLC Tip j_O7 Lo r f \ r \1. s_ ScwY-~`L ~ tzC = i5 ~C 17 n 5c-, 7, 65. Sw~L,L Cam( ;z Cl Co JaT LcT ~ ~ 1 1.a SF N N N H 1~ H 4i w W SY%a W N N N 000 ' L~ O O N CC'Q N N N N N N ~F W A L- `t.-.. C TV', PE r o U '-9 Z, Q-'3-762. ,`5'cr~_ / Z7 dl i L. - 5 , o ' (J ~t z cur G~ DCo P :s -57 i i r L YL Va i x-I A 67 : C C u 2 f3 C v T CA LC----.) LC C3 2V) c 05 -t~u p-r p(- = 3^57. S 5 r 77Z /L ;SLG ~C 2 DE to o7 L4 USA Cv E) ~~JP ~ tam= Swy~~c= C4 ~n^~.~2Vr0L)S Suat► y' cZ = 2102 sr %5 G%v ~~~;2 ~~rL X- Swp~ ~ S c 2 G v 2f3 D YZ.G P S ~r- ► D wig Gi-1 35 1 1 1 N N N W W W W W W x N N N N 0 ~ r N N 4tt aac 17 C4 C4 C4 (4 1 1 1 I 1 1 1 1 1 1 f 3? 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BASIN D -'D2p> >j AC C ~wg eEa u i 2 %z-- v-;-, r1,-l-r:s~ -e) a51'0 -D L-10 'x y 3.5 S i- ST` Ca- ot43•(o io %~nG ►~c:~;,t:.~. ~ 77.18 22 Cl :!T tLer~ r ry r i~1 J rte! LU~Z~^ OP`.~1~1h ~ l15Z = 1 J l. x 3 f~ = 3 3 s 2E Pte- ►.Q r 0 p' ~~g 'STo0- r /4L/. FT-° .r N N N r- W W W W W W N N N coo N O O rN rNe mar r r N N N N N N G - Sw r~c~t. ~3 1 v~r~~ ~VlD U 1 5()P-F-Ae.e -6,q r t[.EC : rr2o VVI G v OPc 1JMJ 6, ~2, 1 ; S 2- L4 J 027 ~x 30 7 , S. F. ,?o 8 = Z30 5;- Zo 9 S~ r y i = 115 FT 3 5 vi R L t p ,-l 'o4 QV! o 5 5u Tz- i= n-c 'Pieovv, Cu~z~3 oPL,~,1,\j C7 2+Ll Cvti2~3 0Q( AjilQe, 3 fi 3to 12 ' x 30' = 2-7 F_ 2oc6 A2cA 0- a'o - 230 's 2-08 STOar}c, c = 1 15 FT 3 t-f r t prom I t/~lt ~r~ nom, r A-)\,/ l Pt 51 i2V1dU5 SU2FAe- N N N H 1~ H W W W W W W r(LQYv\ OPCNIN4 G✓ 3 r3C N N N N o o Dr TrtC (~2J J L'C f r f 3' -7 -N~ C C Ct . ~n~ = ic5'. 3~ x 3D = ;ICoI ~a 5 ~TZ) e)a c7 L - 1 3 t. 7 r~ 3 F i N N N F 1~ W W W W W W x N N N 000 NOO r C`! r CVqa r r 17 Cr N Cv C`1 N Cr Q /0 774 • ' TG = IZ•53 w~,~~J -y = Z,Ov Q 10 = Z, ` 0 c F5 U Z 'JPL C -D (ZvU)c= Lz_5 1 7-M5 7D:.,4L"76 ~cQ'r~ - 9G ! ~ tZEO'C 67L-> r,- F in La 5 ?o is "S -r-7 ,26 S ?b w.fzC~ z D2- = Z 5~ . 3 FV 'D 3 ! 16 FT3 'D { = j 15 .F-' DS 131,-7 Ff3 I OTC C_ = /0 8 3..$ =1 3 =F3 BOWSTR I NG ME THOD (TEN YEAR STOR M DES IGN) PROJE CT: MEADOMIEW DETENTION BASIN DESIGN BASIN: D I ;EVIEV,fER : V,1`AG NUMB ER OF DRNME LLS P ROPOSE D DATE: 13- May- 94 0 Single (b/pe A.) 2 Double (type B) Total Area (talc.) (see H 1) 0.25 Ti me of Conc. (talc.) (see H 1) 12.53 Composite "C" (caic.) (see H 1) 4.80 Ti me of Conc. (mi n) 12.53 Area (Acres) 3.25 C' Facto r Im pervious Area (scl. ft.) 4.8 26009.6 Volume P ror,; icW_ cl 1083.8 O utflour (cfs) 2 Area * C' Factor 1. #1 #2 #3 #4 #5 #6 #7 Ti me Time I ntie nsit/ O elev. V in V out Storrac e nc. Inc. (m in.) (sec.) (I njh r.) (ds) ( cu. ft.) (cu. ft.) (cu. ft.) (#1 YOD) (AYC *#3) (Ouft. *#2) (#5 -#6) 12.53 751.83 2.00 2.43 2420 1503.66 917 5 300 3.18 3.82 1534 600 9334 10 600 2.24 2.69 2161 1200 961 15 900 1.77 2.12 2455 1900 655 20 1233 1.45 1.74 2533 2433 133 25 1 500 1.21 1.45 2549 3383 - 451 30 1900 1.34 1.25 2565 3600 -1035 35 2100 0.91 1.09 2572 4200 -1623 40 2400 0.82 0.98 2613 4000 -218.7 45 2700 0.74 0.89 2625 5400 - 27 7 5 50 3000 0.68 0.82 2657 6000 - X43 55 3300 0.64 3.77 2731 6600 - 3869 60 3600 0.61 l 0. *3 2822 7200 -43.78 65 3940 0.60 0. 72 2992 7800 -4808 70 4 200 0.58 0.70 3101 8400 -5299 75 45<a0 0.56 0.67 3196 9000 - 5804 84 4800 0.53 0.64 32155 9600 -6385 85 5100 0.52 0.62 3842 10200 -6858 90 5433 3.53 0.60 3393 10803 -7407 95 5704 0.49 4.59 3502 11400 -7898 100 ° 6000 0.48 0.58 3603 12000 -8397 DRAINAGE POND CALCULATIONS Reclu irecl g rassy swale pon cl stomW vol u me = I mpervious area x.5 i nJ 1 2 i n 1`ft. = 1084 cu. ft. G mssy skivale pond t,-olu me pronriclecl = 1033.8 cu. ft. DR IE LL R EQUI RE MENT S - 10 YEAR DES IGN STOR M fl1h)ani u ni storage recl ui redby Bovrrstrin J = Nu niter a ncl type of D npoel Is Reclu ired = 1 e .J 46 961 cu. ft. 0 Si n9le 2 Double 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TIME OF CONCENTRATION (minutes) Tc (cranedancl) Tc (gutter) Ct = 0.15 L2 = Z1 = L1(~.y = 450 Z2 = N(A) = 0.4 B = S(A) = 0.0194 n = s = Tc (A) = 11.04 cl = L1(°) = 3 Tc ( gu j = N(B) = 6 Tc(.A.+ B) _ S(B) = o Tc(tot.) _ Tc (B) = 0.0 I rrbe nsitf = A reas "f,; 237 0.25 4.80 0.16 6. cri o. 0 33.3 0.00 0. 00 0 0.00 0.00 0.016 6.40 0.00 0.0148 o. co 0.00 0.233 0.00 0.00 Total A Comp lice 1.4-9 o. 2a A. e 11.64 0 Cl *A.= 2.40 12.53 O(est j = 2.4 2.00 Tc (toil) = Tc (criye clan cl) + Tc (gutter) Tc ( overland I = Ct*( L1 *Nro " 0.5) "0.6) Ct = 0.15 L1 = Length of Overland Flom N = friction facto r of overland flo x (.4 fo r wv-Lm rage g rass caverj S = average slope of ove clan ci flow Tc (gutterj = Len c)th (ft. elrclty (ft.~.,ec. YOD B = B otbm W clth of gutter or clibch Z1 = i rrk&m rse cf crass slopQ on Q of clinch Z2 = i ni+e rse of cross slope boo of Glitch cl = delorth of flow i n gutter (Asti mate, check esti mate with Flow) A rea = d1113 +r_I ^ ZQ jZ1 +22) Wetfiecl perimeter = B *cl+ (11§ in (atn (1 fZ1) 1/sin (atn(1 fz))) Hyd rau lie. Racli us = R = Area Jetted Pe d mete r Velocity = 1.486in*R .6b7*s ^ .5 F Im = Velocity *A ma n = 0.0 16 fo r asphalt s = longitudinal slope of cutter r VfH1N H H N W W W W W W xxx to N N 000 - v1 O O -r ' ~rV aaa 077 C H N N N N 0 ~Q 6w LLB -D 1 ZEQ't7 20O 13 2q.v 5 cuter, L./~=c.ic / - U ~ I I I ~ I -SET- A5io Lo. i . 'Sir Ru c~ < ~r3 ~ W ~-arlt to' sLr D Sw A S ~ Zc = I 0 x Za .CO - rJ W ~ L L~ /~tl~ S~ Q 51 'l i N N N W W W W W W N N N 000 N O O ~N ~rr vcc ev e i cv C4 n N ~c 1 s - S w,4-L c ~ 3 L 3Z ' R/~ L sir ~T~Z• ~ 5• a fI 1 .z SrZE - X`qo g m / :5F) 14 V { i~ 0 5 w Si u~ = 5 x ~23~ ti s=~ E t e e a- W W W W W W xxx N N N 000 N O O N N N N NNN ~a J V- 6 67 E (5wIlc~ L67 ~5 tZ~ ) - 5wtv uF ~QD ~wl~}LC H~~r-~ = 2~3.~~ 5F L?i'f ZZ ~ 1, I I dl--l to N V1 F; 1- ~ W W W W W W N N Nf O O O MY O O rNQ r r r N N N N N C C ~rj- s , ~D~r'~i (Comer co-r CA 1-U YSS ~j~ALtr -D1 Q = Z. Ct=~ SL.) mP CONOt-iD/,f 17E~°- ~L t fZL© C~2(v cup-- L) '3 L4 5L.3 r:~- L- e --l->-z - 17L 5 ~vicv~ f=s=~= r r.,Y 2 1 - 32`2co 67 u7- S d l~l 5 E z ~v cr= S o f ~2 L- Ale, - . - Qom- ,97 3 ~t G 01 G F 5 I"i~+-S 5 L: ~ f ~3 w I= C.: ~ 1 5-P C 5 77-7 1 t -De-A-Ix146c - CuV- rz, CuT cAL,C5.) 1 ►~nPE2~/1lsU S ~uY2r~C~ _ ~7~a L7 .5 F. 2'2,o ,07 Z- L4 - 3. i S U-))93- Lt_ 'D J WwPG-7(Zv ) 5 SURrGGL = Z7~U 5F CEP y. t-I ~o x - S~- d '-r::7rl G-1 ' 7rzf~~tirr~~- t~ cu rLr~ cL) Tl IJWI'~LL ~S . F rN- N Yvi PE 2 i G-U 5U 2r ~4-L L = 3) C~ S j= - ► W W W W W W N N N ° - Q = !31CQ, J~-l ~SZ~~X3,~~~.`l - , z/ GFS n00 ~r cRt ~D ~?vi tC=2 ~J~OPG= rrH J D C _ J Spokane County Engineers N. 811 Jefferson 456-3600 Spokane, 'JUA 99201 TYPICAL SECTION DATA Roaclwayhalfwicith ENTER--> 20 Road Name ENTER--> 8TH AVE. Left or Right ENTER--> RIGHT CurA Type ?'(PE B COUNTY motion Intenatl ENTER-- > 50 31-Aug -94 09:11 PM TATIdP1 CENTER LIME ELEVATION °d, SLOPE CENTER- UNE EDGE FA'VEMENT ELEVATION DIET. 0-.4- T0 EJP 04 SLOPE CJL TO EDGE PAVE EDGE FAL'EMEN '~5 :~LOPE QIST FROM EDGE PAfM TO CURB MINIMUM Curb EL. t-4.5°,6 from E1P + CURB HGT) MfJCIfdUM Curb EL. (-2% FROM E1F' + CURB HGT) ELECT ED ELEV Edge Pave. m Gutter Design °k GRADE op Curb °g Grade 0.00 2081.15 50.00 2080.97 0. 36 2080.74 9,60 -2.40 416 1.48 10.40 2080.12 2080.95 2080.95 -1.97 - 100.00 2081.89 1.84 2081.96 10.80 0.65 2.44 9.20 2082.00 20°2.19 2082.00 -4.48 2.151- 150.00 2023.06 2. 09 2083.14 9.30 0.02 2.40 10.20 2053.13 2023.35 2023.23 -3.39 2.46 200.00 2034.04 1.96 2083.96 10.30 -0.75 1.64 9.70 2083.98 2083.18 2084.04 -3.72 , 1.62 250.00 2084.27 0.46 20334.33 10A0 0.70 0?6 10.00 2084.34 2084.56 2084.34 624. 0.60 300.00 2084.40 0.26 2084.30 9.80 -1.02 -0.03 10.20 2084.29 2054.51 2084.50 -2.13 0.32 350.00 2044.53 0.26 20E4.51 9.50 -0.27 0.42 10.50 2084.49 2024.72 2084.66 -2.61 0.32 400.00 2084.7 0.;34 2084.63 8.60 -0.78 11.25 11.40 2084.57 2084.82 20184.82 -2.00 0.32 450.00 2084.97 0.54 2094.94 8.70 -0.34 0.61 11.30 2084.88 2085.13 2085.04 -2.91 0.41 500.00 2085.22 0:50 2085.07 8.60 -1.74 0.26 11.40 2085.01 2085.26 2085.26 -1.99 0.44 550.00 2085.48 0.52 2085.40 9.10 -0.88 0.66 10.90 2085.36 2085.60 2085.48 -3.27 0.44 600.00 2085.74 0.52 2085.72 9.00 -0.22 0.64 11.00 2085.68 2085.92 2085.82 -3.00 0.68 650.00 2086.00 0.52 2086.07 9.30 0.75 0.70 1.70 2086.04 208G.27 2086.16 -3.21 0.68 700.110 208 6.38 0.7G 2086.30 10.00 -0.80 0.40 10A0 1086.30 2086.52 2036.50 -2.18 0. 68 Project ME4Dd5MlIEVd RANCH E STATES Job No.: Disc.No.: File Name: 3 Spokane County Engineers N. 811 Jefferson 456-3600 Spokane, WA 99201 TYPICAL SECTION DATA Roadway half width ENTER-- > 23.5 Road Name ENTER-- > BARKER ROAD Left or Right ENTER-- LEFT curb Type TYPE 6 COUNTY motion Interval ENTER- - : 50 31-Aug -94 09:15 PM n►1Of'J ENTE R LINE ELEVxTi0 P1 % SLOP E CENTER- LINE EDGE P1A'11lEMENT ELE' ATI ON D IF3"T. C:Jt TO F,? P .4 SLOPE 0, tL TO EDGE PAVE ED GE PAVEMEN .~LOPE D ISaT FROM EDGE f:1111A TO t;URD 11011NIfoUm ur h EL. (-4.50.4 1`tom EYP + c: URB HGT) MAX1I'AUM 0 ur h EL. 2°1 FROM E1P + OURS HGT) ~.;ELEGT ED ELE'sf Edge Pave. to Gutter Deq n GRADE op Curb Grade 0.00 2081.15 551.00 2081.60 0.90 20811.25 11.20 -3.12 - 12.30 2081.15 2001.42 2081.42 -2.00 - i 00.0 i f ;1104 2.53 1.86 208 2.50 11.30 - fi. 27 2.51" 12.210 2082.40 2082.67 203 2.64 -2.27 2.45 150.00 2033.10 2.10 2023.69 11.50 -0.EJ:•: .44 12.00 2083. G0 2080.81 2083.87 -2.00 2.45 900.00 2084.67 1.94 2084.50 11.30 -1.50 1.62 12.20 2084.40 2034.67 2084.67 -2.01 1.61 250.00 208 5.6 7 2.00 208-5.57 11.20 -0.89 2.14 12.30 2085.47 2085.74 2085.48 -4.44 1.61 0 20+8 7.00 2.66 2086.89 10.30 -1.02 2.64 123 i1 2086.77 2087.05 208 6.78 -4.42 2.61 350.00 2088.45 2.90 2088.38 10.80 - 0.55 98 12.70 2088.26 2088.54 208 8.28 -4.30 3.00 400.00 2090.16 3.42 2090.18 11.40 0.18 3.60 12.10 2090.09 2090.35 2090.12 -4.20 3.68 4 4.1.0 0 2091.10 2.19 2091.15 9.20 0.54 2.26 14. ,0 2090.96 2091.28 2091.28 -2.00 2.7 0 Project MEr1D45hNIM RANCHESTATE9 Job No.: 93H053A Disc.No.: File Name: i M N i i 1 1 1 1 1 MEADOWVIEW RANCH ESTATES II DRAINAGE REPORT SEPTEnER 09, 1994 Q~I.L G, ~oF~o RECEIVED °i DEC 2 1 1994 w SPOKANE COUNTY ENGINEER 0'~~• 9FQ1gT=~r~O ss~0 N A. OFFICIAL PUBLIC DOCUMENT SPOKANE COUNTY ENGINEERS OFFICE OR1 INAL PRCiJtCT n SUBMITTAL ~ Ef N TO COUNTY ENGINEER PREPARED BY: I-'_r-~1 _ `GINEERIItiGR N. 8623 DzV_S_,OR, SUITE B 1 SPOKANE wl 99208 (509) #7-1550 RECEIVED SEp 0 9 1994 SPOKANE COUNTY ENGINEER l !I X-• sG:^3'-"-~~R-'9 'st '~"c'-'_,-~`~`~'A-;1_1~ ~ - ~~•V~ -_s•~ - - ~-s-~•~• - :•-`r,~~-' _ _ _ - 7 ~ - - - ti' n ;tom _~3~T -.•~..;.,ht-:~~ :a _ -v:•+a _ _ _ -5.- _ - ~1- r~• yam- ~ •~;Gs~~ "-'S' t i. ~ '2'- _..-1.-:. y,y _ -4 •:i.'' - _ -;.i=' - ••+t•~ '~i tn:.. '~4• - rTh"'9tt a=-rs• `~`"s.~-'f+ ~ _iLt a. r ~ ~ tlPl--'`- 4-?• as • _ _ ~ .n_ y._,ti a •5 a R~ ;>••~„A rti - .•S+r ~a ~'1V- ~'r-..` ~ 'Q.y^ . rY-~i-.1.- A _ -~..~''.i .,•r ~T•'- ._a ~ _ _ •.,p? ~ ~ =EZ-24 APS~AND-.~TRANSP_ -~-.~:~.~-=~-`~_~~,--.;z _:f:r. - _ - . - r- M ORTAT.ION. 2 t • , _ ~.r :y:_ _ - ri~ _ T~_~ INY ~n..F_~ -1rC::•k~• ~~'Q~• o~j-' re ti`er:'j'_ - i•{••ti'~',s _<4~ U S ! - - r • 7- - - - :'t•-fir --t%a,•"••" _ •rc%c' _ ~ - - - _ . - _ _ ~ - - - ~ - - 31. 32 .2 Vwoft k". ?A- , ~COWAts A. CooUnuation a F32 Farms ' (mm wdlejr-, arms P T: - Am at right. S 0.+► ~ bt'' 4 - g _ o w.e• a~ " e o:.ooc 2 2 all Art = webanAm g 1 a I 5 T rieRtslty 4rt - ~ `F 7 ~ I ~ J~ p i+l.•C Att. C _ r \v- rJ on Dow Ame. a Am F C7ePO is I ' 9F- V e s M 2 iiir { C. ! I ¢ 1 O Q t\T'~ 8 1L G o v = 9 ¢ .9 c • / E P ¢ ¢ S c i• / e i e = • g Z ' ~`"t c gi FO CZ~cQ~ D! stotAn- wi u Y wa ti watasA zI vn3tx, Iwahst: ! ' P 1 n. Broad Am Y o ` j 3 I 0.tt - wenes! Art $ I wet Art BR•d Art i , { ~ ~ ~•--t ~ - 'lam 1 t!d AR ¢ • H PI GvWWArt. C Are. $ p e -d 16 .6 I a 2 a C ° c Ott S < Y 1 CbtAtWtC :9 5 e Q O ~ ~ l t P t t / i 1 ! EWh,~4 A" ¢ o i Fa to Gs+'e CJ r F euck Art f L`.! f , l _ 4in - t t i 4 ~ Or ~t Y { t _ Bakhedn ° El Aun n j tr~9 ° I d ( j \ 1 Y'ssion Ave. v v Aas Ylss,on Arc. •\9% 3 NgTMOAve. ?sat.el Atp $ •1 e~(~v SP f SIrIbAm v 3 ~I I e g~~ 8~r Att. 8°h'•'.?~a~ WA•tUr ,~e~~ Ytnl~4yt~Pl~~ _~~...i h^ i s c w Gait. CCtuse C8246 Am eoi+ar A.t. c ercmd"y Y Y Ave. A,,,A,~ Gi-eert Acres C A Post CfticB A ' a o 4P~d 9 Map Gq~tde: o 1etAta bd - r ` `'~2p J E C I w0 - Erdb► TT Y g rei: = g karlewDr. a AsP2 e t t. = UoverEale. S,yrym D`• ~ , _ y i_``~ ' 2 r, tt I ca~k_ 0" 4vt )T Art Post U etn Art. Off ice ►4 P j J I~~~-• cc %WIWZ :1 22 -r-.p f 6-k 43 ~ A . r ~J~..-.: /,'mss. s~ 'w iF ~.y~~ ~`^~.iJ ':.fir: • ~ -e i 1. ~F,' ~ 7~. ~C• w ~ 4;t, + ~t{` j~~~ .rl~e: w}~~~•.x"'w ~:f ~ ~'~;~j~~~'l^•••4},.~Ld_ :`4`^k'TR.~~~hZ~."~''f.~~-w~sia..rpt-,Af`~ `ta.^~- a 2~~ j c .~jr„ w~'' C:. r.._ _i ~ ~.l ~i~tl~• J•7 tL••~~: ~SY _•-~~~•'.~i '~t!d. .~b.l.~• ~.'vk'i'T~'VIPty~~i'"i~'+~"J3S-~~4~1~•pd~'•. ~..~~~~C7~~~~r9~~.. a _ - ~ 1 1 1 ' SOILS 1 1 1 1 1 1 1 1 1 A 1 1 1 i 1 1 1 1 i 1 1 1 1 1 t~ 1 1 1.. Sol)- C-1 :ER 76 = • ' . ~ - • res..:.;; - . - ~ f; ~ = 00 e ~ . `I - r'S t,~~-'.. ~ _ Sys: • ' r~.• W.st - t lfiko- t~ix-'c ASV - _ ~_"_js•^ . 1 20 • _ _ - ~ _ ~i -mss ~.3 i • _ 7f f `hf y,~. HSB SZE 1 v itiCj P.O . `BS B ' • -s- - 1 P sA - -t 'Bs HMA 142C\~..' HhA P.6A - i ; - - - _ •C° • ' Xis. j... ~ r,- _ ~"~v4. j. .sue ~ -•.r - i Wit-' - ` w . PsA BSB PSA t ~ SOIL SUPOVY T:1?;r,r G.-hri.cJ dcscl•i.ptinn.~ n/ sods i~•rt.cl tl:cir 1)r1)Llt h.t11t :nil 171t1nr~ iT~•;u•t•iS~li,.ct ,~f n~+il r1lt+l rtiln fP+tlll st•nlbnl :auf:u c 1 I USDA Lexturc . 1DsC DsD . ---t D': D 1 EEv EID Em n L , GaC3 G;:A G(oe Gills jGnB GpA GpB G ITC GPD 1 SLO11%, siit loan), 0 to :;0 l)C.rCc:tF slo %s. Dra oon stony silt loam, 0 to 55 per- ccnt slopes. t 111. ~ I +SimIinr ~o loam, 0 to 30 inn-cent slops_s, cares);, tila, ; Ic surf:acc layer is stony very rock (ompic:x. 20 S:) .5.5 Dr:lnnol► sill. lo:atrt7 0 I.n 1)C..:^vilt SIc7111 all pc•rce:0. slc w.! r xv.--pt Olat sic iAll to bl:cl- ! n 1< ran_ -vs f 'ntn :1) to 20 iticlic i. Rock oitt- ` { r oIT ;ncll:cl:: i;t t'-•.z r o'.11plex. 4 9 ! :•.ir):._. loam, r to 30 -Ci':iil(+(l5011 fur"necl from t 0 lV'~: j !•laCi::l larrr; anin it of vol- 1 : layrr; tl ids.- lain by ?1 to •1•t ' '~r:a~•ri Z. dCpLh :ill Lo Gal inr.bm,' , occupies 1.1 to 53 unditlatin,-, morn;nclikc topography. 3 5:3 t o GO 1':!U::: {•r sf.1111siIt, loat:T, I.o :ii} ca::.. siupc~• -5 laoik^ ac:rv Ann_a• -;;It loam, 10 1-o .5 Q•in1i1:I S: 01.4) 20 1){•rc•1•Aslopcs, {cxrc;Ti, 1i::a6 VVI-V slully 1-hroughoul•. i 0 .l';irr.... sitL loans. Mc;clillnl-~{,::f":t'rrl, ::nelrbat poorly clrailled, 0 to `?G Silt• io:u: ( S for:.l::,i I?l :lllltviltm flnm cllcar- j col: and dint:nlllt(:; dopt•h ?G Lo 41, Vvr:• nc Sandv tU 11•:::r•° - trorn Ile ar thesurf:ace 10 41 Lo 610 1:111(! 1' , . 10:1.11) _ I •-U 2h :":.:a•.:: 1 crv 1F!)IaSI(l lOtli ta) .fin f ~ Lilo - - - 1:.:•l:. - • : ~ ::f:lc{: 1::1•(:: and ;nrrli- - , fO 20 .1 X:itll!1, [711; Ipi'l:lltl f 22 f1 -1 101;?1------ S1.1'(::•{'1 •i r•1'f)r!+•{l. 1 1:•t 3;: 1:.... Dili. it.„,,1. .{1 t„ :;tl I l i~.•t' .:.•r inar~il. i i ~,ll:cil,t•+', . ~•,'niil.f,_)1L 174)14)1•• icncl 1 , 1 ir: : - !::11 c :a thlcl.Il:at•iil~ t ' C;:....... cat( cl:t.310:1:11, O to :30 .)r:cc.:t 1 ~cil (ieveloned in 10cFs, j • O to Sil; cl ~(:':('t•r•1• c:•t>tt('(i. !1;: iiT(: .'rlllfll" to 1t::1•+. + 0:2 i. _ i(1 ~i:7 I ~:ie C. -----------I s`J•it ~J 10 :+i lO:l------ Ga -n.l ell~• loam, 0 to :5 percent C:r:t\•t.il•:, )11::(11::::)-:_X1.1;rCri, s0111Clrll:at cxcrs-' (1 to 1.1 C~r1~cll1 101)11------- 5.10 :r_'S. sivelr {Im.inc;i 'ror med in ~r:1a•clly nlaci:li 1.5 10 •1.1 cr,- r;aa ells lo:)m_ CS:1°..=o:. - ravclIy lonm s to 20 vrcc:rtl. .:•oi:l a varied of acid, 4.1 to 60 SnIld, .1116 i;;nc0:a l)::rcn;• Ott nea lv lcael to tnocl- coI)bic.tolles. (11,1)0, to mixture of i sand, •,•:.:a•i, cribble.M.01►c:5 ran-cs from 1 2/1 'to 5 fect. 0:11.7 c:01; VCi P ":-.la•t:ll1' 10:1111, 0 to 3 Simiinr t-n Oni..•ison 1.'nv elly loam, except. that n to 15 \'C1'1' gravelly l0:lill pn7cellL slopes. Win Sit: fact: !:irt•: rt."-vera• ;;ravelly. . 1::) to 1,t . \ (:rr .,•.l\..cllv lo:un 44 Lo tit) sail(1, 'gravel, alts co bbIcs toil es. Carryon very stony loam, n to 20 pc: ccn t Slopes. Clenrase silt loam, 0 to .5 percent slopes. t *71-0,sc Silt loam, :i t:0?0 pcrcrllf.sir)pcs. rl^ silt lon n• 20 I.ci :10 1)'•rco:71. C. Silt loam, 30 to 5.5 pert-1.111. Similar to C::rrisolt rr.1a•(11r in:anl, except that the, mirface Inver is very Stony. Very deep, medium- extlu•ed, well-(trained soils forilled from acirl i',uL`(lus -larial till; surface t and X•nlcal►i(. ash: 4)11 7 O Lo 7? Salt in:..,---------- Gr:avcl!a• loam------- V(:ry rravclly sandy loat». Crave!------------ Silt loran)----------- 0 v F_ Sp01:ANE COUNTY) WASMINGTOV 75 r ^ lyd physical and chr7nical Trn perl ies-Co nt•i nu cd -~.OI1t:Percent•at c lJ:1SS1'i~ fit!: 'e- I i i ( Available " f Permeability water Reaction Dispersion Shrink-swcll No. 4 \o. 10 No. 200 capacity (1:5 dilution) potential t ed AASIIO (4.7 mm.) (2.0 inm.) (0.07 t ~ 1 t t 1,_ c, r S5 t•o 0 S i . to .a ~ t i to i ('0 0. 10 ~ G. i t,o G. I to mod- + ` - - iil II? ;it Ali 1 , :;F; li. ` f,► ' ;i j (l. 1'I in O. 1.1 f (i. 1 In 11. ti Low. A-? :In t„ CM a; I 2: ^.n I„ , :ft tft t ►t f,.:~ In 11. nto to O. ntl n. 11-1 f„ 0. nii C.. t Lo f.. C. 1.t,',.:: ifi•_ii-- Low. - A I----- - , 1 r .t . i i i t,-CI, A-4 t)i, t.o Intl 1)0 to .100 ! ~iC, :o J5 ~ Q. R 2. .5 1 to 0. 1 ~ to n. 20 I . 7. S to 0 j Iii t------- + Lo:r to mod- - - - - - A `1 _ i►:, Ill Inn 911 it, 1 nn 11 W, n I n l Ito 1 I n t ; 0, (1, "0 ~ ...t I.n .9 , a ; >\(,,,1 n l ! vra I V. E T,t,~: . :'t-li----- - 95 1.') 10(1 E 90 .h !1:1 .i: 'tt !N+ I II. !t, i1• t1, I1, 2{) I [i. (i iu 7. i ~•t'"'---- - i nlt,+lt :'a1, • - 95 to 1010 to Mr, , ► u I„ 11• "0 , (i to C.- I 0. -Li_ I 9:, i0 :nn + _i `v '0 10 a - if? 0. 2r) G. G to t. t 'J'' - ?Ctti(:'a:i`. E ~ , - n l 7 l t t ft -G 0- 5 0 to Ih 0' to 1t)0 ' C, o ;Y', 0.2 t.o ~ F , i, to 0. 1G 0. Co. G to 7. c.. ra o - ; _ 11 100 ,l t` C :,o 10 t'- , co ? `t0. 17 rt. C, to r.A Lnj' i!;:7. - 5 io 1Ur) . t;fi *,.o 1OC, :i-G 0. ttt L. 17 l.ct 0.20 ii. u in i.~:; oitcra:e.. A-.' G::, to S:5 -1.0 to SO- ! 3:; :0 :,t1 ~ n. S i:o 2.:, 1 !l. 12 1.0 n. 14 10 (1 (t Os L j G. (i to 7. i Mocir_t':te M G i 0 t Low. Low :1-0------ 4:, t0 fi5 ' .tn t•o 60 ( 5 io l ► t 5 2.-5 to :t, c1 r}(1 o . . (16 ( t1 (1•i to 0 . - . • 6 to 7. 3 I J1i iLow. G 5 to 35 A-1------ 10 to 20 0 G f . . . i I i , t l t • ' - A-3 30 to GO 65 ,15 t 20 to :;t) 30 to 60 to 15 n 15 5 2. 5 5 2 ta) u. 0 t.o 5. (1 0. OS to 0. 10 ! 0. OS to n. 10 ~ Co. 1 to G. G G. 6 to 7.:1 'Moderate_ ';Modc.nite--- Low. Lour. _ - o 25 to 3.5 10 to 20 t. O 1,0 . X10 1 O. 04 to O. 06 ~ G. G to 7. 3 lli;;it----- Loin. %[T,CL--_. I A-4------ I 75 to 9 1 60 to S. 0. S to 1.-) 0. 17 to 0.20 G. I to 7.3 Moderate__ Low to moderate 1 1 1 i. Uf- -1 series or type, cl map symbols Top o:. ii1(1, 1 G:- x•1:1 1 t 't jr'oon (DrC, 0006 to Not. sllit- Not Cllit- OsC. Ds D, Poor. able, able. v 0). 1 I f A. ilia (E1{3, EIr, F.1 D1. t i able . e tl 111111!ISt VIii. Io.-t111 1 t f l':!1!__._ NIti.:i1111:!- (Ein). blr.. i t I _ .cc?:pan (1•alB, + 7'c:_ Fa 83, FaC3). - 1 1 I ;:afield (Gr,C' )I v.trrison (GgA, GgB, GmB, n B). t See footnote nt end of table. 1 SOIL SURVEY ` ,%,imr•, 7.-h-trrprcttr.fion of c•nginrrring .;oil fc:ttnrl. alfrcl.il: ~t:il Gill al. lil:i)i.lt ~rl•ater 01:111 GO inullvs. \1)l. ~tlt~.a' ble. Nn'• :7tf:,- i :pct . su;ta- 1 Good below surface layer. Farm ponds ll.o:ul fill I f i-ht.'ay l+x'n t•ioll Dii;cs or lcvCrs 1 1 1 t Fair to 'Modcrate to high t Lour st.nbility; ~ oderatc to ' food- susceptibility to scmipervions; to ~ moderately frost actiolt; mod- impervious sapid perms- I ernte to ino(i{•rate1v trllen CAltl- I -ability. )•al)jd pvrmv:ui;111.',•; t)acl.c cl; lotr lt)u• to nu,cic::7;.r Ittnc'.r rai.c: shrink-swell shrink-swell potential. 1 1 polent-ini. 1 l~nn{1-----~ i fivic•::ice 11) :Itz - l T,ml ;e i.0 rcr;t' i c(•1)l.i;):1j1.t !n ;Nist• ~ ~clnil:vrviolv.: to 7rtl?id po-.-me- arl,roll; 111nr:t•:'a tl• lrl IIt11 )1•r~'intlfi :i i)ilit.V. vvrv rapid 1)r•rille- when Cg11 rict- t ahilil•} ; low ;•n mod- ed; low to 1110(- f c•ra(t• sitrink•:;rr.{l f c'1:7lr {t,~tt•:11 i:+t• r ~ ~ t.'t'll jerttt•,l{.1:11, latl(11'----.. 1(1:1'1' 1117'11 L71':t'+'itliltll- lalltt• Lllll'llil•t'T jrt!_ .+{+•t';1{Ft i+r 1 ~ it.Y t0 frost rxi.4m; pervious will•n r,~{lcr:lit l~ ` tntnirt•:ltc lc) :nl){?- clnnll:letwl: 141 tr ;ntt ltet::1{- er:1! c 't• ~l{)'.~ .)c'. nlr- to Inc)c?rrat.u )::I. x. :!!,ilii• lots r.71)ci- l <llril:i;->tr{ i! t C!'. 1• .~117'It1•, •'C'(. pot.(':Il.ial. ) 1 7, ~ t to 1'f4) 1 ?(:1'.:i;, ~i:1!)1;- ::~(r i; v-vious jrll::. ill'I•111:1 ,trn{t 1v II it 1.111111);11'I.- :)iF',t• o-a+);t ~ 1.7i; ll,t•,• 1+) inntl_ +v. 1.1111• E 1'1'llr• ,:;:t:lil:- I ;~•1'. ++t Itta. ~ •t1'. t•:t {tt.i a'It l.t:tl~ { ~tl:'lSl;i-st1'1. soils, 1'.:I{'1. when 1 I Tnnr-----~ ,•etl:il :'.Fit' (.r) :'iii? • { lt)rit'i'::ll' 1:ai,7i- : . .::ate o ' hliSl'1'i)lE:,l:: •t .r{a' ~ :1.t'; itt:ill`i•t'I(il1~ i aCti1111; tllCtt: :,1' t•U ` l.'hl::! (F11111):ICt- ":flit} Kln.r 1)t:!'t11C:'"'+•iil.l ; I cri, 1110 ({`rate to modc-l-Ac to high I 11i"11 shrink- ` shrink swell puLon- I strt'Ii potential. i Excellent- Sli"Ilt to no suscept•i- biiit•N• to fros"' action; Moderate to j rapid pclrmenbility; low shrink-st•: ell potential. Moderate stabil- ~ ::uderate to it}•; pervious vcr rapid m-llcn c0111- ac::ncal;ilit~~. pacted; low r shrink-swell { Potential. , F ! 1 i i f 1 ritir_ Tot suit- able. i r'`•.''~j1rl'1?('.r 4, •~r`; -l.iOl~i!i:llr'fl ti-~il ft•aLtn'c:S :tfrc•ctio~--~' ...::t:r:rl Farm ponaS- , Continued i A,-ricnltllral Terraces al:cl di\•eaion E l;jalrrr;ars ~r\ya~t: ciisp0c:i) iit(ti~ '~•ratliCai►ijit : I . - - t v.r\. lute shy::: 1 atrciml-li; semi- lwrvioit:; to irr.- , pt•r\•innm t:;:~t r ('rlilt )a(:l 1 diclnl r.01:::::.~`- ibilit.y:lu; sL:l1)IItl1'. ~ mlcc:ratc to moderateiv rapid pertne- :::)ilit~. 'NIndr•raht i!I- take rate; nrndt•rat•l! tr:(icr-ilnltlitt~ t•:1 pnvi; . + , ? E I ],n:r rt::ist.a):rr: Lc) rroNion: ~ modr•r:lly in 11!11111 rat.tl; r;11tid Ill•i 1 :tDiiiL`:. I ' 3t Low resisLan" 10 erosion: luocl- (•rala: wale-'- Itt►Idin~~ (:tpa(- :1-t•: \'t ;•t 1.; i.Irl!! t ) di{lir•itlt• to cwt:Jai.h rxcrta. oil 1),-:1!-onli gill. {11,111. \lodvr•akt 11•0 nuulc•ratrlt• rapid pt•rm(:- ai►ilitt ; t:lctl• t :"t! t : t) :1 I)tl- t t•ratr•ly rapid ` t\aLc•r-llt,ltlitl', i rnpacik. I ' Very low slivar mirnu-th; lour load-c.nrryitlg capacil.r: nlr)drra t to uu\dt:ratc•l\. rapid perlnc- abilit.\'. ,nlr sh' a1. till (Ir) rnnt I;uald; ~,i ;il. rntllptr•ssil) lit.: low sk1h:': i ,.i•• l„ 111-rim-:60ilil.y. { r:,l. E,. rapid iltt.akct rah-; imuli-r- at,c \I:►1t•1- I hoidill' ca- . . pac iL:. ! j I j \I-„l,•t:,!, tiitln; 1114111,•••. , ;ILr. In tl:r`' I 'r:Ijlirl ilrrl!a • I ,I, •,I,'t;,1. t-• a _ imak-rah, waive lull►lin;!yl: 1- i c; --I pal: • I ~•L:)- liott di(lic; I Lo c:sl.al)lish vxct:j);• nil Eloil(a sill 111,111• t ,•r• I.. 1wrim-abi{iL\" uuulltrat►: «•aLrr•llulclill'► i 1 1 l•rat.t: 1•o high r t:apat;iLt'• u!cltl Crate to ve- rapid prrutc:- nbllit\'. V t • e!•t• Va Ktt'):Il~tll; i:.: t•inus when p;u:tr•d 1.0 111'rl1 il►ilil.• • - ' ' sl.:ihil 1 :i.v tt '~:1! I{:. Co I'.:rlrit :aLr:1t' slot-. ')-rile. :1.:11 s:1.1.1.1- tI1 \1 •111- ,•:!tj { , N[o(1vra(.v Lo 3 ) utndc•t'.Lok, Slow intake rate vcrt• i )a,r ' -•..1 I \r.:. •S' itoiciil:_ c::t t)af'F • lo r I v r a { t r ancl: i.o t:rc:- siou:.-node:... ! .11.1• !.n ::Ir'' t• ! .t ~ aLr , .n',. - • i)' i 1►:r li ' lit)tlt•r;(I c• rt:.i.!:- ncr: t0 r rctsion , yr•t hi°h \y:lt.r 11(1 rl' 1 i ln:, c'ajta': ! 'r r; r~(•- t)!. ,ni' salt.-i-olvi-n ti s1)t•t• •~~r iir,Et tiilijr•;;11 ,',-1 t'~t•:li)lE~h. •t►dt tit l t: In tnudr t a l c'i I atotrpc r;nc'- ilil\..tr: ; i ft '•'lt •1 t., ;1•atrr :tt. r, i;1!; (*:Ic):LvlL.•, i T:1:11i':,id'(: I:1 ..:ti!.r, ;r,tt't • .~111'ilt~. Vc-rv to", h('a' a:rcnrt.11 • tltor-.- c:iatl: 1.:n lot`: ln:ul-c:lrr _ . - (ajlat'il.°: IE?' . . rrnk. to inn . t'I':ltr•i' ~'tlt'. it•i"litc•:tllj:t j t• (t'\' 10:r S:. SI t'I:t11L1 ' \tiuu, trig.. p::cLr(1; i ntnllrla it.y; soils : wlic:u dr_:. t' 11' • s tl: , ± ~~()t:l:i'1:f.1•• -dou.. tC, Am\• r:tl.c:; :t'•v i:,_:! • apnci;•r. I r{):It::'ae.t i :Litcl', i Sin:' inn'. ' :t ulI•ai)iliE..'. i j :11111'1':1`1: cs ~ t r... l :-Hell 1.0 r' 'nsinr: • yr:!'t• i:i1ri) r: atd:r- 1(llii" - tl (:,11111: l.• - : ' iC :lirk vnSv ;,o e:,V:(I)1'.s1l. ' l i .1 .l r)( I•ra 1 slow ~dmv pc' illC t 1EhI•;: :'t•' r u)lclin~ ca paci{.r' S.I 1aLrc? i-ct 1 •,•(•i r l(Ilr sl,c- c Ctakr io ul- ('ai':'\'kl1" ca- :1.161x; :t O( - craL(ly s10:r - vcr}• glob llct•cncal.)i1i(:. . 1 ; I 5prin~. 1 Verv to\\. S:... ' vines tncv., pal:ted, :1 X11' ilirll cncr*):c:, . )i1- i(x; 11106 :-:l:•: Sla bility; st)i_ cracks wht-:, io .)rrille- ai)iii(•} al-r. `:vey , ; high y:: l-i'l' 1 h c oldill ('.l- ¢ p:uoi!.~. i k ! IIct• 1•c) t"' - , Sinn; ntnr, :LLt: L( ) pcrn?~)11)ii. )II ` 4•r.► ('r0`I011 , vvrY hi-h i IaL(:r-hnl11 t (it'.; capac y(•-e(: l.illlt rainy case to ! 4•t: I I) I WWI SlO1r jl[: l'l li f'- ~ al)ilil. ycI high w:tLCr hoidin Ca• ):-city. i Vv:y 1t) c It t Sal'(•11;.'•..ll, i'?:. . vi-ate 10.1d. .r Cal'1'1'Illr, C:l• pacify; 1110(1. ~atc: to s10... erlnral)i, i L•: l I ' li dt alral st:t• ,111; pervious y: itc:: com pacte(!; sli"111 nindvi-at.t` Sir, I I,itlt.3'• Albdur ol-c to very rapid p(•1 HI(Mhilitti', ( Jlapid intake rite; illod(:t'- ale LO lot-' Wal.r.l•-hult.lill" Cal)nciI.Y. 1'Indcm1.(! rrs:;,- i ance t.o ere- Sinn; 111011--r- ak.. to yr•rr c rapid ju•:-nw- r1!,ittt.,•. -l;odvrlLt: rt•si l: i auce to vrosioll ; 111()(1rl'rtLe Lo Im ~ \t':tl.(:r-hul(lin;; Capar'll•\'; vvI'r•- (ll(i4411 41itlir.1111, to 4St:►blish nit vervstonv loam, fairly G►ev on Wier soils. 'Mcult`htl•t to 1 verv rapid periul'Uhilih.. moderaLe to low \t•:Lt.i'r- 11141dilln a►1- pscity. I(i;;ll sh(•:u strenmth; hi 1, lnatl-Gltl'r) 'It! C:tpa(:iLV; Illlldt•r1LLr• Ln very -rfl 1141 pennea 1 1 1 i SPOKANE COUNTY, WAS M-NGTON 119 1i!►nta; r11t1.1 (hill ('1io, lilitm Ill 11111-1-:1li{-fill 11111-1-:1; riot' \t•1-; 11:14: r.llurrt 1,11111:; ; ot-111.1-al (pi i, t;-i; j. 1'1111 1-'1-11111' tt2 i 171, A ! I4••►'1: 1-111, \,'lU'11 Itlnit:t., 1'1111'11 1-1'11111 dark "I-':fish hlom, [o 1-I:LI'l; bl•(71\'11. i'!I(; :L_' h0l'f%(1ll pis ~t•al'ish brown to dark brown or is lnot,'Hed r: itlt both olors. This horizotl is 4 to 11 inclics thick. The texture f the B2t horizo11 ranks from )teats\- silt loam to light ; n co1n111011, black ,o i i~ l -l~1 own ,ilt.\ cl:L,• 1011:):. Few (cE:.•~ co:lci•::~.;::~ :11:c '~1'c:xlni, 111 ~.ltc s•.l: ;r:t.c;:,~:~:-:. 711 )1.100 SI11:111 =;,.i: 11'a~lilClll:~ 000.111' tlll'Oli!''I'.C)iii: t?1[. jl;;nfllC. L-,borator-,- (-1^_-:L 111 the Slll)S0,13t1011 "CIlC11?:(_,^1 ^lil~ c:Ll Propel-Lies of Soils" Show- all illcreme in base sa ttlra.tion) 211 increa-so in free iron, mid a decrease in acidit), with ept.11. All of (Ilese indicate nlovenlellt of bases :1.114 iroll flrom the. llppc ,,.,,t o*f the profile. . The sli:i.:•11 (1ccro-nSe. III clay ill the :12 'horizon and the Merease-bclow Hie :t21 Indl- :ltc ch;Lt clay 11-Is bccll rc'nlot-ed from (-Ile , 0 and eteposit-ed )CI0\~. Cl,vv _1:111 ill all horl%on below ill(' a-2 2.1101 C111- 1C11CC of till . N 0 C.loubt• sonle Clay I):1.s:inl'i11(:C! in prose ill t-lle 132t, 1101.1::(1:iQ. 'I'll(! livi-•('llta.i.e of 1:1:1• 's 1li~tlt t0 a kpi.ll of 71 Inches.-whi(:11 1(':lds t(I the vollf-111sinll t•i1:1t the, 11reemall soils, like t11e N e1-- -1'c'i ce awl Iteard.m. formed in !agent 111:Ltcl i:a dint was (l,-p ifc-(1 ill 1:1yors o.,-(:r ]on. poriods :111(1 1.110- 111lLxI*1:11 111 I-Im In Iv (,.1• is is \•vrv 1(1. The ena-l)an-tlitl'n en ratio 111 Ihv iI,t'nliic (?r~ct ih(:(l is t ather n:l.rro\\•, aholtt la, becallse 1. lie s: illp1t' \\•as t;l.ken in a cultivated 1-c.1d. Till doill lt.od I v the ratio is 11111011 i(lor, pl'ol)nl)1\' illloll~: 111 Clt;~ill :I1'l'aS. '1~1i(' St.I'(ln_'' t'lU;tlll'(; ill the 13) liori'1.on indicates 1.11A the soil lllatr.:•i:L: shrinks and s\tells alt:~1't'c:i:Li)1\• t\ 1111 chanaC in )11011 4.III•C enlltclnt:. strippill~t o' colloidal 111:11-c°ri:ll by ::(a:-(illlli'.~'iO1' ;10'.111 1111:11'1:11 1~'t;iillti 1)111)('.(( ~1i3'`:.r:i!= 111 1:110 )i 1' ;,:()11s .11( fi1111!1al' 1A ill( 111(`st' Ll);Is Io ill`. 111::1-1'11 711 Flit' .~Itllli,:(l (11'i6i'l~ 11111, 1;i1~ i!SIllifl't~ (ill,' -111'+a''1-' ;:11''.'1' •a' ,;4'11 e\tl'llt: 01:11-• Potts al'(' clas:;llied as ' Ct.tit(~ Il•;1',1'1 Si;ItfF~ IT Z:uhn--;,(t ' of i.ile. Alfi~zO: Profilo or Ca.1•fi(`lai sili-y r•ln 1nn.m. r.1111:iral'c'd. 111 iicls 1\'c'si-. (1'f j(11trt.inn (1'I' 1-11(1 1'a.l(ltl~cl •l I it7.It- tt':ll• :1-I1d Sp I-. '1a 117:1t--e1.11• Road :I(-. m poillt.:►O 4111111} (!f 51m1lo;la 1,(1-.11, ill 1;1. I:NW' t 21-21 N. ) R.. r.l'-l• T:. , AV. ~ r..- , •-t n,t•1 .1p1-0 to 1 l. 'tlc11, n,xcd cl:t1-l: -sh-lirnwil (10YR '1 .111(1 silty elny 10:1111• very Oari: bl•r)wll (1018 aml dart: hrnwi, (1.:11'11. "!•l1 t\•71c'n mni:;t; ~t.rnn , very fill(', -ranular stmictnr('; innse will's dry, frinhie wh1-11 uulist. stir v and 111:1st'ic wh1-►1 w(•1:::1hm1- tlnrtt aloe.: n1-utral (•111 f; alrrtillt, smooth bomid- :try. 0 Lit 1 im-11 think. AP2-1f. itich to S inc•11es, pmlominnntly dark - nyish-brawn (7 )YR 4/2) silty (•iny Innm, Frith stime brown (7.5Y]1. i-►/1), very cT:irh ;:ravish brown (101']1 "/2and dare 7 brown (73PYR. 1-1!::) ashen moist: strnn;;. very fine ant! fire`, ^r.1milnr t4mietnre; rery hard when dry, firm trin-.:ninisl:. stic•Ly :md pla"Lic \s•1wil \v"t: nblilldnnt nmrt' title pores; 1.11:11. 111:::1.11• C1-)11t7:1 11n13~ ; :ihlvz nil d::1-k-111-111\•:1 pc'(is• 1101:t.ra't (fill! (l.(l) -ti s:noot't: bnn►ldlrr. i to 11 inches 112, t-C to ir.6:0s,•hrown (7.:;)'1 /l) silty ells, tdnrk brown (,.:1'yR •1/3) wholl 11101st:; 111000rate, mot'it:ill• pris- :nn-c struCtilre that hre:tl:S to st:011,', fi.:c. an iihu: h1n1 1:y 7 11-111'1111-1-. ; vary 11:11.11 wIllt►► dry, 111-111 when nu►i:a, rr•1 ::Ili CkI.:11111 t 1 1-r 111:1-fir wht'I► n•t'L : 111('ilt1- C1l1 r•nit It ; 1111111}• rt•r~ 1111.' Lu3.uIIt r 11111.1-W; Iillit• tt-111tinU- ,.1r-• .•111.4 film::.-1t 1-1 •.I 1'111-. 111:.'1•-:1 it 1111 1 r,•r- IiII - '.i tril l) uu}I•Iit I ; (:uaIIM III, Ii1►t: 111111.) hlal I: er►m-reLiolls ; few, clean, miiiernl grains oil ped faces; neutral (pl-I1 G.S) ; clear, teary boundary. 10 to 40 inches thick. r^ 13 to 27 innces, light •rellowisle-hrmrlt (1d1R G/4) silty Clay 1oa171, ellmvish hrowil (101'Tt / I) \\'hell tltnist; alnrlr`:'air.:rledilnil, priSnlati( 1.11:1L ht•r`aks to •:lndof•aLl., fine :337,1 llicdimn. :4: l 111111-1:`' CL 'l1 C' 17:'1- ; C:;. 1,:1:'1: \•:11071 di'Iii-ill 1:11071 nd 111:15- Lic 11'1!(•71 wet; few roots; many, finie, llllttl;a::lnd int(:r~l:iL'i 11 pores; thin :tiled moderately thick, nearly coutinumis clay films on p('(l faces and in pores : com- mon clean mineral g-mins on ped face; fete, very fine fl(:~-ethnn 1. tom.), lilac:): e(Imvreti►Ins: peels disinte,-ratc ill 1rai.e.: rtr Ixal (plTa (;.S) ; clear, wavy holl►tdary. •I to S ill6tics thick. to 1-1q itlches, light yellowislAlrowl1 (1011: G/-51) light silty clad: loan!, 16lmvish brown (1018 .1/4) when lltnlfit:: Ii:rrllCmte, f171e mid p-istim Lie stru(:tu:•e talnt to strrnl.,, ti t^: r fine :171(1 fine. :1n-111ar 11411-:1:} s~::lctnl1-. very hard whl'17 dr,v. rcr} 111-111 whelt !!!gist. sl il•l:y :lull plasl;ir: wht'll n 4 t ; fr\r rolits : limm , trry tine, {.nhttlar and interstitial pnre. ; (7ollmrril, thin;nutl utnderately thick, conLiminns clay films on pe(1 fares and in hihnlar linres (T,.51T1%. line) : fens, tint 13 -,r. 2 nim.). hlnvic emir•i•N;ir1ns: ntnn:•. ImLcl►y, hl:tr•k s{::in all 111-ds; (11-i1-4d p7•ris snRell }n:t: r(•111:611 stable ill mll1-r :11111 arc' sli~hlly iwitt:lc. wheel innist; nmitrnl (pi T; 7.2) ; gradual, wavy boundary, 12 to all i111•hc-, t hi►•k. to CO illvilec lig-lit p'llnwisii-ltrmvn (1(11'12 G/•I) livnvv siit Innm. yellowish hrn n (1018 :•/4) when. nlois{:: n:nrlcrnte. moditim. prisnintie st.mettlre that ,n moderate. tiny a:1d medil:m, :t 11_~nlar lllncl:y s{rluia:re; verv liard tncp:1 (1:••,, tirill whet) Moist, sbr•k;: and 171:1.1i(: whon et.: ; my root, : conminn, -vrv fi::r', t:1111111:11• nild l)111'l'~ I:+ni1t'1'1t'1'11 t'1l;Ck. fiilnti on mile a^d !act's 2,10 ill 'Lillltll:l; rrr•i rolls* (10mill"It hinck 41" ;la'il `:Iros : 71(•11: :1 :'C ':t :1111: 1\•:114'1' hill :11.1• "t!-1 t't• {I%lif 111 t;it' 11•'7'11:1111 111...1,+; c,-•1111-11) l111I,.~~ "1 ,Y ho. ((dol. oF, 117(' A 11111.1%oll 1`:11(•11 i1mi-4. Ill;l~' lilt (1.11.1: 1i t:1.t.., ,~!t!'l, _I'ilt`I:~1► 11,'1111' ~►:'1,•i'!r 411' °,'1'1'1' tll:l'h plac('-,Z, illy- ,oil ~radr= 1-n ^ tanssive ZZi1t. ?cam !111)'1%011 ai:.^. Cla~l'tt:l1 0! .1 170111: t e 1 ile 1-,i_1G 110'riz it l:n t.lc cllaraci'(11 of a tt'c:►?~ ('1 +~:opecj ~'1 a~'ihan. (1.111711 SO S T; i i':~z I~ha Ci:L1:t is(l11 srl ins is ill t-lttl \('Toll slihordox. ti (11\•1sioll Of 1:110 1'rollisol ol•dor. Profile of 0;11-1•1soll 111.1111. c,II1--l sated. :10 -kct noll.h o,l' Afissioll Avol11IC and `A-6 acct \t•cst of ils intcl•snct•iom \viti, !route- 1',.n:Ld ill Sr, 3/,L 1%1i1:S11'1/L sec. 1.0. T. 2 ) IT.) R.- 4:; E;-1 :111-0 to r, incite, very dark ,1-a}•isll-17•owl, (]01R ;;ravrily Innm, blae1: (101:1: 2/1) when mnist : Inodc'r- ahc, fillc.:,rannlar str11ctnre: sli;litly hard been dry, trey friahl(! wheel moist. slighlay sticky nild Slightly •plnstic: 1t•1t011 t\'cl:; ahnnd nt roots: porrnls; sli_htly acid (p11: G.2) ; abrupt, smooth bnnndary. G to 10 •inclim 'thick. Al-4 to 1; inelit.'•.s, similar to above, lint -ramiles are fine and niedinra and the acidity is IAL GA ; clear, wavy bound- :irt•. it to l' , : hielies thick. T'-1-1:1 In 1 inc•hcs, dart: ~,rnci~lt-hrml n (10YR •t/?) very ~1'a1'l`iI~ 1(7:1:17, (1:11'1: 111'1111':: (IM:!, %/:i) v.-h(%7, ninist; Ill:lS~11't' nT t'ieak, 7111'111i1n!, F3:71:1::::i:l:?1' 1)lt~Cl:t' ,tr11C- inr1-, :17,1it1~ Imrd trilen c 1-v-, .:i:11ic tt'i1011 :7loist. sli~hti; sticky nII(I slightly pla.Lie when Wet; plentifill roots ; porolls ; 11r`lltrai (p17. G.7) ; Clear, gravy hnmldart•. 0 to 3G inches 1111(1.. ~r SOIL SURVEY I:^_-^_i 'to 35 inclIPS, brow" (JOYR very gravelly 10-1111, dark brown (1OYR \\•11C11 nlnlst; 111 ~FI~C (lr 1.-vak, suhingtllar blocky strtteLtire; hard \•,h tir;1, frinhic whell moist, sli„11LI1• SLiclcy and sli;:htiy nla<Lic wlwn 1\'ct ; plenti fill roots; porous; nentt':l? c le-tr, wavy bollntlary. G-to ]3 inches thick. CL-.l:) to d-t inches, pale-hrown (10YR. G/a) very -ravelly loam, dark brown (JOYR -1/3) wlien moist; massive; hard \\•lten dry, friable when moist, slighdy'SLi(•i;C and 11011- pOastic \•,•1►en wet; plenLiftll roots; very na:-ous; nenll':tl 1711; 7.22) ; ^,radual, `,1':i\'v 1,1f)i 1W.ir;:. ;l ilit lms thick. lz ".'Ind, C2-11 to G0 illcllCS , tnlillicnlorcl(j ;:r 2litC -1111(; r.;_. reravel anti cobhlestnnPs. ' 'lie A horizon, when moist., ranfres from black to very l: brnwn in color. The texture. )nay be rrra.velly fine ltil 10111111 Irl'ill'1t111/ 11151111, (11' I'll-V011V 1(1;1111, I'll :1(•(`s, fronl 20 lo r(1 ilt'I c('lll. 01' (h(' li;wi%nll rolisisk (11' ...1111(1•:11111lon 111• ::11111('::, Tlw 11 111 7 111 11 1. ,If •''1'!11','1 it, 1•/Ii11111• it's In the l) llUl'I%Ull I•:l!125'6:S Irmll d.0 (0.711) 1111 :'a;i'.(•. '.1"hu, r of tha B2 llarl%oll 1.1.11~6'S f rom dark h ro On,. :ello«'isll brown. Sand, rrnlvel; and c 0:\:>>vSto11eS Prally occur at a depth of 30 to -55 inches. CT.1:NIZOR R1`:T IRS TIm Clcllrose Sor; 1s is in (ht~ "Ker 111 I1.1c. \'[ollisol ardor. Prnfile• of GlenroSe silo clith- (1, 50 Meet east of B i.tr Rock in 11~~ ~/.1 \ ~~t? \TI~7/., sec, _ ,i 24 \T.) P.. 3 11"J.. IZ'.a'f.- All -0 to r, inches, flark-,ray (101'R •1/1) siit loam, black (10117 /1) whi-it insist; \\en1c, fills, 11iaty structure Intl tine! -annlai' cLi-m-ture; sli~"htly hn.nl %\•het! dl•y. vv y rrini71r1 wiir•tl tlieti-.z(. Sli::III'ly sl1,11:;: nild sli::h1ty 1111171111• 11•!11.11 1': 1'I 11 111 7 1 11111 III 1'11.11'1; 111'•1:1'!11 I pI1, hn1E1111a l'\•. •I 117 ti ilil•111•s (Il:•':i- s.11,111111 \1 -1'1 1n l:i iuehrs, 11111.1: 1•i:=h-ltrnwil 1111`,'1{ : ~i?I p,taul 111:11:1: 1111 Y R '-'/I I 111 :17`it !11111-1:I 101',;1;, i+'1'• ;0111, :1;171 lar struchiro; sl::ht!r bird r:l►cn :ri:tWC whell :llnist, sli-ht.?y stick; Ind Ali,?l;'• :t.4::C 1`:ItCll wet: aalindant roots: tnauy very fine pn*.Cs ; ncntr:li (I)IT, G..") ; Clear. \\1\1• boan(1:iry. 64:0 ;:::)r1171s tilinl:. I.It-13 to 24 inches, pale-llrown (10)"1116 G/") :nann, near 141:11n: 11:1rk hrenvn (IM:lL :nnist: 1,:l nlc, mars(, pris:na•f.ic stI-lic•tnre : sii,'l:f:ly 11:11.61 whell dry,'!il-Ill whell moist, slightly stiel;1 t)lafi- tic when \\•ct; plentiful rsnts; 111am 1ilie plores; fe\1•, ve: r thin c 1. } t?inls 111 llnres; 11(11#: (p?T: 0.7) , gadllal. «•:11.1•'hnl11141l11-y. n to 1.1, nrhes ;hidz, 11112t l Ln 411 incil(:s, p:llc hro11'n 6)011, t; ht•n\\'il (1QI:TL 111/:1) who n !hoist.; morn.:' te. w.erli1:111, pristuatic sLi-iie •nre : 11:I rd when Ory, tir:11 when moist. Slightly sLiCky Intl sli.t;hrly illlstie Whin', \•:et; pl('-utif-nl rants: many very tine port!.; thin, Ilenrly Coll tinnons. clay lilies ill pores; c•nlillusn. 01-all lniaenil ,rains nil frachtre planes: nenh-al (I)IT, G.G) ; ;r:ldtlal. wary homltlary. S•to 33 inches thick. J1113t-11 to G2 inches. Pale-brown (!OYR G1.2) lolls, darl: brown (10YR 4/3) when moist; weak, meditun, pris- ntatic structure, hard when dry., firm when moist. :.lightly :sticky Ind slightly plastic: when wet; few roots; ninny very 'line pores; few thin clay films 'in pnres; occasional ;,ravel; slightly acid (pl-L G.,) ; a .-radnal, -wavy botindaty. 20 to 0 inches thick. Jir1-M to i•? inches -F, brown (101'R 5/3) Inam, Clark brown (JOYR +/3) when ntnist; mnsvive; slightly hard whelt dry, frinhle \t•ltt•n nu►itit, xli;;l►tly sticky anti slightly plastic when wet: no roots; many very fine Torres ; slightly acid (I)II, G. The Al. llori/on tramps, :frllm black i-o vc':',,- 6:,,r1: 'bro1': it 1011 11101st, and 1l-!)31.1 1.0 1,:0 16 1111 he.t:, ill i.:l!C::32CSS. -l.ll aces, It.)-; nrl-avelI%, or si-onv. The t ,hero. of :hc B hovlzon n1ti~_ from silt. to:un or Immi to l1,,-lit slier cling 10-110. 11 .:arly Cont:3I1110110, 'O". cont.11111a11s day rihns are pres- e'llt ill the I) horizon) mainly in hIbIllar and intCl:Stitial 1)t)1'Gs. 1'0:11 (C) 25 !)a 0,tc lri wen- .11, h( droll 111:1.\' t:0!2XISi: of !'!:1\'(,'.l a I I d St.oII(!S. C 171;1.\ 1-LUI!'I1' SFIRrl:S '.1.'110 -c',ro.en i,,.ior series is in the, 0ehr(,l)t suborder, a. division of the Inceptisol order. Profile of Green !duff 1.:)0 feet: soill.h Of i.ile nol-theast. corner silt loam cultivated, of :1116 GO feet: \1c ; 0. ;::c :lrcr or Sall~ls ~.a:lcl 1,!1 'N E-1 ~cc. 20, 'L' R.-: Ap)-c :•1 1 inches, p~lrari$h l1,:!!: (JO 1/2) Sill loani, very (lark grayish brown (3(1-1'11 when moist; freak, ling, granular strnetum; sli;;tttly hard when drg, very* fri:,w(! whru lnnist, slpohtly sticky nntl snoiny pjastpr• 7(10`!7 1rel.; Illenliflll 7.17[11:-1; •!i;;llll,ti• 17(1(1 (Ill i„ (I,•I) ; alp upl, \eary hnnnllai.,, -1 111 ` inl:hl:s 111i!•Ic. I ;1 1.1 1:1 iurllrs, 111:111•-ill nt~ n ! In'1' 1; ►:/:t l sill: Isn tn, rl:t ric !11',1N'll 1 1(11- Ii •1;':11 t•; 111.17 0011=:I \11•!111, ,•11111'al•, 1111:1- ::inl is sl rncl111-c ; sl:` hOY 11:-I; v.- i1.11 (Iry, Vel-Y 1'ri:01le 1,:(n Mai t, sli4htl} lltly p?lstir \\•hen pl(•nhflil rn(rs: ':eI.1' fille pores; fmv, :nc`Oinln, (lark-l,ro\1 n ! ~.:t1'lt % ninist) motll.cs ; one irrv.-minr, wavy. Clark-hrowi: bind 1 inch thick; slightly a1 id (1111: GA) ; gradual, wavy boinitlai•y. S Lo 12 in(Aws thick. I1,^_--its lnc:lleq, C(`ry _ .ll' 11!•11•\•:t 1101.1'7 7110) silt 101111, i,;'nlCtl (10k)e 1:.17•;1 :1:o:s"; ilIvilialil, pils- ::lalic sl'ruchire; 161(6', when (Iry, friable when moist, sli~,htly sticky and sli;;htly plastic when wet; plentiful 1•,trlts ; many very filic p arcs ; cnmin(m, medium, dark- l,rn\rn (~.~11'lt jJ/-i in(t:s::) 1noUles ; one dark-brown, irre,nlar, wavy hind ahn;:l : inch thick; nenttal i p1 I, li.G) ; gradual, \\a y boundary. J'_' to 30 inches : ilil•k. (:1 111 111, 111•„ \'1.1'1' 11'11: .1 (161111 ,/::1 \'11'y 1111[• .:111111• 11111111, 111.1.11'11 '(1'1 I 1v17,•11 InItInt . :1111'i-OvI' , ~5l::lSl ly 11:11'41 \Clll•:.. very ::'::11717 \\'lll }I -11(117 f, 111111- i. :i 1' :11111 11(111p11ii:: 1~ 1:,i1-1 11'1'. ; 1111.1.1 i! I1) {'ft11i. ; Illillli' I "N- lilt!` pxlrl's. (i.:,l-It i;Inisl) nio,;Ocs, :1(:176 (111.1; G.a) (:Ion r, ~ hnunOarr ti ~r,;? .::r:r•c •1;, G2-. n :O inches, very ')^:r (IG1'?:. grn1•Cll•• silt ;17-1;11, 1(01\'11 (10Y R :110ist: 211:ISS1\'C, 11(11 :i:f•11 dl•y, firm \\i:•'::.::Iz? :ticlir :1110 •.:'S;.i1_ •;:ia::l \rc~: :nn:l• •1'r• fine ;t:7res; cnluu1o11, ~C:i;,.a, t::1,:..-;7;01\n (7.5YJ,' `1/4 artist) ll)ntt':e$; sli y nC• ' -m(lu.11, wavy boundary. Stn a' iacar:~ ;'.:c::. C;I- +i ;tl i)ICllt'S C-'t`:ill\: f'~.:Il Ii /•1) ,-i-nvelly silt /111\'e ill'11wn 2..% i r•, 1 i lll'El 11101~I : 1:1a~~I1'(` , 11:1:'71 -!tell tll•y, z:. x". o.: :1:I(dl siilltly Ir1lSlir u11~`:: ,:r ;,;I~::tifnl rnnls; many fine p117!'(`~; Colllmon, ::C(I11i:a, (11,-k-1,rown (7.5YR. 9/4 :u(list) mottles; cl;ghtpy acid (1)11; G.5) 10 Lo 20 inches .thick. '1llc1 A 1,101'!%7711, wlmll I110!r%, iS dad.: lwown to very Clal'lc 01r:l.l•isl: 1);•n1 n. ']`he textll:'c Of the. B horizon is silt 10;1111 or loan!. 'i.hill$ dlscolitinnolls clan' 1,111115 are present, ill places. a'rottlin- of the L'2 portion nm_ cs front flint to distinct.. In places t-•llis soil overlies lan"linated lake Sedi- nlcllt.; ^l: a debth less than :5 feel:. As nwell as G0 percent of the lower c horizon lnav colls;si Of y ravel, cobblustones, -1.11111 s1, ollus. - 11:1CE -M1•:1:Tl:-9 '1.'haZf:lg'cn sericS is in (al(00hod silborder) a division of tho Spodosol order. Profile of Hagen sandy lon.m in WoodlanO, 200 -f-ect Nvest; :l.n(1 -.1-010 acct. norr.11 of junction of t -ind Wo!zt', 1fo:...:lc; '1,l" ;'.1 ~1~1~I.Ltr , Sec. 1`l-. _ .:idivs to 0, very da:. ; r1 y 1x11 ?:01\ 11 (101'R 3/3) loose, na1•Lly ilecomposc`c o1,•-nn:c .:ll.er of ):eedles, leaves, :ill t11•i s, (1111; 11. P1 • 6 • 1 1 1 HYDROLOGY rr ~r r~ ~rr rr rr rr rr r r r r r ~r r r r-~~ ~r ' ■~.u I t3 ~l I BAR R _ f oiaM ~ 14.0 ' YYY It a~ MEA D 0 W VIE W RA NCH ESTATES dI SW. 1/4, SEC. 20, T25, R45 HAHN ENGINEEKING wAm '"-10°' °AT wW' NORTH Qa,W B DMSION DMwn M KO 9-1-94 CLARA HEPTON MEADOWVIEW RANCH ESTATES S. 1505 BARKER RD. wmx ) 7 650 CAD FILE SPOaA ffYt Ka 1 OF 1 (aoa 4s7- Faso SPOKANE, WA 99016 BASIN MAP HEPB/AS r~z ~soo~ ~s7-area APPROYED _I 1 1 1 BASIN A p V"eLo E E C /.c/ C, = rte: 12- 4A 4A CA PL/ 10 LPS L) e~r- LU W w w u. La , t coo Pvc ~2o nn C u 2.r , p P e mi 1 t"( 67 i IL4 L4 -7 F7 CIS t' f 3 r yy ,1 4~. ,•N _ .a ♦ K a'7f P.~~.'~• ► _ 'x 4( y'w •aF ~w -,j C. h ! Imo! Or 1A 1A 4n LU LM LU LU uu =m= V) tA L 000 o0LL r.~ r2o►-Y-, (Z vrzi^~ la,7 313!.0 NOO ~f i r CV e.' r. r t NC4N = lSz.c r=r r Li C) r, - ~ ar 20 15t.5 FT j , ,r i I Z Z G i= T •i X8.5 cl ~(c~ rr\ t1 1 . ,1 L1 ' ~ / 1~ ~V1~~~ QI"G~~~•~~~ ~ I~J \t`~lf ~j, ~L: f=t'~n~y = lgZ2 4, i~`r !0 3 18.51 S~ x IT _ . _ . . ~LE i C 0 C° - Z z 3, 4 r ° ^I N M M H H H ' W W W Ln V. V, O C O a to C: O hNC~ i c , ✓ i= lc~ ~1• ~ ~r ~ ~ 1.~1 X1.:7 S- ' a A F e h r • I J r ',i•"1 I R I n ! t4 i E T H t C C (I / T E t ` 9 c > I tir ► r • A R rt . rI i -iir.nI r r q ! ! +J e 1 ~}rE C on'= 4C ~T: s+J~ ~ r t! ►i,~,S~>,tlrfiL ~~~~2~, D E ; Ei JT10 N BA', .i11, . CS •J' IG iA:,i i`-. GE y iEVVER : KJ0G _ ' NUIRAB ER OF DRYVVE LLS P ROPQ8E D DATE: 31-- Aucl-94 1 Sint 19 (tgpp+ A! 1 Double (tvr)e B'I ~4 -4 Ti r,i _ i _ i•_ . , •-mot. e E f CUrl•i1.fos le ~caaili.) (,F7e H 1) ►yi Ti me of Conc. (mi n) 11.40 rte. ~ ,'~r ~ ~ ~ _ Irri perk{ic-tu=g area (sq. l t j 1 c X01.4 t ► c;t 1_E r A rea _ _ I inI in 1 no.. 1 no. t1111~'!(=MCP+1 Q %f1Jy;. in hilt+i~ls (r;•i in j i n.}' r. 4c U. T. ~ c U. I n, r• =T ~ t~ ,Ir I, r. • •J a . a ~ - N oc • a.' Via! i i +af . •J•f - ~ _ , -7 tit -1 2-- 1« ~ e`er % ; { •,'4 ~=a ~•3r. .a , i_,C-• ~ • `i ' v' - ~Y. J 4( - ^ _ ` - Ul r 1 cr 1~'ui Sa,t Ivl • cf C~ r r n n - r. Iv' •ii ' t r o , r' 52 Y ,i I '_~Li .i i •<i at 1 •1' a. 1`I e+ 1t L t n ~i ta,l nt ~t iul ~y Li . . n i~l; . r r Ia,i • •,+i r r ~I 14 .Y ~{i w• i 'yam! 8 tvy ~ >r i i e.e 0. e90 0. 41-Q C-2 (Y2 1I !Dizl~ U ' 70 4 Z" 0 4 .~IO f ri. v 0.56 Q. 47 f0i. 121 C, 0 5 ` 5460 Ot t _ G~.1 4&1u" L;. 5~:; 0.43 i 0 ?4 40EZ 85 5100 90 5400 0.52 0.50 0.42 0.41 2250 2205 6630 7020 -4370 -4725 95 5 70 cl, Cl. 40- 0. 40 0.3-59 -410 9D41 ~ 'a.~iw! v.' Pa ~ =,y ~3.r-. ~ti . a r. ~.i L . a.Cr _ T Lei I=`Y kof `fit I_ i ! i.. •L 1 t ~ -1 i S U I-1 i r ' ~~rti•r` ~1 ~tl'~ i`r~~~ i _,n i u n t J , ; r{ - 1 r1 iper vil-ju Ar G r n.} S ` 9 r! ! - t1E~ . i r r~ ~ 1;•tttl'4 ~ i : t r. ~ } k.~-, I s ; rl -1 1 r>_t;= P=' 1 - 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 "s'. t ~ ~ r Qi i RED i t- )'EA-.F:, l1 Rit. i s lF axirri urn ciGrge rv?ci U•r mac: Ly ovs- t 1 g N i n A 3 e r e n:.4 vi--op ci- D ne!e wsz1+; Pe-,_iu ir,-i c i COE. C.L.. ft. J ~ s ^c-- r - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 :rjitJ~; ! Tl :I.- OF C"Di CEI NT i-tA T !~Jeai !5}[in e :1 ertancl) Tc (guiter) .s :i N(M S(A) 1 ~1 Imo: /1 L t : , t - •r. 4'M 4 0.0 2`7 •ulVf •~E ,R •~f R- t i t CE - n = vi' : tf .f Y Tcf.tot.) _ Areas ` }RI IV lrYM; IL} /y~y1 0.00 0.00 fy. rCl r~ E i 11.40 C~~;est) _ 0.00 ti s 3 T e LD L e` !-i_ i` : i E,i G I i t •1 i f r t: i~ f t - r S!yij i1: 's a ~t t`-~± 3~c~ _rtt r ¢ {E -P L V__' C CC C" J-7 =-j 1,_[1 fr FO ;t ST • - _ ~ R-: E ~ y 1- -1~: E r N ~ T - 4 ~ r•• = ~ - _ ~v f i . yi-t r o - z «1 j i! E ~ k ~ P. dt "S + k l rt t"t[ it{tJrJl.f 1 llli !~GE1~=r I If tie in i f .,ls tt'{ t Sri=. t'ait~. 4 L • siZ i ~fT it•: tt },~~re 1, L, G L e P, j'' i u { R Ci_r~ i) G; Ci _ i 'ts."' ri r} 1► 1' r t •~ttr. L• S L_ i y i i1 = 0.016 IU r a sl~haIt = f{Dngitucii nfiJ slc r:{ f,u$ter r.r-r .1 ~e r c N N Vf ~n w A 00 M0 0 C-4 NR N N n .o i d a 2-o b F1f2Ef~ 7 ee l, o FZ Io 'jGT Pte! ~ z - J'~ I '~,z o O 1 ~ Lo i t c t ti L l~ C _ i Y-1 ig C`~ ~ • ~ ~ t 1 J t= 3 1 %A 0 4A W W iLr 000 u1 O O N R F C' Irl C`a C: C. CC C4 N ~C y r LO L W~ Lo J 1 1 ~ i 1 ri C . ? - o ;T, l vYi F n t , v. g i 2.- 14e _ cF5 NN$ ut ii ist ' t :I. t9 Y) O O O I car C~ C4 Cs 4 J N 0 • o _ cat t) c LC -r s zo L A i y 1 ~ III w w su u L. t.: 11 000 in -C,q C4 -TI, cat N CN r :v Q I r, . 0 I ~Yi y4- n ire ~ / ! E",-e k ;7/L/ CPC` e-? Lo _ 066 C F1CT 18) -7 uk 1 Gua 7-mop GF 3,6 1 ■ ■ BASIN B 1 1 1 1 1 1 1 1 1 1 C. i i vyl -E Jj 7. J A PL 2V ~ouS S~ 2,=,ac t; in u; r 000 moo _ ~ C4 C4 C" hNn i J r Q_%I -J` t=ip` -30 ECL40 r r A 9 -rr~ cT C. #A CA 0 u: u~ cs Ln V) tr coo Lei O0 r (V N ~ rva N N N N N N .Q ~n ~F d r ..Fr..... _ . - • - _ ~ ~e-may-~, ....e..w-_..,-. , e.,.~ ~ ~ _ s . i yr = yo 5 r% 3.0 ? , CP -c~nr j O i J Y'n T t f~ O r, r2 ~ , ~ L! T " wog 5 R t,c 3 t = ,2 ="I 7 F-I 3Z = 1-7 3. r1 6 F-3 r BOWSTR I CMG ME THOD (TEN YEAR STOR M DES IGN) PROJECT: MEADO11UtlIE"Af DETENTION BASIN DESIGN B ASIN: B ' NUMB ER OF DWYE LL S P ROPOSE D REVIEWER: -JAG DATE: 12- M&V- 94 1 Single (type Ay 4 Double (type B) Trrtal Any (caic.) (see H 1) 4.23 Time cd C:onc. (talc.) (see H 1 ) 5. c,J ornpoc rte C (calc.) (see H 1) C1. C~-, Time of Conc. (min) 5. C Area (Acres) 0.231 C' Facbo r 4.9 Im pervious Area (sq. ft.) 140 2 'Voiu nee P nl,rid;-1d 42') O utflow f.C ) 0.3 Area * Factor 0.21 #1 #2 #3 #4 #5 #6 #7 Time Time I nbe nsit/ Q deter. V in V out Stom le nc. I nc. (m in.) (sec. ) (i n.lh r.) (ds ) (cu. ft.): (cu. ft.) (cu. ft.) (#1 'e)) (A "r, *#3) (Outf. *#2) (#5 -#6) 5. CC" 300. 0 3.18 0.66 266 90.00 176 5 300 3.18 0.66 266 a4 176 1 C, 6 rX 2.24 0.47 327 111-KI 147 15 9~.~.~ 1.77 0.37 3 EO 270 99 20 12".)o 1.45 0. T, 92, 25 1500 1.21 0.25 4r. 0 49, - 47 30 1900 1.04 x 0. 2~2 411 540 -129 35 2100 0.91 x,.19 417 6 Xj - 213 40 2444 0.82 0.17 427 720 -2? 45 2700 0.74 x,.15 431 810 - ;?a 50 BRIM 68 0.14 4~~ nrIC, -46 1 55 3300 4.64 0.13 453 990 -5217 a 64 1103600 4.61 0.13 469 1080 -611 65 3944 0.60 4.12 499 1174 -6171 74 4200 0.58 9.12 519 1260 -741 75 4594 4.56 4.12 536 1354 -814 80 4800 0.53 4.11 540 1444 - 904 85 5144 4.52 4.11 562 1534 -968 ' 90 5404 4.54 0.10 572 1624 -1448 95 5700 4.49 0.14 591 , 1710 -1119 100 6040 4.48 4.14 649 1800 -1191 DRAINAGE POhJD CALCU LUIONS Reclu ired g rass ;r swale lion d stor aT - volume = I mpervious Area x.5 i nJ 1 2 i n A. = 420 cu. ft. Grassy swale pond volume hrovicbcl = 420 cu. ft. 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 DRWYE LL R EQUI RE MENT S = 14 YEAR DES IGN ST©R M MaAm u m storage req ui red Ilya FSomtrin g = 176 cu. ft. Nu niber a nci tylxe of D Nvot4 Is Reclu irecl = 1 Si n9le -0 Double i T IME OF CONCENT RATI ON (m in utes ) Tc t overland) Tc (gutter) A reas "C" Ct = 0.15 L2 = 4C6 0.23 0.90 Z1 = 3. 0.3 0.00 0.0n. L1 0 2 = so 0.00 0. CO" N(A) = 0.4 G B = 1"u j 0. CCI 3(A) = 0 n = 0.016 0.00 0. Cri s = 0.0184 0.00 0. Co Tc (A) = 0. C0 Cl = 0.115 0.00 0.00 Total A Comp"C" L1(B) = 0 Tc t0--u) = 3.61 0. = 0. DD N(B) 0 Tc(.Jk+ B) = 0.0CI S(B) = 0 0=C*l*A= 0.65 Tc(tot.) = 5.03 O(est ) = 0.66 Tc (B) = 0.0 1 me nsil = , 3.18 Tc (total) = Tc (aye dan cl) + Tc (gutterj Tc (mvrlancl ) = Ct*(L1 *N S ^ 0.5) ' 0.6) Ct = 0.15 L1 = Le ngth of Overland Flo N = friction facto r of overland flog (A fo rave rage g mass caver) 8 = average slope of ove dan cl flotiY Tc (gutter) = Length (ft. YVeloclty (ft./sec. V60 B = B ottom iM clth of gutter or ditch Z1 = i rrv1e r se of cross slope one of clitch z2 = i rrve me of cross slope taro of ditch d = depth of flow i n clutter (estimate, check esti mate with F! OW) Area = cl"IB+cl ^Z2JZ1+Z2j Wetted perimeter = B "rl+ (11s in tiatn t 10 j 11sin (atnf, lli2J jj H/cl mu lic Racii us = R = Are kettecI Pe 6 mete r Velocity = 1.486108 ^ .667*s ^ .5 F lot,: = Velocity*A rea n = 0.016 fo r asphalt s = longitucli ns) slope of gutter o h i~ N Z -ZE o r3 i~ ~t E=~ + = y 91 4 r "6 ~ NNN ~ f■- H Liz L" {32 W Lit T XX. - - Lr Ln N1 T coo Lnoo C*A _ CY f`: ^t ~ i ~ 10 .56T R5i of ~ f 1 34 J 7 i i i i R L n 4 ~ NNN W W W W la w =aIr NNN 000 Noo ce ~ c•cv 1;~ c` t t i i , . Y-e 1 , Q = C> . Co ~ L~5 G_ Lk Z CURB v2oP4*1 0t= z' otJ -7 4~4 11,J11/rL'/~7 ~ 7 r• ' L. 4 , 5. 7 1 1 BASIN C 1 C. ti ~4 T 1.1 - zoo ~caVie-Cv~-BEN 15~ 4 i i - - - ~wlPc=f1! NNN LoT W W W ~ i uutit ! /l _ _ 53 N N N ~o o y X876 1-1_l0 i/ 7 t c oo o AS7~ i ► a7 I~ 3100 : t' 'S ti ) 7 7 SF 1 ~ • n N eq c Lo-t -10- c 82,1 - - - - - - 5i- x - J~o Lr Z ~t- o i712-0 r'n C 2 r- CIJ L - 0 E.- I 1 i TZ) (a . i,\ y q..,.~.. •+r t•--•--«;•~.v_,±.>-r~~M~,~.-~--.•~-_-.~~..•-.~^i„ •~~.-,.-~i...ro.o...-rC". 3".:Y-e- -.•..-.n ,.4~-~.-r~-,. r.-k..-+.:.---~ 1 c e I AJ C r v~PE2vfov a Sv,2r~G~c _ t = = r ~~.o rr Cu el) i7 2o p L-J ~T^. Z (eU ~i N N fA 0oo ~U 92 r-- ~2oP; o=~"~ fir.) l ^r 6 ~C c V NNr c r - ~ l9Z 4~7 5S N N N . r=7 2t o o - /58 F-1- 3 f t 1 i E L ~ 'fY ~r"~ 4~1' ~ W~~ 2i~ - r<~ R'➢•+l .+"L. t.:61v?tYt ti.y~~~~'~s !~'y_p~,.~~V ..ir' .tom. ``•"~"i~:'~ N`J~t~ yi.~ir~r - ~ • . r ^ L2K-~ "JA Pic W W W t W W W N N N 000 - u1 O O Ct -C+r c 4 cc cv Ct N N r ~ ~a ~ 1~ E Q U ~ 2~ c 15 -41uo J TN r 5G 9 y %52g 6CT70AJ : Frzovvl Cre- C 1 t~ , 1 7-0 WI 2 =103g.5 ) - C20) L J Z \2 t t I l~ og 2r- i F-2c rvt CU 2~ O PEA Z fi(~D o C Q4 a PEnI art C-) ~I +o w . ~ . E0" ?off Hr'LE ~ QEC, R - ;z 19. 0 5F X 0 5 d~ t oC?5 r--T 3 ~~►3iiitil~♦ -T^~~1~~ ' ~~~Y'~ ~tti'~ ~ t _ 'Y~, ~ ~ .Y~i~" Z'1 .'1R ~\i'T~~ f t - rJ'• a. W W W W W W xxx N N vw O O O $r1 O O ratS► r N N N N N N a 1 r f i e 1 1 i . ~ j C ~o w ~T21r.! C-~ - » n WNW X-- M- A , IAJ C ✓A-TY i v Q- L4 C7uT-rE2 17$ F7- :S L0 P (5 ` f CL)rz r3 ) 3.0 3 Cr~ c. ul 15 . oT-;--- L - L owl 4 1 1 1 1 1 1 1 1 1 1 1 BOWSTR i NG ME THOD (TEN YEAR STOR M DES IGN) PROJECT: MEADC WVIEW DETENTION BASIN DESIGN BASIN: C REVIEWER: VOAG NUMBER OF DR ELLS PR OPOSED DATE: 28-Aug-94 1 Single (type, A) 0 Double (tyke B) Total Area (talc.) (see H1) 0.25" Ti me of Conc. (calc.) (see H 1) 12.10 (see H 1) 1. KK", Ti me of Conc. (mi n) 1 `'.10 A ma (Ac re s) 0.25 C' Fa bo r 1.8 Im peivious Area (scl. ft.) 16268 Volu me P rovicbcl 677.9 Q utflow (cfs) 0.3 A rea Fartor 0.45 #1 #2 #3 #4 #5 #6 #7 Time Time t nbe nsit/ Q clew. V in V out Stvrncje I nc. Inc. (min.) (sec.) (i n jh r.) (ds) .(cu. ft.) (cu. ft.) (cu. ft.) (#1 "~10) (A'''C *#3) (duff. *#2) (*5-#6) 12.10 726.24 2.44 0.92 894 217.87 .676 300 18 1. 1 J 0 4 10 600 22`' 1.01 810 1 -C-0 631D ~ 9{Y9.! 1. 17 R-t 9 14 270 ri 44 { 12,00 1 ~ Yom', j ~ ! ~ .11 c 1.: 3 564 150 1.21 {".0. 54 - 9~1 4 50 501 30 1E00 1.04 0.47 993 540 413 35 2100 0.91 0.41 961 6.,20D 331 40 240.0 0.c% 0.3 9r 1l~ 257 45 2700 0..4 0.3:3 981 810 171 50 3Co0 0. E- 8 0.31 9.94 9i.-O 94 55 3301 0.6{4 0.29 1 CP.2 990 32 60 3600 0.61 0.27 1056 1080 - 24 65 3900 0.60 0.27 1120 1174 - 50 70 42+00 0.58 0.26 1161 1260 - 99 75 4500 4.56 0.25 1196 1354 -154 SO 4800 4.53 0.24 1204 1440 -236 85 5140 0.52 4.23 1251 1530 -279 90 5440 0.50 0.23 1271 1620 -349 95 5700 8.49 0.22 1311 1710 -399 100 6000 0.48 0.22 1349 1800 --451 DRAINAGE POND CALCULATIONS Reclu ired g rassy swale lion :i sforacp 'col u nie = I mpeivious Area x.5 i n.i 1 % i n.4t. = 676, cu. ft. G rassy swale pond volu me prck iclecl = 6T7.9 cu . ft. DRYO E LL R EOUI RE MIENT S - 10 YEAR DER IGN STOR MI 17 MiAm u ni storage reI ui reel lfs! Baiffstdn J = 676 cu. ft. Nu nibec a ncl type of D ry%W Is Requ marl 1 Si ngle 0 Double 1 1 1 1 1 1 1 1 1 1 1 w~ 1 1 TIME OF CONCENTRATION (minutes) Tc (overland) Tc ( gutter) A teas Ct 4.15 t2 = 175 .4.25 1.80 Z1 = 3.03 0.00 4.40 L1 (A) = 49.1 Z = 54 0.00 0.00 14(A) = ty{. 1 e 0 M . = 0. 2 1 r1 = 0.016 0.00 0.00 5 = 4.418 0.40 4.00 Tc (A) = 10.65 c1 = 4.131 4.04 0.04 Total A Comb "O' U(B) = 4 Tc (rlu) = 1.44 4.25 1.80 N(B) = 0 Tc (A+ B) = 10.66 (B) = 0 O = C*1 *A.= t?. ? Tc(tot.) = 12.10 0. 9 21 Tc (B) = 4.4 1 nbz nsiiy = 2.04 Tc (tottl) = Tc come clan cl) + Tc (clutber) Tc (overland) = Ct*(L1*Nr-i x`0.5) "4.6) Ct = 0.15 L1 = ;m nr.Oh of 0veriand Ficno N = f6ction fac4tr r of ovP- riar icC 1 Imy (..4 fo r -a ye racle ci rass c we r,) = awrage siope cR chtp dar, cl ticev Tc clutter) = Ian r=lth (ft.) ~ el cc ~~y (ft-#i j U., L B = Bottom W s.fth of gutter or clib-.h 1 = i m/ e- rase of cro-3 s slope on e of ditch 2 = i rn)p rsp of crofts slope tvm of ditch cl = depth of f c-n i n gutter (P.- ti maw, check esti ma te w 0th Flow) Area = d'B+cl''Z2j71+M) Vetted pefime- ter = B N-1+ (Ys in fate (10) j-:-1 fsin fa tn(122) F- /d mu lic Racli us = R = Ares Wetted Pe ri mete r Velocity = 1.486h*1, ^.6677 *s ^.5 Flow= Velocky*A tea ' . n = 4.016 for asphalt s = longitucli nil slope of clutter C6J o V-" ~ l 1 i ~1 ~j ) 4 . r ,r. .r .n -.-sue - r ~ f •r.w ~ y - - , P ~ i, U- - ~ r \ Lo l Z VlNIA ` Lnoo ~C cv cv ev _ Coo nnn 3 LoT io / ! 1 ! o7- ~ Y t_ L ~ r - ~ 5w?::,-tx Z E ~Cc o Zvi2~r"t 31 \ r T t~ LET 9 4Lf LO 1 7 ~ 1 } r , t ! Z. c 5wa~ Cz 5l7- ~j.°•lCl.i k_ . r, •ft.^t`-~^ 1►'`5•. • 4 ` 1~!'• 4.4 <''y _ AFP7QAJ `4 A i, _ a a . _ a. - . - y. v . - ...r... - . -m . - .-.....1..~. c e...-..-.. w » a.r . t4. ~e•»•-.+..-. • . . 1 - - 1°n o a o... R / f \E;~a S z • ~ r L# 2opo c?PV r = 2 )a .v 5`r= 1 iH 1 CoO.c.~ q Q~ 1 a ;S L C`'~ !LI.(z` w cu E, c ?r4 c~UmP CO1710 ,l/ , 2 DL= ro rJ ua u+ w LL., W w - T 1 N ;n in - vSOO .0 ' G rL i L..J T f 3 - , v t 71- . C- L) p ns i 1 i P-lm))4 6-7 ~~w w w u: LL; e:J w N N tm 000 L, O n i - ~ t' ct f r r f , N. CN ^i N ri F ~O t+ t 1 .1,n~ pc 2~ O V 5 5 v ~rL = vG57.5 < . 2 L = q. O S n ~ ~ ~ 2 t/ r t~ ` a r~ = = •r= ~ _ _ ~ L . _ x-5 P ' Uk SC Gv2~3 Dr2oPS r' ~•D Ci~Gl w .w LL L. oco moo + r + ' ,111 E r r r' ~.L I vun Fir- Y-"` ~N\) 1 z--tai ti--rtciLL Lz-✓<, 1I'1C. 4) tiJ Y,+6 E- CV7- CALLS OAJ 9 rH ° 3 5 1,L4 L / l~s~ l Cv►?r ,>=,.P CAF 5,5~ _ i s 1 BASiN D 1 1 1 1 1 1 1 1 1 1 1 1 4 .'~'.T. -.-r-...+.--,: +1.'~.,au•,-...~.ra.. .~~~-.-+*1-,.~-~i..~..-.~..v. -a.. -~....._.,...-~s.. a..-•a~+-- .5..-.~..a.+~.r..r ...i ' t W W w oco ! Y 00 { t I C`!NM nnN .a ~Q I r i i U 1 I I ; CvicG ci- _ C ,2y '77.4-/8 ~r;C~'~L - ~ 'r'te 1- 52- ice` L9 1), 12-1 dom. r r ~ LI 1 r i n a 6 Y .r^arrir--~'/l...a.M~..1L.f °A+ ~.._j.l.~`s.y4« .~.r.►t .s. <-'ter; a%Vf - ~•-l}-.. b vax "~r•1pif..~r....~'i ay~~ f ' ~'c~s+•a,.. Gi: .0 1~~~ . ~ _-ca.r.s ++s ~.=I. ~e..ax~~s~ ' W W ~vr~E2v10L) V ~2Fi4GC w O C O - • ILA dl r~ 17. `J 2 31.E i!, i:S•S ~r 0 a a ~ Zoe - i - a - 76, 0 '20 b AYZ,:-- 5,- Zp v Si'J~ ~ y = I l 5 F .s - SuwAL.c p'-l 2 +-4 - - - - - - r►eow, Cu 24 oP.t ~l rAl Ol r To C v e,6 o p C i,l ei 3 t 3 Co x, 30 ` - Z-7 /.o t.F- r _ 2C) Ec'-: a'o = 230 r= c; = 11 FT 3 208 'S7-D'o N N N H H H W W LU ustuw - Y Ln X00 ~N .-NC' rvr C4 Nn C4N a 1 1 1 1 1 1 I! i i .1-v,n t~L YLV~dUS ._:S rzFAe opc-Allxle~- C-1 ,?08 AV-FA eEc; c '206 sD" f= C; 1~ S3 i •.~.i _ _ ~ . a.-.. .r..- ~ .'.~;r.... -..ice - . ~ ~ , _ y.t-:~ .r 7:5 r ' ° UI(AVA ; r" v r N IV N' ncsc~t r 'Q 1 S ~o P L = 1. y~ /o ' ~ _ 33.3 C3 iv x-s~-cry= ~~r,) ~ a t 1 1 1 1 1 1 1 1 1 1 C- ~ ; ~ = Z, D C r=5 nr~ E- 'o n 0 0' 67C) e r-7 6 FT r '20 S -:5 m UZF- D2- 3 FT3 ? 3 t 1 5 3 J 3 D'S I 1 I r BOWSTR I HG ME THOD (TEN YEAR STOR M DES IGN) PROJE CT: MEADO VVIEW .-l DETENTION BASIN DESIGN BASIN: D REVIEW ER: V%hAG NUMB ER OF DRYWE LL S- P ROPOSE D DA TE : 13- t~ xl - 94 4 Single (type Ay 2 Double (type B) ' Taal Anm-a * (calc.) (see H1) 0.25 ' Ti ri'iG _d Conc. _Inc. (cmlc.) (see H 1) 12.53 il/ornpos ~e - (colic.) I, see H111) 11- tt. J Tirne of Conc. (min) 12.53 A rr_ia (Ac, P- s) 0.25 C' Factor 4.8 Im pervious Area (scl. ft.) 9-6009.6 t 1 rc-l 0. -p O utf Imer (d a' 2 Ar;m * t:` Factor 1.20 #1 #2 #3 #4 #5 #6 #1 Time Ti me I rtm- nsit/ Q clear. V in V 01A Stomcje I nc. I nc. , (m in.) (sec.) (I n./h r.) (ds) (cu. ft.) (cu. ft.) (cu. ft.) (#1 ye)) (A (Outf. *#2) (#5 -#6) 12.53 751.82- 2. 0 .2.40 2420 1503.66 917 5 3Tj 3.18 3.82 1-5S4 600 92-4 1 r. Wrl 2. 2-4 2. C~ 9161 12Wul0 9,61 15 9ccl 1.77 2.12 2455 1 la"D0 655 20 1 /c, 0 1.465 ..14 2b. 2400 2 5 169D0 1.'21 1.45 2549 3000 -451 .~G 1200 1.04 1.25 2565 3600 - 1025, _,5 2144 0.91 1. rX3 25-72 42+. 0 - i623 40 2404 0.8% 0.90 2613 49,1. 0 - 21 87? 4 5 2700 3.74 0.39 2625 5400 - 2175 5c, 3r.r.1 0 0.68 0.82 2657 6XIO - 343 55 3300 0.64 0.7 2731 6600 - 3B69 60 3604 0.61 = 0.73 2922 7200 - 4378 65 3904 0.64 4.7'2 2992 79D4 -4808 74 49-00 0.. 0.70 3161 8400 - 52c~n- 7 5 4500 0.56 0.67 3196 9000 -5804 80 4800 4.53 0.64 8215 9600 -6385 E35 5144 4.52 4.62 3342 10244 - 63953 40 5404 4.5 3.84 3393 1 Coco -7407 95 5700 4.49 0.59 3502 11400 - 789 6 1 C.1 6009 6.48 9.5$ 3603 12000 - 8397 ' ~AC-iE POND CALCULATIONS DR,►~Il Reclu irecl g rassy s!, Ie pon cl stora~je- -~~I u me = I mpervious Area x.5 i nI 12 i n At. = 108 4 cu . ft. Grassi strafe pond volume provided = 14$3.9 cu. ft. ,t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DRYIOE LL R EQUI RE MENT S - 10 YEAR DES IGN STOR M Ma>dni u m storage reel ui p'- d by Bo+fp,-;tdn J = Nu ether a nd type of D npoel Is Reclu ined = 961 cu. ft. 4 Si n9le 2 Double 1 1 1 1 1 1 1 1 1 1 1 1 1 A i 1 1 TIME OF CONCENTRATION (m in ut2s ) Tc (m-edancl) Tc (gutter) Ct = 4.15 L2 = Z1 = L10.) = 45D Z,2 _ = Nf .4.1 . 4 B (A) = S 0.4194 = n s = Tc (A) = 11.44 d = LiBa = 0 Tc k,-Ju i = N(B) 0 = Tc(A+ B) _ S( B) Tc(tot.) _ Tc (B) = 4.0 latensitf = A reas "C,: 1 237 4.25 4.90 0.16 0.40 0.40 fYI IY~Yi - IYlYI 0.016 0.00 TJ 0.0148 0. co 0.00 4.233 4.44 4.44 Total A Comp "0' 1. 4n J. -T. vJ 11.04 O=Cl *A= 2.40 12.53 O(Ast) = 2.40 2. CO Tc (tom, ) = Tc (1,fe Tian cl) + Tc (gutter) Tc (r_-rwerlanc1) = (,-,t'ftLl"i•~tS ^0 ~ ^0.6i Ct=4.15 L1 = !e n th of Overland Fir N = f ri rfion facto r of ovp- HancI fIow (.4 fo r LTfe raffle c) rass r cr„pr) = average slope & h►e rian cl flog Tc ( gutter) = Len nth (ft.,VVeIocltV (ftIsec- V&D B = B otb m ini r_Ith of gutter or ditch Z1 = i r r.. e rse of c rosy sIopc3 on e & r_litc. h Z2 = i nve rse of cross slolae ttrro of d&--h cl = depth of fl ow in gutter (esti mate, check Asti mate vrith Flog) Arm = cl1B+cl' 2RjZ1+22) Wetted perimeter = B *cl+ (1ts in (atn (1fz.1) Ysin (atn(1~2j~ j j Hyd rau lic Racii us = R = Areafflettecl Pe d mete r Velocity = 1.4861n*R .66 *s .5 -F Imy = Velocity *A va n = 4.416 fro r asphalt s = longitudinal slope of gutter c la n n r 1, 11) j 1 1--e- TXI1< /)1,.IJAI 'D 1LAJ L.u ~ 7~f~ ~ t.t Z,U. A' ~ ` /-`-T.a~ " n n K . ' ~.^.3..tr-~i~L«, n ' --.~-.r:...:- ~..z~..~+..~,..~...- 1 Sw~4L~ ~1 2-OS AeEft:~ 9,2'3.0 Sf-- W W W W W W P - - s X X Nf 0 N °OC°o o I t~ i NNN C✓~r~ ' 1ti/1c~C F ~ ~ r 4 io v r i JL^--) r4 trl: Z d ;70ES SF. ZN 1 30 ,5 C✓,zf3 c WA -1< ~ c I r i } f `"1 N N VI H M- 1~ W W W w W 0 A to VY in 000 NOO N ~Na e~Q N Cv Cr cv N cv o 1 i R I k} I 1 y n 1~-lAe-> = ~S JELL \ .T,Si%~ x.4.1:.!! i►f; r e' ? AJ y i s. c~ ~I ' SwL~ Z S x yI 5 i~ I t71 :I I 5 w ~4 Lt= S! u = X L230 5i-- 1 Y r R a I Hy" Qo ~wcz' = Zlo3.~l SF - W W W W W W LM V) 0 000 Lloa r (V r cv lS Q z z rrn ' 5 I I 1 ~ ~ 1 I r r r .A 6 f v ~,?~3•SSr~ F~ . C-7 is I P- D o Y?-Yb C- L) I- L) 32~ jD 'y p &1 7 , , , a/ 0/7 3°I c~~ 15 Tr-te-C- In1 ,or cry P.4-ssc: s m SwrT tJ1 ~cl r NNN W W W W W W V} to U1 c o o ~1 ^v 0 r N QQ~ CI fr N N N N c s L~J A? L C f J wwP ~~vcJS ~~t'i~ ~v 2766 SF . y `jam X - S cA P` ~-c~. = 3 • Ca ~ uS E C Li ~ 2v P S a~ L 14C•f-F• 1 vtn PEi2~/ l CsV S ~7 u t2~ C~ _ 7 Co D ~j ~ _ ,a(? 7 _ ,bps L = ~ 5 i 7 rz►~-1 ~ c u rzr~ "UT- CI A LC5 . ) . Ia!~•,•--' ' +a --•`...±''.°.~"`^Ra~,n~...+~..~...~.,~ ~ , .r.........t-..•'.+-•w,'.-'Yn„--qr-'~1^~.~•~^~-~.~.~w~ w~r°."+'c.."~"'e'Z"r..=.. 'r-4-~"?'~-^Z+...~ s ,T'+`i ~ _.`*l"'~r~i `'^"_"Y" ' ~ i , w~ - , D - H h vs r rn PE /L V &V 6 60ILFA•e-L _ 3)1e) SF - W W W W W W i 5 t7 ~oo ~C4 _ra C/7 T - ILE: P-- sL-0 PC:~-- r r r r r D-CP 5 Q~~L~ _ ~Ca 5~ CL _ 05 GvY2rs -r)rn~_. Q!= i ~~f=C~~ t I w Spokane County Enl7ineers N. 811 Jefferson 456-3600 Spokane, WA 99201 TYPICAL SECTION DATA Roadway half width ENTER--> 20 Road Name ENTER--a 8TH AVE. Left or Right ENTER--> RIGHT Curb Type TYPE 8 COUNTY motion Interval ENTER-- > 50 Project MEADDWYIE}NRANGHESTATES Job No.: Disc.No.: Fife Name: 31-Aug-94 09:11 PM TATIOPJ CENTER LINE ELEVATION °6 S~L4PE CENTER- LINE EDGE PAVEMENT ELEVATION DIET. G,A_ TO ESP °k SLOPE CJL TO EDGE PAVE ED GE Fk'a`EMEN 'k 3L4PE 013T FROM EDGE P'dM TO CURS n+iNiMUra Curb EL. (,-4.5°k from E)P + CURB HGT} MwcirA U41 Curb EL. (-2°.> PR0 M ErP + CURB HGT) ELECT ED ELEV Edge Pace. to Gutter Qespn °k GRADE op Curb p Grade 0.00 2091.15 50.00 2080.97 -0.36 2080.74 9.r,0 -2.40 4161.48 10.4 1080.72 2020.95 2080.5 -1.97 - 100.00 2081.39 1.84 2061.96 10.80 0.65 2.44 9.20 2082.00 2082.19 2082.00 -4.48 2.10 150.00 2023.06 2.09 2083.14 9.80 0.82 2.40 10.20 2053.13 2083.35 2023.23 -3.39 2.46 200.40 2094.04 1.96 2083.96 10.30 -0.78 1.64 9.70 2983.98 2084.18 2054.04 -3.72 1.62 250.04 2034.27 0.46 2084.3 10.09 0.70 0..76 10.40 20634.34 2084.56 2034.34 -4.53 0.64 300A0 2024.40 0.26 2084.30 9.80 -1.02 -0.08 10.20 2084.29 2084.51 2084.50 -2.13 0.32 350.00 2084.53 0.26 2084.51 9.50 -0.21 0.42 10.50 2084.49 2084.72 2084.66 -2.61 0.32 400.00 2084.70 0.34 2084.63 8.60 -0.78 0.25 11.40 2084.57 2084.82 2084.82 -2.00 0.32 454.00 20E4.97 0.54 2034.94 8.70 -0.34 0.61 11.30 2084.58 2085.13 2085.04 -2.91 0.44 500.00 2085.22 0.50 2085.07 8.60 -1J4 0.26 11.40 2085.01 2085.26 2085.26 -1.99 0.44 550:00 2085.48 0.52 2085.40 9.10 -0.28 0.66 10.90 2085.36 2085.60 2085.40 -3.27 0.44 600A0 2085.74 0.52 2485.72 9.00 -0.22 0.64 11.00 2085.68 2085.92 2085.82 -3.00 9.68 650.00 2086.00 0.52 2086.07 9.30 0.75 0.70 10,70 2086.04 2086.27 2086.16 -3.21 0.68 700 .00 2086.38 0.76 2086.30 10.00 -0.80 0.46 10.00 2086.30 2086.52 2086.50 -2.18 0.68 de" S, t (ktelkq~ Spokane County Engineers N. 811 Jefferson 456-3600 Spokane, WA 99201 TYPICAL SECTION DATA Roaclwayhalf wicith ENTER--> 23.5 Road Name' ENTER--> BARKER ROAD Left or Right ENTER- - > LEFT Curb Type TYPE 6 COUNTY cAation Interval ENTER- - > 50 Project MEADOVWIEW RANCH E STATES Job No.: 93H053A Disc. No.: File Marne: 31-Aug -94 O9:15 PM TxTI0 N CENTER LINE ELEVATION 0.4 SLOPE CENTER- LINE EDGE PAti,`EMEMT ELEVATION QI~T. GAL TO E J P °/4 SLOPE C,+L TO EDGE P f i t + E EDGE PAtiJEAlEtJ " . 5 SLOPE OIS3T FROM EDGE F'11M TO c;UF6 MINIMUM Curb EL (-4.50,4 from ER + CURB HGT) Wc1 rauM Curb EL. (-2% FR0 10 E1P + CURB HGT) ELECT EQ ELEV Edge Pace. to Gutter Despn 0,4 GRADE op Gurb Grade fJ.~JO 2081.15 SrJ.pO 208 1.r,0 0.79 2081.25 11.120 -3.12 - 12.30 2081.15 2081.42 20E 1.42 -2.00 - 100.00 2032.53 1.86 2082.50 11. s0 -0.27 2.50 1!.2 0 2082.40 2082.67 2082.64 -2.27 2.45 150.1-10 2023.70 2.10 2023.69 11.50 -0.09 2.34 12.00 2083.60 2023.27 2023.27 -2.00 2.45 200.00 2084.67 1.94 2484.50 11.30 -1.50 1. 62 12.20 284.40 2084.67 2084.67 -2.01 1.61 250.00 2085.67 2.00 2085.57 11.20 -0.89 213 12.30 2485.47 2085.74 2085.4 -4.44 1.61 C1 2037.00 2.G6 2086.8~ 10.30 -1.02 2.G4 12J0 2086.77 2087.05 2086.78 -4.42 2.61 350.00 2088.4e 2.90 2088.38 10.80 -O.GJ 2.94 12.70 2088.26 2088.54 2088.28 -a.ss s.oo 400.00 2090.1G ^a.42 2090.13 11.40 0.18 3.r.n 12.10 20~0.0~ 2090.35 20J0.12 -4.20 3.68 4 4.;A9 2091.10 2.19 2091.15 7.20 0.54 2.26)• 14.30 2090.96 2091.28 1091.2 -2.00 2.70 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 POND D1 f ` BOTTOM EL = 2079.60 m - BOUNDARY Of LEVEL FLAT BOTTOM AREA PECWL CURB~INL DRAINAGE EASEMENT STA. 0+45.04 - STA. 0+47. 8th AVE. scALE: 1. 3 121.70' ccv,r, a TYPE • DRYwELL w/ 10' SET IDE TYPE 4 FRAME do GRATE GRATE EL = 2080.10 Vs g,31' I tM 5' BUILDING SETBACK / R=20' in 3' TYP 1.22' 10'^,. of 0 0 LAJ _ w . Y (rn Oz IX V) s_ • ; CU {LETS ECI.DVI=D STA 1 +52.00 1+54. 'SEP 0 9 1 KANE COUNTY ENGINEER 141.29 9ouxUry _ Q • FIAT BOTTOM aY= tJ W,gSy~ '~l s, 0 DPAIWrCr v,SZuElAr 2 4 43. 'A p~ 9FG ~~p POND D3 c~`ss/ONAL BOTTOM EL = 2082.57/ ~ ~ Cty ~IaFS LOT qt~LVO K 1 . MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DkiSION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 RECEIVED SEP 0 9 24 SPOKANE COUN EBt HIR a 30' SPECIAL CURB INLETS STA. 2+77.48 STA. ?:P8 .27 POND D2 i el 8th AVE. BOTTOM EL = 2083.26 105.00' I i 0' SETASIDE I I I I~ r nP 25' BUILDING SETBACK I I al L_ 8' .V tt \ \ -DRAINAGE EASEMENT 1 I , BOUNDARY OF LEVEL O FIAT BOTTOM AREA O O Ln ll) M to 0 2M7 C FalR~ 105.00' 9 "UNAL EXPIRES LOT 2, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA: 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 tN~ POND D2 8OTTOM EL = 2083.26 8th AVE. 105.00' fq I I l lo' SETASIDE J TV I I io ,y I < BUILDING SETBACK C co BOUNDARY OF LEVEL I N I FLAT BOTTOM AREA i ~ I DRAINAGE EASEMENT---L_ _ / 11' 11' O 105.00' . ~I DECEIVED ` O Z"i SP KANE COUNTY ENGINEER o u G. 0 Sf NAL EXPIRES LOT 3, BLOW MFgDOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE: 1' s 0' SPECIAL CURB INLETS POND B l STA. s+14.10 BOTTOM EL = 2083.97 STA. s+11.31 2 BOUNDARY OF LEVEL E 'B' DRYWELL W/ FLAT BOTTOM AREA TYPE 4 FRAME k GRA, GRATE EL = 208=.47 8th AVE.DRAINAGE `EASEMENT L=31.45' 67-t 10' SETASIDE (it Z It N 3' CUR:, O R,^: L I sT 61.6' 3'1 25 EUtLDING SETBACK l Go` 62~68' Y9 I - I ao o I o p O cxil Q I II ct 0. co - ~LL G. o oo~ WAS ~l 135.46 r 25247 ; RECEIVE 9FG/STE~`~ SS~oNA.SEP 0 9 IRA EXPlRc-s SPOKANE COUNTY ENGINEER LOT 4, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 SCALE: 1' a 30 RECEIVED 135.46 M Q. 92, 2, DRAINAGE EASEMENT ~ I TYP w Ir BOUhlDA~ O' L_NEL 2~ 3- CURB DROPS FLAT eOTTOu aRl1+ ~1J W/TYPE i INLETS 9p =47 p ~ STA. 2+05.0 FGrS7CP~~~~~ 5.0 s/pNp~E 2 POND B BOTTOM EL = 2087.67 (A11 LOT 5, BLOCK 1 `0 MEADOWMI RANCH ESTATES SECOND A HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 ~6• i 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 CALF: 1', 0' PV - pry: ELl- G. j¢ 3~ WAS,yy~y ~ Q~~`~ tio~o Z w ~0~ 9F 28247 ~Q ~~C/ Fss~o s~ lac,` NA iC?iRES i O 0J 3' CURB DROPS W/ TYPE I INL=iS STA. 2+05.0 STA/tk15.0 O o~ ~v 'O CITED S EP 0 9 1994 SPOKANE COUNTY ENGINEER LOT 6, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADD ION HA-HIN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 POND B2 BOTTOM EL = 2087.67 BOUNDARY OF LEVEL FLAT BOTTOM AREA - j 6 DRAINAGE EASEMENT- . 66''--,.. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i SCALE. I' = .30* O ~ tt ~ ~4I' 68~ ~w /341 `o. > 10/41, *?7 2, ' h ~m9 40 / '.5 ( URB DROPS / O ./TYPE I INLETS ` UO 0+54.0 O 0+67.0 BOUNDARY OF LEVEL FLAT BOTTOM AREA DRAINAGE EASEMENT '38' 9th POND C3 c~U L G, BOTTOM EL = 2089.30) RT F qA co 9 28247 S SS~O NAL SPOKME COUNTY ENG01EER LOT 7, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1. 1 1 1 1 1 1 SCALE. 1' = 30' 157.73' co I~ 0 eU\~c 9th COURT ~cl. RECEIVED S EP / SPOKANE COUNTY MGIN t1l"n O~LL G. y Z 0 9F 26247 ~`SS,GISTE E~~\ ONA1. I EXPIRES I LOT 8, BLOCK1 MEADOWVIEW RANCH ESTATES SECOND ADDITION IAHN ENGINEERING N. 8623 SUITE' 8 DNISION SPOKANE, WA. 99208 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ix w cr m AINAGE EASEMENT BOUNDARY OF LEVEL FLAT BOTTOM AREA POND D3 / BOTTOM EL = 2082.57'' 40• ~93..rZ I Tv? 7 I D~ ~ t~ ll in 4140 co r` 0 r- I 6 ~?0.%~ SPOKWE CO. ST D RD TYPE 'A! wffH TYPE 4 iIVRA"ME h TT DRADYCE EASNEM 2.22' 55FTROM Or -q -SAC ` CRATE EL 2* cvq9 W I 1 140 POND Cl STA. 1+ISM V BOTTOM EL = 2086.44 of CK-DE-SAC ~.C .p 9=40A?Y OF I-Va S.AI B0110Y A;TA 0,~ Q ST RECEIVED SS/ONAI.9AN SEP 0 9 1924 SPOKANE COUNTY 'ENGINEER LOT 9, BLOCK 1 _MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 r--SPECIAL CURB INLETS STA 1+52.00 STA. 1+54.79 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 l~ SPOT co STAN0+1itD TYPE W TYPE 4 Z' CURB STA. 1+23 OF SW FROM STA 1+16 GRATE EL 20x8. OF CUL-OE-SCALE 1* POND Cl 9th COURT N BOTTOM EL a 2066.44 -11 Go ~UNOW OF LEVEL FLAT WTMM AREA MANAGE EAS004 1 5. Bu J / o ~0 0 qF7 Q/SIMa G~ ss~oNAL - - - - - - - 25' BunDU+c sETancu - - - - - - - - r, ~.@J~ so. ss.~• 44 \ , ~w 'r 1 -----------1 52. 3 ~r x. 2 TYP 2 - i x '_N 9j 225.07' 'AZ i n DRAIWGF EASE~tEMJ DUNA" EAS D;i sPECx a;zB WLEM SPEC UL CM 4D, STA 2+44. SrA 3+36.00 \WUMMARY OF LEMa. BOUNLART Of LEVEL STA. 2 ,9 t STA. 3+36.7V FLAT BOTiOY FIAT BOTTOM AREA m POND D4 BARKER POND D5 BOT W EL - 2084.36 BOTTOM EL a 2086.95 RECEIVED SEP 0 9 124 LOT 10, BLOCK 1 SPOKANE COUNTY ENGINEER MEADOWVIEW RANCH ESTATES SECOND ADD[TION HAHN ENGINEERING N. 8623 SUITE 6 DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 Qtr . ,0 2 ~o 9 28247 a cv SS/ONAL EXPIRES RECEIVE SEA' 0 9 I'J^l'~ SPOKANE COUNTY EN INEEER 167.20' 2.42' I W W W Q 2 O ~U~ 69-Ij LOT 11, BLOCKI MEADOMIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE. B DIVISION SPOKANE, WA. 99208 POND C2 807 i OM EL = 2089.21 r 2.5' CURS DRO W/IYPE INLET j STa 0+55.0 l SCA 1" = 0' SM 0+63.0 L = 3.84' L = 16.24' ~,-,9th COURT L = 53 56' a ' . I N BOUNDARY OF ! ._L C4 FLAT =7 tOM A?;s 7 7 7 1 ,YC / 5. 9.5' S77FACK / of J N N POND C2 BOTTOM EL = 2089.21 BOUNDARY OF LEVEL FLAT BOTTOM AREA - o ~ I N I N c" 7 2'' TYP, y-q 9.5' DRAINAGE EASEMENT -7 2.5' CURB DROPS w/7YPE I INLETS SCALE: 1" = 30 STA. 0+55. SPA 0+63.I 2.42' All) 9th CojjR T 1 07.3s. ~ e~lNG~T~CK t I U` N NCI I ~,N q- r-- ~ I RECEIVED SEAy~ L G. y SPOXAM cmu" E"amen ~oF wAS 'o ti 105.00 p9F 2e247 0X~ NA1- Aim O►S7E SIRES LOT 12, BLOCK 1 _MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 SCALE: POND' C4 80TTOM EL = 2093.82 2' CURB BOUNDA.RY OF LRa W/TVE 1 IN FLAT 507TOM AREA STA. 2+60.0 9th AVE. STA. 2+68.0 '7 L = 32.26' 77.77' 2. .y .5' 7.5' L_ :-L^ 30' BUILDING SETBACK lb O O~ IN ~ REC NED SEP 09 12-4 SPOKANE COUNTY ENGINEER tbl-) 110.00' bl O N 1 DRAP':4;E EASNEN 1 LOT 13, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE. B DIVISION SPOKANE, WA. 99208 EXPIRES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND C4 80 / TTOM EL = 2093.82` 2' CURB DROP C W/TYPE 1 IN S STA.2+60.0 STA 2+68.0 CALE: 1" = 30' 9th AVE. BOUNDARY OF LEVF FLAT BOTTOM AREA DRAINAGE EASEL IO 67` r /L V J L G. ti Z w 28247 IST SS/ON AL EXPIRES OI O O N RECEIV -D n IA _ 110.00, v c~~ f>~I f SPOKANE : Q) LOT 14, BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 110.00, 30' BUILDING SEri-ElA 1 1 1 1 1 1 1 1 SCAL ✓ 1 1 5.5' CURB OR W/'1YPE i IN STA. 4+02.0 9th AVE. 2' BOUNDARY of ~ 4 =TAT BOTTOM AREA EXISTING POND 1), i Na.s I BOTTOM EL = 2096.94 DRAINAGE EASEMENT 1 1 1 1 1 1 1 1 1 1 1 RECEIVED O NI SPOKANE COUNTY E. OGINSMER INC, L 'Go ti ~ ~'°oF ~y~yygy d z 0 2247 O lU 4.61, s FGISTS S/0 N Al. r J EXPIR~~ LOT 151 BLOCK 1 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE 8 DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DRAINAGE EASEMENT ,0.27, D RECEIVED SEP 0 9 1994 SPOKANE CO NTY ENGINEER LOT 1, BLOCK2 MEADOWVIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE', WA. 99208 POND Al - BOTTOM EL (4* V o E 4 FRAME k GRATE SPECIAL CURB S TE EL. = 2084.959( STA. 5+95.9 BOUNDARY OF L-'ti--L STA. 5+98.8 > AT BOTTOV ARE 046 A%117 CALE. i' a 3 V '1 EXPIRES 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND A2 SCALE 30' 2' CURB DROPS BOTTOM = 2085.94 w/TYPE i INLETS STA 3+23.0 STA. 3+31.0 BOUNDA Or LEVEL 4~fill 2' T 8 OM AREA DRAINAGE- EASEMENT 130.2 19. /00 o > a I m QG coe 0Z 00, 9 28247 O OAF ss/4 NAB EX~1Ras 00 ryo/ ; RECEIVED SEP fl 9 494 SPOXMECoU"Y9' EWNE M LOT 2, BLOCK2 MEADOMIEW RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 V~l no P11100 nOnOC V/ 2 O/ mJ ~o DRAINAGE EASEMENT BOUNDARY OF LEVEL FLAT BOTTOM AREA POND A3 BOTTOM EL = 2089.27 CALE: 1' 3 46 ~'A RECEIVED SEP 4 oi~24 / SPOKANE COUNTY ENGINEER O8 o/ LOT 3, BLOCK2 MEADOWVIQ1 RANCH ESTATES SECOND ADDITION HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 EXPIRES 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 ass ~ONA1- ~3.5' CURB DR 5 WMPE I IN ~.L EXPIRES STa 3+15.1 LOT 4; BLOCK2 MEADOWVIEW RANCH ESTATES SECOND ADDITION. 3' CURB DROPS ~ W/TYPE I INLETS ~ STA. 1+41.0 POND A3 STA. 1+49.0 J BOTTOM EL = 2089.271 2' ; M 23.1 •80. BOUNDARY of LEVEL 8. FLAT BOTTOM AREA i ?4 t' . = 30' DRAINAGE EASEMENT ~29 2' OQ- ~I y•00. \ ~v p O0, ho \ 3o. N loo G. EXISTING POND BOTTOM EL = 2096.40 Qj ~n ` / 14'' 2. s1 DRAINAGE EASEMENT w ~373s, BOUNDARY OF LEVEL FLAT BOTTOM AREA HAHN ENGINEERING N. 8623 SUITE B DIVISION SPOKANE, WA. 99208 DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION, I t4fi Q'Zr t A 4, A . A. J, I'll ;00111~" 3a FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STI?uc'fUI?E EOW THE NORMAL GUTTER OF LOWEST CURB DROP IN THE POND. - A STREET RIGHT-OF-WAY VARIES -1-(SEE STREET PLANS GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE - TYPICAL "208" POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW - Tltt 14 w w z ui r Lu O U ~ d Y a N ~s a LOWEST CURB DROP IN POND `(SEE CURB DR OP DETAIL) ASPHALT PAVEMENT - TYPE "R" CURD TYPE I INLET HAHN ENGINEERING xxc "m VAS C" M.-N" SHM KA xojtra 8023 a DMSION 00A„ W* SM CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION SPOXtNX rA. 99208 S 1505 BARKER RD. Tma (609) 407-1660 C1°°® sr. Xo SPOKANE, WA 99016 208" SWALE WITH DRYWELL CAO FU PAr 609 467-8100 Apriawo rm m SEC.OWG STREET RIGHT-OF-WAY DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION G~,~c2 FLAT POND BOTTOM ELEVATION d j% MAX AS SHOWN ON PLANS. Q 67' S' ~C.,d► _ d►W►.d►_d►d►.d► _L..Ja.~► ~.d► At +h A AL . d► d► dr di A A dh A A_d► G.db A. ap. d,.d►~ GRASS fUltl" IIJST'ALLI:U CONCUHRENI' WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "208" POND W/ OUT DRAINAGE STRUCTURE SECTIONAL VIEW rSEE STREET l PLANS i MAX p i` t 1 Ld>.D Z UJ pp~ L) W w cc a ca LOWEST CURB DROP IN POND (SEE CURB DROP DETAIL) (s 1-ASPHALT PAVEMENT • TYPE "Ir CURLS TYPE 1 INLET HAHN BNGINBERING =AM Mrs a xosr8 8ua B Drrrstox oftwN .n sm CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION r" j, VA. 902" S 1505 BARKER RD. ,m"208" CAD ►u 609) 487-1660 CWMED ~s KO SPOKANE, WA 99016 SWALE W/ OUT DRYWELL SEC,DWG YAr 609 447-8189 APPROVED m, rot DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF I r , POND ELEVATION-7 FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. DRAINAGE STRUCTURE HAHN ENCINEERINC =ALrl KM DATE N0Xrff eua n DIMION oft"m WA w o-o-o+ SPOKANI. WA. 90101 (600) 407-1660 ararm By, TAI 609 467-1109 IAMWVW m Ml L F*_ OW THE NORMAL GUTTER 114E ELEVATION OF LOWEST CURB DROP IN THE POND. 3:1 MAX 7~~F. .C7. cr. W w W Z w 6J © U LLJ z ui I O a cn CSEE STREET) PLANS J ' SPECIAL CURB INLET 370j,~' SIDEWALK TYPE "B- CURB 7PONDt( EST INLET IN , LOW (SEE INLET DETAIL) TYIC I INLL• -.T ASPHALT' PAVEMENT - CRA;'PS I'URF INSTALLED CONCURRENT -3 WIIII OCCUPANCY 01: ADJACFNI IIOUSI:: TYPICAL " 208" POND WITH DRAINAGE STRUCTURE AND SPECIAL INLET SECTIONAL VIEW CI-ARA FIEPTON 1505 IIARKI_IZ RD. SPOKANE, WA 99016 MEADOWVIEW RANCH ESTATES 2nd EDITION "208" SWALE WITH DRYWELL & SPECIAL INLET SEC.DWC STREET RIGHT-OF-WAY DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM TOP OF POND ELEVATION---7 3:1 MAX i. .67' FLAT POND BOTTOM ELEVATION AS SHOWN ON PLANS. TYPICAL "208" POND W/OUT DRAINAGE STRUCTURE WITH SPECIAL INLET SECTIONAL VIEW m,r -If curm cl LOWEST INLET IN POND (SEE INLET DETAIL) TYPE 1 INLET ASPHALT PAVEMENT M. KWE HAHN ENGINEERING CLARA HEPTON MEADOWVIEW RANCH ESTATES 2nd EDITION NOJtra 8813 A DrrnalON OWN". -0-04 $ 1505 BARKER RD. SPOK"S, IrA. 002" MCC= (609) 487-1660 1 11-1 Ko SPOKANE, WA 99016 "20Er SWALE W/OUT DRYWELL, W/ SPECIAL INLET SEC.DWG Per 600 447-8166 Arrom n un bl STREET RIGHT-OF-WAY I VARIES w w z z W w ~ z w ® o U LLJ w Q O Q W (SEE STREET1 PLANS l SPECIAL CURD INLET GRASS TURF INSTALLED CONCURRFNT _ SIDEWALK WI I I I OCCA JI'AI,JCY OF APJACI'14 F I IO C 3:1 MAX .5' . ~r . MY SP0310anew OpValiey ~ Public Records Request n%k~v amity Hall, 11707 E. Sprague Ave. Suite 106 Spokane Valley, WA 99206 Y 509-921-1000 phone 509-921-1008 fax n~ . Please Print Name: .bo- Date: ?,Ar Phone Number: vl - Address: :7 Z 4.1 Email: Requested Documents: (Please be specific in describing the records being requested and any additional information that will help us locate them for you such as dates:) L~y y PUBLIC RECORDS OF THE AGl REGULATIONS: 1. No person shall kno- 2. Original copies of pt 3. Care and safekeepin the sole 4. Records furnished ;hall be condition and in the same file sequence or organization as whe _ - 5. The charge for providing copies of public records is fifteen cents ($0.15) per 8% by 11 or 8% by 14 inch page. The smallprint.• It is the Citys policy to respond within five business days ofreceiving a public records request by either 1) providing the record; 2) acknowledging that the City has received the request andproviding a reasonable estimate of the time the City will require to respond to the request, to locate and assemble the information requested, to notify third persons or agencies affected by the request, or to determine whether any of the information requested is exempt and that a denial should be made as to all orpart of the request or, 3) denying the request,. In acknowledging receipt ofa request that is unclear, the City may ask the requestor to clarify what information the requestor is seeking. See Ordinance No. 21. Requesto certifies that a records requested shall not be used for commercial purposes. Signature Date OPYING SUBJECT TO THE FOLLOWING agency. i the offices of the agency. to a request for inspection or copying, For Official Use only Action on request for public records must be taken within five (5) business days (see RCW 42.17.320) 1. 'Action taken: n Request Granted Acknowledgement Estimated Response Date Provided (see #4) Record Denied (see #5 & 6) Record Withheld in Part (see #5 & 6) 2. Request forwarded to attorney for review Yes Date forwarded No 3. Notification of Action Taken to Requester Date of Notification Request Granted Request denied Request withheld in part 4. _ If additional time needed, explain why: 5. If request is denied or record is whitheld in part, name the exemption contained in RCW 42.17 which authorizes withholding or denial: 6. If request is denied or record withheld in part, explain how the exemption applies to this record: 7. Request received by: Date: (-1 D- OLD FEES Copies of paper pages @ $.15 per page Copies of tapes tapes$2.00 per tape Copies of maps (actual cost from vendor or $.15 per page) Postage (if mailed) Total fees ~ O ~ S DOCUNCENTS PROVIDED Date: T - Q 6 'p U Initals Mailed: Initials 0Cr InitialsQAC> Picked up: a'A IS4 Receipt# Date: ?p. nmwlrrcw M. rur w' OVrALL MEW NY MEW ^IrMM O.Ch.A.-sw .-P.P_% mpw..Iaw0I "MEADOWVIEW RANCH ESTATES NO. Z " r-Uh,mrmw,rrm,gnprARq.~r .UYJ.nn.Ywe..r.Yp.rnr[mRee.[m.@hrr .I-lww[ . a b0•r1. 1llADON~1Elp RAVOf ESYA7Rf IV. r Lrf W aaE.pwnwghprAwn prwr gAww n r.r•AR D#--% R.w u Err W.M. C_.% PorrryA.d•wp•n.wy~SrAdmJW,.r: aw r ran w m rmmn omm s arm n mrwm C--Em .h w.er-qr. rrw- r"-hrea Ar a pro, mra a m Ya Ifar1A afro rlmom. r, d r aw►wa A••r Ke@An wn .taUM n flmrb.pr.r r r ror•q•rw gMAw~.dh ImNideACnfmc arr wwr.ar SODRr utapt Abn Jlnrn• r n4fpl Anwr Jp•KIrE rang[ rw J tnr Ir r ru npt snwr N.rrror r nl•. ha. x p•Pr+r r mu/A.b.pa. x r ®rr~rq.ye.ge.wJrArr. 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