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PE-1414-81May 13, 1997 IPE W.O. #96106 Sincer ly, Inlan l Pacific Todd R. Whipple, P.E TRW /jdp Enc. INLAND PACIFIC ENGINEERING, INC. Spokane County Public Works Department Development Engineering Services 1026 W. Broadway Avenue Spokane, Washington 99260 -0170 Attn: Ed Parry, Jr., P.E. CONSTRUCTION PLANS -Cl t� Re: Riverwalk 1st Addition (P1414 A) PROJECT #: bfit Revised Basin A Calculations DATE ACCEPTED: fg1R ACCEPTANCE EXPIRES: 5g 4:4,4 1ef: Dear Ed: CONSTRUCTION DOCUMENTATION AND CERTIFIED RECORD DRAWINGS ARE REQUIRED PRIOR TO COUNTY C>PTANCE AND ESTABLISHMENT OF THE ROAD AND Upon reviewing the original drainage basin map ier�11i11tE ifW s 1 ° �+ ,4 i y r came to our attention that the '208' volume required for runoff from impervious areas and the actual area of impervious road surface did not match. It appears that North Idaho Engineering may have included sidewalk area in their '208' requirements which, under Spokane County Guidelines, is not necessary. Therefore, we are submitting revised calculations for Basin A for the impervious road area only for '208' treatment. Enclosed please find the plan and profile sheet for Indiana from the Record Drawing set with the impervious area delineated and a revised bowstring calculation. Also attached is a copy of the original Basin A from the original drainage report, and the original '208' /Bowstring calculation. Please review these calculations and respond as quickly as possible so that Indiana Avenue can be closer to being inspected by Spokane County for acceptance. Please do not hesitate to call with any questions or if any further information is needed. Thank you. ng Compan cc: file Vern Jacobsen, Dean-Deily Company 707 West 7th • Suite 200 Spokane, WA 99204 509- 458 -6840 • FAX: 509- 458 -6844 Irr SPOKANE CO RFeriniED MAY 1 3 1997 ]I 1—L EXPIRES 9/24/ 2020 Lakewood Drive • Suite 205 Coeur d'Alene, ID 83814 208 - 765 -7784 • FAX: 208 - 769 -7277 Dononeni1961061revbara l - Pond, s &o . 7 c ( (2d) + s zs'. 4 (20) = nip - Rd cv Aeliowcc l I2I CQ i- 10sOIS an. z_4- IltE Inland Pacific Engineering West 707 7th, Suite 200 Spokane, Washington 99204 509 458-6840 Fax No. 509 458-6844 C I O S QF = 6 d 20g' \10-1 wvhe_ ePr "\/ c5-Q 1�r k B04r, h j& = UO34 sF - (072.1 FT: _ V0-1 - 10 34C .s } (09 %C, 3�s) -- g I _ -1- 25 . 3 o$% eF o (oR Ro s ok 11 MEMO ❑ CALC. ❑ MEETING ❑ OTHER ❑ PROJECT JOB NO SHEET BY DATE CHK'D BY DATE PEAK FLOW CALCULATION PROJECT Riverwalk 1st Addition BASIN: Revised A Tot. Area Imp. Area C= CASE 1 1.07 Acres 21724 SF 0.60 23 ft. Overland Flow Ct = L= n= S= 0.15 23 ft. 0.40 0.005 Tc = 2.78 min., by Equation 3-2 of Guidelines BOWSTRING METHOD DETENTION BASIN DESIGN 10 -Year Design Storm Time Increment (min) 5 Time of Conc. (min) 8.20 Outflow (cfs) 1 Design Year Flow 10 Area (acres) 1.07 Impervious Area (sq ft) 21724 'C' Factor 0.6 208' Volume Provided 1069 Area • C 0.642 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 560 ft. Gutter flow t% _ „r „ ": (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 ..,..,`aa3 8.20 492 2.48 1.59 1050 492 558 <__ Z2= 1 TypeB =1.0 <::!c. n = 0016 Rolled = 3.5 ur£<�d,,"{ 5 300 3.18 2.04 821 300 521 S = 0 008 .............fE 10 600 224 144 1103 600 503 15 900 1.77 1.14 1213 900 313 d = 0.190 ft. l•,`3;;c; §y 20 1200 1.45 093 1273 1200 73 25 1500 121 0.78 1295 1500 -205 A R Q Tc Tc total I Qc ;i =! f "'a? € 30 1800 1.04 0.67 1313 1800 -487 35 2100 0.91 0.58 1325 2100 -775 0.92 0.09 159 5.41 820 2.48 1.591 %S<i = "s §3i 40 2400 062 053 1351 2400 -1049 45 2700 0.74 0.48 1362 2700 -1338 Qpeak for Case 1 = 159 cfs 50 3000 0.68 044 1383 3000 -1617 55 3300 0.64 0.41 1425 3300 -1875 60 3600 0.61 0.39 1475 3600 -2125 CASE 2 ?:s.'?£?; 65 3900 050 0139 1567 3900 -2333 70 4200 0.58 0.37 1626 4200 -2574 Case 2 assumes a Time of Concentration less than 5 minutes so that the • 75 4500 056 036 1678 4500 •2822 peak Flow = .90(3.18)(Imp. Area) = 143 cfs 80 4800 053 034 1690 4800 •3110 85 5100 0.52 0.33 1758 5100 -3342 90 5400 0.50 0.32 1787 5400 -3613 So, the Peak Flow for the Basin is the greater of the two flows, pyy ^? „;;'? 95 5700 0.49 0.31 1846 5700 -3854 1.59 cfs >w" ? 100 6000 0.48 0.31 1900 6000 -4100 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk 1st Addition BASIN: Revised A DESIGNER: J.D. Poe DATE: 05/13/97 905 cu ft 1069 cu ft 558 cu ft 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: A Tot. Area Imp. Area C= CASE 1 23 ft. Overland Flow Time Time Inc. Intens. 0 Devel. Voi.ln Vol.Out Storage 160 ft. Gutter Bow q` : .;! (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) r ....._... a Tc = 2.78 min., by Equation 3 -2 of Guidelines Z1 = 50.0 For Z2 Z2= 1 Type B =1.0 5 n = 0.016 Rolled = 3.5e`s "` 10 S = 0.005 i ''3 15 °i i;;( _ d= 0.228 ft 20 . .:_ nr: -3:e: _as:ri 25 Tc Tc total I Oc ' . 30 A R Q 35 1.33 0.11 2.04 1.73 5.00 3.18 2.04 ', 40 - 45 Opeak for Case 1 = 2.04 cfs •55 60 65 CASE 2 ;:sera::''f? 70 Case 2 assumes a Time of Concentration less than 5 minutes so that the ) . 75 peak flow =.90(3.18)(Imp. Area) = 1.84 cfs 85 90 So, the Peak flow for the Basin Is the greater of the two flows, 95 100 2.04 cfs 1.07 Acres 27960 SF 0.60 Ct = L= n= S= NORTH IDAHO ENGINEERING 0.15 23 ft. 0.40 0.005 BOWSTRING METHOD ; DETENTION BASIN DESIGN Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 1 Design Year Flow 10 Area (acres) , 1,07 Impervious Area (sq ft) 27960 'C' Factor 0.6 '208' Volume Provided 1180 Area • C 0 5.00 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 In / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywalls Required PROJECT: Riverwalk First Addition BASIN: A DESIGNER: M.H. DATE: 06 /07/95 U OM 01216INr1(, Dk�4 1Nr16E KteoKr 300 3.18 2.04 821 300 521 < == 300 3.18 2.04 821 300 521 < == 600 2.24 1.44 1010 600 410 900 1.77 1.14 1139 900 239 1200 1.45 0.93 1212 1200 12 1500 . 1 0.78 1244 1500 -256 1800 1.04 0.67 1270 1800 -530 2100 0.91 0.58 1286 2100 - 814 2400 0.82 0.53 1317 2400 -1083 .2700 0.74 0.48 1331 2700 -1369 3000 0.68 0.44 1354 3000 -1646 3300 0.64 0.41 1398 3300 -1902 3600 0.61 0.39 1450 3600 -2150 3900 0.60 0.39 1542 3900 -2358 4200 0.58 0.37 1602 4200 -2598 4500 0.56 0.36 1655 4500 -2845 4800 0.53 0.34 1668 4800 -3132 5100' 0.52 0.33 1737 5100 -3363 5400 0.50 0.32 1766 5400 -3634 5700 0.49 0.31 1825 5700 -3875 6000 0.48 0.31 1880 6000 -4120 1165 tuft 1180 tuft 521 cu ft 0 Single 1 Double 1 • DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer December 23, 1997 Indemnity Company of California 999 Third Avenue, Suite 1700 Seattle, Washington 98104 Re: Bond r445636S: Stanton- Spokane Limited Partnership Spokane County Project P1414: Riverwalk 1' Addition Dear Sir / Madam, If you have any questions, please call Jim Radke at 456 -3600. Sincerely, 1 � � Tim Radke, P.E. Development Engineering Services • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E.. Director Please be advised that bond #445636S issued by your firm as surety for the construction of roads and drainage facilities in the Riverwalk 1' Addition development in the current amount of $28,000.00 may now be reduced to $18,830.00 (Eighteen Thousand, Eight Hundred and Thirty U.S. Dollars). 1026 W. Broadway Ave. • Spokane, WA 99260-0170 • (509) 456 -3600 FAX.(509) 324 -3478 TDD: (509) 324 -3166 DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer August 19, 1997 Enterprise Bank 11225 S.E. 6th Street Bellevue, WA 98004 SUBJECT: P1414 - Riverwalk P.U.D. 1st Addition Stanton Development Company Gentlemen: Please be advised that the Set Aside Funds (No. 01- 402981, dated July 25, 1995) issued by your company as surety for the installation of roads and drainage facilities on this project, in the current amount of $51,000, may now be reduced to $28,000 (Twenty-Eight Thousand U.S. Dollars). If you have any questions, please contact Ed Parry at (509)456 -3600. Thank you. Very truly yours, William A. Johns, P. E. Spokane County Engineer Edward J Para Jr., P.E. Plan Review Engineer cc.f roject file reviewer Stanton Development Company (Mark Hancock) • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 FAX Cover S,.eet Spokane County Public Works - Engineering Division 1026 W. Broadway Avenue, Spokane, WA 99260 -0170 Third Floor Fax No. 509.324.3478 Phone No. 509.456.3600 Date: vtfw411 Fax No. (429) Ed/ - Z To: m1/44.4". fwicoe Company ptq,., - De«Y City, State Number of Pages (including cover sheet) Z From: CD Pita Message tfrh : Rttiotav, «r wvo fi E c tucitok .4 _1Ffa5 sfueu. -d CE iN w.e IMU- - row/ oe - r 44tie . ten ?Lac ,em &4y W /� ✓ j �ja � sttcer) �s bj � mil. L. c (AM l{ eke L*t ( V Y llaT DIVISION OF ENGINEERING AND ROADS William A. Johns, P.E., County Engineer August 19, 1997 Enterprise Bank 11225 S.E. 6th Street Bellevue, WA 98004 SUBJECT: P1414 - Riverwalk P.U.D. 1st Addition Stanton Development Company Gentlemen: Please be advised that the Set Aside Funds (No. 01- 402981, dated July 25, 1995) issued by your company as surety for the installation of roads and drainage facilities on this project, in the current amount of $51,000, may now be reduced to $28,000 (Twenty -Eight Thousand U.S. Dollars). If you have any questions, please contact Ed Parry at (509)456 -3600. Thank you. Very truly yours, William A. Johns, P. E. Spokane County Engineer ‘p �n Pte. Edward - •. '►, Jr., P.E. Plan Review Engineer cc: project file reviewer Stanton Development Company (Mark Hancock) • A DIVISION OF THE PUBLIC WORKS DEPARTMENT Dennis M. Scott, P.E., Director 1026 W. Broadway Ave. • Spokane, WA 99260 -0170 • (509) 456 -3600 FAX: (509) 324 -3478 TDD: (509) 324 -3166 MONO tbIIMAIt ta-` K✓ ••C VAIL le-nug -er PROJECT: P1414 - Riverwalk 1st Addition Bond Reduction #2 estimated by EJP Initial to Phase 2 to Phase 1 Surety adjustment for Phase 1 punasist adjusted bond amount %retained - to Final Insp Total Retained Surety adJusunenl for Phase 1 pundNist adjusted %retained bond amount to Final Imp Total Retained DRAINAGE ITEMS UNITS QUANTITY PRICE COST QUANTITY PRICE COST UNITS OUANTITY PRICE COST 1) Drywall - Type A EA 1 1250.00 1250.00 125000 0.00 EA 1 1250.00 125060 200 1050.00 20.00% 210.00 200 1050.00 20.00% 210.00 2) Drywall - Type B EA 5 1650.00 8250.00 2 1560.00 3120.00 EA 3 1560.00 4680.00 750 3930.00 20.0096 786.00 750 3930.00 20.00% 786.00 3) Grate -Type 1 EA 315.00 0.00 315.00 0.00 EA 315.00 0.00 0.00 0.00 0.00 0.00 4) Grate Type 2 EA 4 340,00 1360.00 2 340.00 680.00 EA 2 340.00 680.00 680.00 20.00% 136.00 680.00 20.00% 136.00 5)Grate -Type4 EA 3 300.00 900.00 300.00 0.00 EA 3 300.00 900.00 900.00 20.00% 180.00 900.00 20.0014 180.00 6a) Badcfill FOr OW CY 230 16.00 3680.00 80 16.00 1280.00 CY 150 16.00 2400.00 240000 20.00% 480.00 2400.00 20,0014 480.00 6b) Filter Fabric for OW SY 3400 0.25 850.00 1200 0.25 300.00 SY 2200 0.25 550,00 550.00 20.00% 110.00 550.00 20.0014 110.00 7) Catch Basin EA 4 750.00 3000.00 2 750.00 1500.00 EA 2 750.00 1500,00 1500.00 20.00% 300.00 150000 20.0014 300.00 8) Pipe 10" Dia. - LF 23.00 0.00 23.00 0.00 LF 23.00 0.00 0.00 0.00 0.00 0.00 9a) Pipe 12" Dia. CMP LF 72 27,00 1944.00 44.00 27.70 1218.80 LF 45,00 27.70 1246.50 1246.50 20.0096 24920 1246.50 200014 249.30 9b) Pipe 12" Dia. Ductile iron LF 60 40.00 2400.00 40.00 0.00 LF 00 40.00 2400.00 2400.00 20.0014 48000 2400.00 200096 480.00 10) Pipe 15" Dia. CMP LF 44 27.80 1223.20 - 44 27.80 1223.20 LF 27.80 0.00 0.00 0.00 0.00 0.00 11) Pipe 18" Dia. LF 31.50 0.00 31.50 0.00 LF 31.50 0.00 0.00 0.00 0,00 0,00 12) Precast Manhole EA 1500.00 000 1560.00 0.00 EA 1500.00 0,00 0.00 0,00 0.00 0.00 13) Solid lid EA 310,00 93000 2 310,00 620.00 EA 1 310,00 310.00 310.00 20,0014 62.00 310,00 20.00% 62.00 14a) Earthwork - Cut Indiana CY 24 1000 2490.00 151 10,00 1510.00 CY 99 10.00 990.00 990.60 20.00% 198.00 990.00 20.00% 198.00 Mission CY 10.00 0,00 10.00 000 CY 26.1 10.00 261.00 261.00 100.00% 261.00 261.00 20.00% 52.20 14b) Earthwork - Fill CY 10.00 0.00 0 10.00 000 CY 0 10.00 0.00 000 000 000 0,00 CY 10.00 0.00 0 10.00 0.00 CY 0 1000 0.00 0.00 0.00 0.00 0.00 15) Sod SF 0.70 0.00 0.70 0.00 SF 0.70 0,00 0.00 0.00 0.00 0.00 16) Hydroseed Indiana SF 1758 0.07 1230.67 10100 0.07 707.00 SF 7491 0.07 523.67 523.67 15.00% 78.55 523.67 15.0014 78.55 Mission SF 0.07 0.00 0.07 0.00 SF 1315 0.07 92.12 92.12 100.00% 92.12 92.12 20,0014 18.42 NON STANDARD DRAINAGE ITEMS 12159.00 3622.97 3340.47 1) W lbert Vault Curb Inlet EA 6 900,00 540000 90000 0.00 EA 5 900.00 450000 4500.00 15,0096 675.00 4500.00 15.00% 675.00 2) 8" underdraln for Keystone Wall - 355 LF LS 1 7500.00 7500.00 7500,00 0.00 LS .1 7500,00 7500,00 7500.00 20.00% 150000 7500.00 20.00% 1500,00 3) Keystone Block Wall - 332 LF LS 1 5000.00 5000.00 5000.00 0.00 L5 1 5000.00 5000.00 5000.00 20.00% 1000.00 5000.00 20.00% 1000.00 9a)Inigauon systems - Indiana Ave EA 0 1500.00 000 2 1500.60 3000.00 EA 3 1500.00 4500.00 4500.00 100.00% 4500,00 4500.00 500014 2250.00 4b) As- bullta for" ' - EA 0 25000 000 2 25000 500.00 EA 3 250.00 - 750.00 750,00 100.00% 750.00 750.00 10000% 750.00 5e) Inigation systems - Mission Ave EA - 0 1500,00 0.00 1500.00 0.00 EA 1 150000 1500.00 150100 100.00% 1500.00 1500,00 50.00% 750.00 412)As- builts for - " EA 0 250.00 000 250.00 0.00 EA 1 250.00 250.00 250.00 160,0014 250.00 250.00 100.00% 250.00 total non - standard items 717500 DRAINAGE SUBTOTAL 47407.87 • 15659,00 DRAINAGE SUBTOTAL 4176329 DRAINAGE SUBTOTAL 17420.94 DRAINAGE SUBTOTAL 10515.47 16) Monuments EA 6 185.00 1110.00 185.00 0.00 EA 6 185,60 1110,00 111000 1(20,0014 1110.00 1110.00 100.6014 1110.00 17) BaMCede LF 0 33.00 0.00 33.00 000 LF 0 3300 0.00 0.00 0.00% 000 000 0.0096 0.00 18) Street Signs EA 3 85.00 255.00 85.00 0.00 EA 3 85.00 255,00 255.00 100,0014 255.00 255.00 100.00% 25500 OTHER SUBTOTAL - 1365.00 0.00 OTHER SUBTOTAL 1365.00 OTHER SUBTOTAL 136500 OTHER SUBTOTAL 1365,00 GRADING, SURFACING, CURB, AND SIDEWALK - " "Indiana Ave 8 Mission Ave Indiana Ave 19) Rough Grade CY 2668 7 10.00 26687.00 10.00 0.00 CY 2519.7 10.00 25197.00 25197.00 10.00% 2519.70 25197.00 10.00% 2519.70 20) Top Course CY 1019.4 16.00 1631040 16.00 0.00 CY 944,9 16.00 15118,40 1511840 10.00% 1511.84 15118.40 10.00% 1511.84 21) Base Course CY 16.00 0.00 16.00 0.00 CY 16.00 0.00 0.00 0.00 0.00 0.00 22) Asphalt Concrete Tons 1070.3 44.40 47521.32 44.40 0.00 Tons 968.5 44,40 43001.40 500000 36001 40 10.00% 3800.14 5000.00 38001.40 10.00% 3800.14 23) Curb Type A LF 7.00 0.00 7.00 0.00 LF 7.00 0.00 0.00 0.00 0.00 0.00 24) Curb Type B LF 2557.8 8.00 20462.40 8.00 0.00 LF 2400.3 8,00 19202.40 4000.00 15202.40 10,00% 1520,24 4000.00 15202.40 10.0096 1520.24 25) Curb Type R LF 8.00 0.00 8.00 0.00 LF 8.00 0.00 000 0.00 0.00 0.00 26) Sidewalk SO YO 1705.2 16.70 28476.84 16.70 000 SO YD 1600.2 16,70 26723.34 26723.34 10,0014 2672.33 26723.34 100014 2672.33 " "Mission Aye Mission Ave 19) Rough Grade CY 10.00 0.00 10.00 . 0.00 CY 149' 10.00 1690.00 1490.00 100,00% 1460.00 1490,00 20.00% 298.00 20) Top Course CY 16.00 0.00 16.00 0,00 CY 74.5 16.00 1192.00 1192.00 100.00% 1192.00 1192.00 20.00% 23840 21) Base COurse CY 18.00 0.00 16.00 0.00 CY 16.00 0.00 0.00 • 0,00 0.00 0.00 22) Asphalt Concrete Tons 44.40 0.00 44.40 0.00 Tons 101.8 44.40 4519.92 4519.92 1000014 4519.92 4519.92 20.0014 903.98 23) Curb Type LF 7.00 0.00 7.00 0.00 LF 7.00 0.00 0.00 0.00 0.00 000 24) Curb Type B LF 8.00 0.00 800 000 LF 157.5 8,00 1260.00 1260,00 100.0014 126000 11 A 1260.00 20.0014 252.00 25) Curb Type R LF 8.00 0.00 8.00 , 0.00 LF 8.00 0.00 0.00 0.00 0.00 0.00 26) Sidewalk SO YD 16.70 0.00 16.70 0.00 SO YD 105 18.70 1753.50 1753.50 100.00% 1753.50 1753.50 20.00% 350.70 GRADING AND SURFACING 139457.96 0.00 GRADING AND SURFACING 139457.96 130457.96 22239.67 130457,96 14067.34 Add to Phase 2 Surety Retalnege Retalnage GRAND TOTAL 188,23083 16,669.00 GRAND TOTAL 182,606.25 130457.96 Phase 1 41,025.62 130,457.96 Phase 1 25,947.81 Required Surety 188,300.00 Punchllst Punchllst Drywalls 950.00 Drywalls 950.00 20,00% 190.00 Pervious reduction 111,600.00 Cross-gutter 5000.00 Cross-gutter 5000.00 20.00% 1000.00 Current Surety 76,700.00 Sidewalk Returns 4000.00 Sidewalk Returns 4000.00 20.00% 800.00 9950.00 9950.00 1990.00 Total Surety necessary 60975.62 Total Surety necessary 27937.81 51000.00 - Current Surety 76700.00 Current Surety 23062.19 y z,3r4J - Surety to be released 25724.39 Surety to be released f 413 GENDA. MARCH 30, i9aSt& SPOKANE COUNTY PLANNING SUBDIVISION REARING EXAnrNmmco strrsze1; TIME: Tuesday, March 30, 1982 - 1:30 P.M., O1 as soon sible f # Iteml0 on Agenda) PLACE: Broadway Centre Building, 2nd Floor loorn ton North 721 Jefferson, Spokane, g PRELIMINARY SUBDIVISION AND RECLASSIFICATION PE- 1414 -81, ZE- 92 -81, PUDE -1 -82, LOCATION: Barker Road, north and Hodges Road extended. b. LEGAL DESCRIPTION: Section 8, Township 25, Range 45. The portion of land south of the Spokane River in the west half of Section 8, T25N, R45 EWM, in Spokane County, State of Washington being more particularly described as follows: Beginning at a point 20 feet north of the southwest corner of sail Section 8 and 30 feet east of the west line of said Section, them north 939.33 feet, thence east 370.00 feet, thence north 650.00 fi thence west 210.00 feet, thence north 100 feet, thence east 40 fe 83.62 feet, thenceeeastth300efeet, thence north e north 81 °16' east 990.56 feet, thence north 63 ° 49' east 685.80 feet, thence north 55 ° 52' east 772.64 feet, thence south 00 °56'58" east 1784.50 feet, thence north 89 ° 25' west 648.41 feet, thence south 00 °42'44" east 1303.43 feet, thence north 89±21'4 west 1931.50 feet to the point of beginning. a . c. SPONSOR: e . f. g. RIVERWAY VILLA AGRICULTURAL TO R.M.H. AND COMMERCIAL PLANNED UNIT DEVELOPMENT, an overlay zone Spokane Valley, south and adjacent the Spokane River, east and adjacent adjacent Mission Avenue, and west and adjacent d. SURVEYOR /ENGINEER: SITE. SIZE: NUMBER OF LOTS: PROPOSED LAND USE: h. EXISTING ZONING: Agricultural i. PROPOSED ZONING: �_...+.. �., H & E Investments, Inc. E. 6614 Main Spokane, WA 99206 Inland Pacific Engineering Co. E. 12720 Nora Avenue Spokane, WA 99216 118 acres 365 residential lots, 1 commercial Planned Unit Development for mobile and modular homes with a commercial site. Residential Manufactured Homes with Planned Unit Development and Commercial AVENUE - L' i s a f sf V li, = �I ei8M00 sal'. 9BOOBd H d P- 7� �lQO la wporo Orly � 1 barrY N 1 . P , I BEFORE SPOKANE COUNTY PLANNIN IN THE MATTER OF GRANTING AN EXTENSION -. ) .OF -TIME L REQUESTED FOR PE=.1 8'1'/`PUDE =8 73 ;,:9ZE192 81;1.'RIVERWALK" (PREVIOUSLY "RIVERWAY VILLA ") ) AN APPROVED PRELIMINARY PLAT, PRELIMINARY ) FINDINGS OF FACT, PLANNED UNIT DEVELOPMENT AND ZONE CHANGE ) CONCLUSIONS AND AND ) DECISION GRANTING APPROVAL OF REVISED PRELIMINARY ) PLAT AND PRELIMINARY PUD SITE DEVELOPMENT ) PLAN FOR "RIVERWALK ". ) THIS MATTER, a request for an extension of time from Michael A. Hunt pursuant to a letter dated August 16, 1994, has been received and decided upon (after an extensive review, redesign and coordination with the applicant's engineers and the various agencies), pursuant to Spokane County Subdivision regulation (Chapter III, Section G), Spokane County Zoning Code and RCW 58.17.140. AND THIS MA 1 1ER, a request for approval of a "Revised Preliminary Plat and Preliminary Site Development Plan (PUD) of RIVERWALK" (previously Riverway Villa) as submitted by Inland Pacific Engineering on May 19, 1995. FINDINGS OF FACT AND CONCLUSIONS 1. The individual signing below has been properly delegated the responsibility for rendering this decision by Spokane County Planning. 2. The proposal for the time extension is located south of both the Spokane River and the Washington State Parks Department's Centennial Trail property, east of and adjacent to Barker Road, and north of and adjacent to Mission Avenue in Section 8, Township 25 North, Range 45 E.W.M., Spokane County, Washington. 3. The Preliminary Plat and Preliminary Planned Unit Development (PUD) plans were approved by the Hearing Examiner Committee on April 2, 1982. The development then consisted of a manufactured home subdivision on 118 acres for 365 lots including open space and one commercial lot. The preliminary plat approval also included a rezone from Agricultural (A) to Residential Manufactured Home (RMH) with a (PUD) Overlay zone and to Commercial (C) under the now expired, Spokane County Zoning Ordinance. Such zone reclassifications are accomplished as each phase of the preliminary plat is finalized and recorded with the County Auditor. No portion of the project has been recorded to date. 4. The Preliminary Plat, PUD and Zone Change original approvals were, in part, based on an Environmental Impact Statement (EIS) prepared for the proposed project. However, numerous changes have occurred since 1982, which require mitigating measures as new conditions of approval. 5. The Findings of the August 5, 1993, Time Extension decision are included by reference with this action to assure clarification of the below findings, decision and conditions. 6. At the time of the preliminary approvals, April 2, 1982, the Comprehensive Plan designated this area as URBAN Category. The location is within the Priority Sewer Service Area (PSSA) and the Aquifer Sensitive Area (ASA) Overlay Zone. The Comprehensive Plan was adopted late 1980 with an effective date of January 1, 1981. The URBAN designation has remained the same since the 1982 preliminary approvals. The approved original plans and zone changes continue to conform to the adopted Comprehensive Plan, including the May 19, 1995, Revised Preliminary Plans. 7. On February 24, 1983, the sponsor submitted a Final PUD Site Development Plan for the southern portion (S1 /2) of the project and requested a change of condition to postpone the Final PUD hearing of the northern portion (N t/2) for three (3) years. The request was approved by the Hearing Examiner Committee (HEC) on April 14, 1983. The approved Final PUD Site Development Plan for the S1/2 of the site consisted of a maximum of 178 lots on approximately 50 acres, which excluded the proposed commercial property at the southwest corner. The approved Final S1/2 PUD Site Development Plan was different from the Preliminary PUD Development Plan stamped "Received November 12, 1981." Larger residential lots, consolidated open space, elimination of recreational improvements and redesign of the roads were approved in 1983. The HEC approved a redesign of the PUD that clearly deviated from the original conceptual "preliminary PUD" map stamped "Received November 12, 1981." The remaining N1 /2 of the Preliminary PUD was conditioned to acquire Final PUD Site Development Plan approval no later than May 1, 1986. After the Planning Department sent a late Expiration Notice to the sponsor, a Time ED JUN 1 6 1995 011111EER June 14, 1995, Extension of Time and a Revised Preliminary Plat / PUD File No. PE- 1414.81 / PUDE -1.82 / "L&92 -81 ice• t: continued Extension Application was accepted July 1986, processed, public notice given and the project was granted approval approximately October 1986. Therefore, this deadline was administratively (see Finding No. 8., 10. and 11. below) extended which followed with four additional administrative time extensions (see Finding No. 12. below). As a condition of the last Time Extension approved on August 5, 1993, a one (1) year deadline was imposed on this north Final PUD Site Development Plan approval with an expiration date of September 1, 1994. On March 24, 1994, before the above expiration date for the north Final PUD, the sponsor submitted an overall (N1 /2 and S1/2) Final PUD Site Development Plan for administrative review and approval along with this time extension application. Since that submittal the sponsor has proposed and received administrative approval to submit a revised overall "preliminary PUD," which improves the lot design, open space and road design. May 19, 1995, (over one year later) the revised "preliminary PUD" was submitted and will be made part of this time extension decision to create a clear record of the "revised preliminary plat" and the "revised preliminary PUD." • 8. On October 22, 1985, with Resolution Number 85 -0900 the Board of County Commissioners adopted the new Spokane County Zoning Code to be effective January 1, 1986. The new Chapter 14.704, Planned Unit Development (PUD) Overlay Zone, established an administrative process to approve Final PUD site plans. The previous Zoning Ordinance had required public hearings before the Hearing Examiner Committee to approve Final PUD site plans. 9. The project area was zoned Agricultural (A) at the time of the April 2, 1982, preliminary approvals. The existing zoning of the property described in the application is presently zoned Urban Residential -3.5 (UR. -3.5), previously established as Agricultural (A) zoning in 1957 (ZE- 286 -57) and redesignated to UR -3.5 on January 1, 1991, consistent with the PROGRAM TO IMPLEMENT THE SPOKANE COUNTY ZONING CODE. Note, as each phase of the preliminary plat is finalized and recorded with the County Auditor the existing UR- 3.5 zoning will be reclassified to comply with the original zone change approval on April 2, 1982, pursuant the PROGRAM TO IMPLEMENT. The project area with the old approved Residential Mobil Home (RMH) Zone will be substituted with the present Urban Residential -7 (UR -7) and the present PUD overlay zone. The old approved Commercial (C) Zone will be substituted with the present Community Business (B -2). Any development of the proposed plat and planned unit development will need to conform with the current Zoning, Planned Unit Development, and Subdivision standards. Pursuant to RCW 58.17.195 the revised proposal as conditioned will conform to the requirements of the approved zone change to UR -7 Zone with PUD Overlay Zone and the B -2 Zone. 10. March 18, 1986, Spokane County adopted specific criteria for administratively considering the Extension of Time regarding the expiration of preliminary subdivisions. Extension of time decisions no longer require a public hearing before the HEC. The time extension criteria is found in Chapter III, Section G of the Spokane County Subdivision Ordinance (Board of County Commissioner Resolution Number 86- 0246). 11. October 1986, the Planning Department granted its first administrative (without public hearing) time extension for 2 years under the authority of Chapter III, Section G of the amended Spokane County Subdivision Ordinance. This 1986 Extension of Time approval amended and extended the previous conditions of approval regarding allspecific deadlines of the April 14, 1986, Hearing Examiner Committee decision. This deadline extension included the N1 /2 Final PUD deadline of May 1, 1986 (see Finding No. 7. above). 12. This Time Extension application is the seventh (7th) request for a time extension. The total life of the Preliminary Plat, PUD and Zone Change has been 13 years and 2 months: ISI - • April 1982 to April 1983 Preliminary approvals - HEC C U �A • April 1983 to April 1986 3 years granted with change of conditions - HEC -�u �i d • Nov 1986 to Dec 1988 • Dec 1988 to Jan 1990 2 years (see Finding No. 11. above) - Ping Dept. -4- , 2 years - Ping. Dept..- po0.4e ti ,N Err- Co • Jan 1990 to Jan 1992 2 years - Ping. Dept. -no CW% • Jan 1992 to Jan 1993 1 year - Ping. Dept. -Sae t Pg coo6 • March 4, 1993 Time Extension Denied for lack of progress March 12, 1993 Appeal of Denial and additional information provided May 24, 1993 Time Extension administratively Approved with updated conditions -Copy M 1 / 4 ^ 614 X June 3, 1993 Appeal of new and updated conditions -of- approval Aug 19, 1993 Hearing Examiner Committee public hearing scheduled and advertised July 1993 additional information provided July 27, 1993 appeal withdrawn by Jim Reuter July 29, 1993 withdrawal confirmed by project legal council, F. J. Dullanty, Jr. Aug 5, 1993 administratively amended the May 24, 1993 Time Extension conditions -- • August 1993 to September 1994 1 year - Ping. Dept. _ �>,.j e • August 23, 1993 HEC withdrawal of appeal ORDER (see Finding No. 13. below) 4 L " 0 Th lots+or,common open space shown on the May 19, 1995, Revised Preliminary Plat that arc.',wtttun:the200 foot Shoreline boundary are required to comply with the Spokane Cotinty,Shoreline Program regulation. The Final Plat shall show the 200 foot shoreline boundary. Each lot which includes the 200 foot boundary must have a buildable site that meets all required setbacks (both zoning and shorelines) before it is recorded as a Final Plat. Notes (at least 2) shall be placed on the Final Plan drawing near the affected lots and common open space which state: The property with the 200 foot Shoreline boundary has legal limitations on the use of this land pursuant vegetation and building of structures, including fences. 39. If a Final Plat is recorded with any lot partially within the 200 foot boundary of the Shoreline, a TITLE NOTICE shall be recorded by Spokane County Planning immediately after recording the Final Plat with the County Auditor. The TITLE NOTICE shall include a statement similar to: Any lot's property or common open space property within the 200 foot shoreline boundary have limitations on building structures (including fences) and changing the natural vegetation pursuant the SPOKANE COUNTY SHORELINE PROGRAM regulations. 40. After the commercial parcel is granted B -2 Zoning with the recording of a Final Plat, the applicant/owner should make application for a Binding Side Plan to allow for timely division and sale of portions of the commercial site after a Final Binding Site Plan is recorded. SPOKANE COUNTY DIVISION OF ENGINEERING AND ROADS Prior To issuance Of A Building Permit Or Use Of The Properly As Proposed: 1. All previously imposed conditions are still applicable. 2. The County Arterial Road Plan identifies Barker Road as a PRINCIPLE Arterial and Mission Avenue as a MINOR Arterial. The existing right -of -way widths are not consistent with those specified in the Plan. In order to implement the Arterial Road Plan, in addition to the required right -of -way dedication, a strip of property 5 feet in width along Barker Road and 10 feet in width along Mission Avenue shall be set aside in reserve. This property may be acquired by Spokane County at the time when arterial improvements are made to Barker Road and Mission Avenue. 3. As per the original conditions of approval: "A traffic analysis of each phase will be required of the developer and reviewed by Spokane County prior to plat finalization. This analysis will be coordinated with the State of Washington Department of Transportation. A traffic analysis for each phase will serve as a basis for the evaluation of the need for traffic control devices at Barker Road and Mission Avenue. Should the analysis determine a need for intersection upgrading, the developer will be assessed a proportionate share for the required improvements. 4. Prior to any plat checking of Rivenvay Villa for phased finalization of the plat the aforementioned analysis shall be completed. 5. Intersection and road improvements shall be constructed and phased as follows predicated on an agreement reached on or about August 4, 1994, between North Idaho Engineering and the Spokane County Engineer. Barker Road: Phase I: Construct Barker/Indiana intersection (Barker Road to be a 5 -lane section per the County's Special section for Barker Road). Provide acceleration/deceleration lanes (sized per WSDOT Design manual), as well as inbound and outbound tapers. Phase II: Construct Barker Road north to the Spokane River, and south to Mission Avenue, unless built out sooner as part of Phase VI. Phase VI: Construct Barker Road north to the Spokane River, and south to Mission Avenue, unless built out sooner as part of Phase II. Mission Avenue: Phase I: Construct Mission/Clark Fork (Harmony Lane) intersection.. Construct north side of Mission Avenue (per the County's Special Section for Mission Avenue) from Clark Fork (Harmony Lane) to Barker. Provide inbound taper to Clark Fork (Harmony Lane) intersection. Phase ITI: Construct Mission/Potomac and Mission/Yukon intersections. Construct north side of Mission Avenue (per the County's Special Section for Mission Avenue) along the Mission Avenue frontage from the easterly plat boundary to Mission/Clark Fork (Harmony Lane). Provide inbound taper to the widened Mission/Yukon intersection from east of the easterly plat boundary. A • :r t.' - . . 6. Conditions of Approval require that Barker Road and Mission Avenue improvements adjacent to Phase VI are to be completed prior to issuance of a building permit for any projects on that parcel. 7. The aforementioned phasing is a minimum development program. Changes to this construction schedule may be implemented pending completion of the Traffic Impact Analysis for each phase of the development. 3. Engineers Condition #21 of April 2, 1982 Hearing Examiner Committee Findings and Order required that a strip of property 15 feet in width along Barker Road be dedicated from Mission Avenue to the Spokane River. Since a portion of this strip is not controlled by the applicant this requirement for dedication is not applicable. Right -of -way along Barker Road within the original approved plat shall be dedicated at the time of final plat approval or vesting of any commercial rezone. Improvements to Barker Road from the Spokane River bridge on Barker to Mission Ave shall still be required with the existing right -of -way per a phasing plan to be agreed to by the developer and approved by the County Engineer. Regarding the May 19, 1995, redesign Plan the following condition shall apply: (1) Temporary cul -de -sacs shall be constructed at the terminus of Indiana Avenue, Tippi Canoe Lane cannot be used as a public road turn- around and all other streets that provide access to more than one lot shall also provide an acceptable turn- around. (2) Improvements to proposed roadways shall be as outlined in the approved conditions of approval or as amended by the overall traffic analysis currently being completed. POKANE COUNTY DIVISION OF UTILITIES Any water service for this project shall be provided in accordance with the Coordinated Water System Plan for Spokane County, as amended. The dedication shall state: The Owner(s) or Successor(s) in interest agree to authorize the County to place their names) on a petition for the formation of a ULID by petition method pursuant to RCW 365.94 which the petition includes the Owner(s) property and further not to object by signing of a protest petition against the formation of a ULID by resolution method pursuant to RCW 36.94 which includes the Owner(s) property. Provided, this condition shall not prohibit the Owner(s) or Successor(s) from objection to any assessment(s) on the property as a result of improvements called for in conjunction with the formation of a ULID by either petition or resolution under RCW 36.94. Applicant will make connection to Public Sewer System. Sewer Connection Permit is required. Plans and specifications for the public facilities are to be reviewed and approved by the Utilities Department. Spokane County plan submittal requirements apply. The dedication shall state: The owner(s) or successor(s) in interest agree to authorize the County to place their name(s) on a petition for the formation of ULID by petition method pursuant to RCW 36.94, which petition includes the owner(s)' property; and further not to object by the signing of a protest petition against the formation of a ULID by resolution method pursuant to RCW Chapter 36.94 which includes the owner(s)' property. PROVIDED, this condition shall not prohibit the owner(s) or successor(s) from objecting to any assessment(s) on the property as a result of improvements called for in conjunction with the formation of a ULID by either petition or resolution method under RCW Chapter 36.94. Any water service for this project shall be provided in accordance with the Coordinated Water System Plan for Spokane County, as amended. Applicant shall make connection to public sewer system. Sewer connection permit is required. Plans and specifications are to be reviewed and approved by the Utilities Department. 1KANE COUNTY HEALTH DISTRICT A statement shall be placed in the dedication to the effect that: 'A public sewer system will be made available for the plat and individual service will be provided to each lot prior to sale. Use of individual on -site sewage disposal systems shall not be authorized." attached sheets as noted. The final plat shall be designed as indicated on the preliminary plat of record and/or any cvisraiitan.sion aErimo Fmdinga ..., E= 1414 -81„ The parcel of property legally described as is the subject of a land use action. by a Spokane County Hearing Body or Administrative Official on , imposing a variety of special development conditions. File No. is available for inspection and copying in the Spokane County Planning Department. 33. The owner /applicant shall coordinate with the local Fire District and the Fire Marshall to insur that adequate access is provided for emergency services. 34. Phasing shall be approved by all reviewing departments. Phasing may be modified by the Planning Department upon recommendations from county or state agencies /departments that proposed phasing creates impacts which can be reduced or eliminated by altering size of schedule. Mitigating impacts of traffic and schools shall be considered for approval of each phase of development. 35. Each final plat dedication shall make reference to the Home Owners Association agreements a a notice to potential lot purchaser of the responsibilities of lot ownership within the subdivision. SPOKANE COUNTY DIVISION OF ENGINEERING AND ROADS (UPDATED) Prior To Issuance Of A Building Permit Or Use Of The Property As Proposed• 1. All previously imposed conditions are still applicable. 2. The County Arterial Road Plan identifies Barker Road as a Principle Arterial and Mission Avenue as a Minor Arterial. The existing right -of -way widths are not consistent with those specified in the Plan. In order to implement the Arterial Road Plan, in addition to the required right -of -way dedication, a strip of property 5 feet in width along Barker Road and 10 feet in width along Mission Avenue shall be set aside in reserve. This property may be acquired by Spokane County at the time when arterial improvements are made to Barker Road and Mission Avenue. 3. As per the original conditions of approval: " A traffic analysis of each phase will be required of the developer and reviewed by Spokane County prior to plat finalization. This analysis will be coordinated with the State of Washington Department of Transportation. A traffic analysis for each phase will serve as a basis for the evaluation of the need for traffic control devices at Barker Road and Mission Avenue. Should the analysis determine a need for intersection upgrading, the developer will I assessed a proportionate share for the required improvements. 4. Prior to any plat checking of Riverway Villa for phased finalization of the plat the aforementioned analysis shall be completed. SPOKANE COUNTY DIVISION OF UTILITIES (UPDATED) 1. Pursuant to the Board of County Commissioners Resolution No. 80 -0418, the use of on- site sewer disposal systems is hereby authorized. This authorization is conditioned on compliance with all rules and regulations of the Spokane County Health District and is further conditioned and subject to specific application approval and issuance of permits by the Health District. 2. The dedication shall state: "The owner(s) or successor(s) in interest agree to authorize the County to place their name(s) on a petition for the formation of ULID by petition method pursuant to RCW 36.94, which petition includes the owner(s)' property; and further not to object by the signing of a protest petition against the formation of a ULID by resolution method pursuant to RCW Chapter 36.94 which includes the owner(s)' property. PROVIDED, this condition shall not prohibit the owner(s) or successor(s) from objecting to any assessment(s) on the property as a result of improvements called for in conjunction with the formation of a ULID by either petition or resolution method under RCW Chapter 36.94." 3. Any water service for this project shall be provided in accordance with the Coordinated Water System Plan for Spokane County, as amended. • Indiana Avenue swi 0.3 mapped except the Regional a. Upon final plat approval this FIJI) overlay zone shall be Business (B -3) lot). the Zoning Ordinance for b. That each lot provide for off-street ning 200 as required bung so with Ordinance forre Residential Manufactured Home Home Zonining, that is, two P feet per parking space. - c The March 15, 1983 revised preliminary plat of record is the plan of record for this portion of the site. - providing the d. That the final development plat is approved pursuant to the sponsor p lat of record dated March 15, 1983). Each item applicable "Minimum Construction Schedule as listed rn Section 1 and on the final l d development Loan any p haale being einali z p uired to be developed with that phase. y hse bing finalied will be req maintenance plan, planting schedule and provisions for main erformance e , A specific landscape p P. mots. Landscaping with a shall m acceptable to the Planning Director /designee shall be submitted with a P be bond for the project prior to release of building permits. is not obscured or installed and maintained so that sight distance at access p impaired. stir impacts roved by the departments reviewing the final plat. Mitigating 29, Phasing shall be approved phases of the development. of traffic and schools shall be considered in approving 30. That proper reference to Home Owners Association agt eements and other auditor recorded plat dedication so as to notify any potential lot purchaser documents made in each final p of such responsibilities associated with that lot ownership. 31. That all lots and blocks be indicated and common open space lots be labeled on each final plat. of a "draft" final /expo sure showing the nts for on of 32. That if the sponsor /applicant opts to establish solar access/exposure easements particular phase re of this proposal, a copy Department, the County proposed structures and building setback lines will be submitted for review and approval County Planning p . e which the may utilize by the C D e Division and the County Health District to determine and proper Engineer's Department a the County to assure fire safety zero lot line setbacks and any other measures necessary solar access. 33. That the most easterly final plats contain plat dedication which states: agricultural pursuits with unusual working hours and the spraying of pesticides "Active agri this plat until such tune as this may be occurring on properties adjacent to lots within adjacent property is developed." COUNTY ENGINEER'S DEPARTMENT CONDITIONS All previously imposed conditions are still applicable. 1. y right-of w Road as width is not consistent and Mission h a Principal The ue as Arterial Road Plan identifies Banh e aY l id h s n n co sistent it t that Avenue as a e Minor Arterial. The m existing the Barker Road and e feet req in the Plan. dedication, order to imp of ro erty 5 feet along al M rig o t Avenu hll s a strip property may be acquired by at the.time when arterial improvements are made to Barker Road and along Mission Avenue shall be set aside in reserve. This property Spokane County Mission Avenue. Z Yra:;( iet 4Y, - «mss rtYlF ls?, ;" e� a lt loftproperty,�le0ally described as' r^ e^ is the ? +subject oVa +hand" %use action •by a Spokane County hearing Body or Warriinistrative';Official on , imposing a variety of special development :conditions. File No. is available for inspection, and copying in the Spokane County Planning Department. 33. The owner /applicant shall coordinate with the local Fire District and the Fire Marshall to incur that adequate access is provided for emergency services. - 34: Phasing shall be approved by all reviewing departments. Phasing may be modified by the Planning Department upon recommendations from county or state agencies /departments that proposed phasing creates impacts which can be reduced or eliminated by altering size of schedule. Mitigating impacts of traffic and schools shall be considered for approval of each phase of development. 35. Each final plat dedication shall make reference to the Home Owners Association agreements a a notice to potential lot purchaser of the responsibilities of lot ownership within the subdivision. SPOKANE COUNTY DIVISION OF ENGINEERING AND ROADS (UPDATED) Prior T. 1 a nee •f A B il.int P-rmit •t se •f The Pr. As Pro.• ed: 1. All previously imposed conditions are still applicable. 2. The County Arterial Road Plan identifies Barker Road as a Principle Arterial and Mission Avenue as a Minor Arterial. The existing right -of -way widths are not consistent with those specified in the Plan. In order to implement the Arterial Road Plan, in addition to the required right -of -way dedication, a strip of property 5 feet in width along Barker Road and 10 feet in width along Mission Avenue shall be set aside in reserve. This property may be acquired by Spokane County at the time when arterial improvements are made to Barker Road and Mission Avenue. 3. As per the original conditions of approval: " A traffic analysis of each phase will be required of the developer and reviewed by Spokane County prior to plat finalization. This analysis will be coordinated with the State of Washington Department of Transportation. A traffic analysis for each phase will serve as a basis for the evaluation of the need for traffic control devices at Barker Road and Mission Avenue. Should the analysis determine a need for intersection upgrading, the developer will I assessed a proportionate share for the required improvements. 4. Prior to any plat checking of Riverway Villa for phased finalization of the plat the aforementioned analysis shall be completed. SPOKANE COUNTY DIVISION OF UTILITIES (UPDATED) 1. Pursuant to the Board of County Commissioners Resolution No. 80 -0418, the use of on- site sewer disposal systems is hereby authorized. This authorization is conditioned on compliance with all rules and regulations of the Spokane County Health District and is further conditioned and subject to specific application approval and issuance of permits by the Health District. 2. The dedication shall state: "The owner(s) or successor(s) in interest agree to authorize the County to place their narhe(s) on a petition for the formation of ULID by petition method pursuant to RCW 36.94, which petition includes the owner(s)' property; and further not to object by the .signing of a protest petition against the formation of a ULID by resolution method pursuant to RCW Chapter 36.94 which includes the owner(s)' property. PROVIDED, this condition shall not prohibit the owner(s) or successor(s) from objecting to any assessment(s) on the property as a result of improvements called for in conjunction with the formation of a ULID by either petition or resolution method under RCW Chapter 36.94." 3. Any water service for this project shall be provided in accordance with the Coordinated Water System Plan for Spokane County, as amended. ?741'4=$ The dedicatory language of the plat will state: "Subject to specific application approval and issuance of permits by the Health Officer, the use of on -site sewage disposal systems may be authorized for 37 units of blocks 1 -6 (Riverway Villa First Addition)." 13. A statement shall be placed in the dedication to the effect that: "A public sewer system will bemade available for the remainder of the plat and individual service will be provided to each lot prior to sale." 14. The dedicatory language on the plat shall state: "Use of private wells and water systems is ;;prohibited." 15. ' The final plat dedication shall contain the following statement: "The public water system, pursuant to the water plan approved by county and state health authorities, the local fire protection district, County Building and Safety Department, and water purveyor, shall be installed within this subdivision and the applicant shall provide for individual domestic water service as well as fire protection to each lot/tract prior to sale of each lot/tract and ..!prior to issuance of a building permit for each tract." SPOKANE COUNTY DIVISION OF BUILDINGS (UPDATED) 1. The applicant shall contact the Department of Buildings at the earliest possible stage of design /development in order to be informed of code requirements administered/enforced as authorized by the State Building Code Act. Design/development concerns include: FIRE APPARATUS ACCESS ROADS; FIRE HYDRANT/FLOW; APPROVED WATER SYSTEMS; BUILDING ACCESSIBILITY; CONSTRUCTION TYPE; OCCUPANCY CLASSIFICATION; EXITING; EXTERIOR WALL PROTECT ION; AND ENERGY CODE REGULATIONS. WASHINGTON STATE DEPARTMENT OF TRANSPORTATION PRIOR TO APPROVAL OF ANY FINAL PLAT: 1. A traffic analysis shall be prepared for the Barker Road interchange and shall contain the following elements: a. Site Map (illustrating the complete circulation system) b. Vicinity Map(s) (illustrating traffic distribution) c. Existing Transportation Conditions 1. Existing average daily traffic 2. Existing AM and PM peak hour level of service 3. Existing AM and PM peak hour turning movements d. Projected Transportation Conditions with this Development 1. Projected Average Daily Traffic 2. Projected AM and PM peak hour level of service 3. Projected AM and PM peak hour turning movements e. Recommended mitigating measures 1 Mitigating measures sufficient to maintain existing Level of Service "D" 2. If the existing Level of Service "D" cannot be maintained a justification should be included NOTE: The 1TE (Institute of Transportation Engineers) Trip Generation Manual (5th Edition) shall be used as a basis to compute trip generation rates of the proposed developments. 2. That the applicant agree to fund and construct the necessary mitigating measures as outlined in the above traffic study. These mitigating measures must be approved by both WSDOT and Spokane County Engineers prior to the issuance of any building permits for this property. 3. Due to the trip generation potential, any further development other than what is proposed will require further review by WSDOT to assure additional trips are safely accommodated. Extension of Time Findings PE- 1414 -81 Page 8 SPOKANE COUNTY DIVISION OF ENGINEERING AND ROADS (UPDATED) Pri,rTo 1 n- •fA B tiliin• P - rmi r •fTh- Pn, t o Pr 1. All previously imposed conditions are still applicable. 2. The County Arterial Road Plan identifies Barker Road as a Principle Arterial and Mission Avenue as a Minor Arterial. The existing right -of -way widths are not consistent with those specified in the Plan. In order to implement the Arterial Road Plan, in addition to the required right -of -way dedication, a strip of property 5 feet in width along Barker Road and 10 feet in width along Mission Avenue shall be set aside in reserve. This property may be acquired by Spokane County at the time when arterial improvements are made to Barker Road and Mission Avenue. 3. As per the original conditions of approval: A traffic analysis of each phase will be required of the developer and reviewed by Spokane County prior to plat finalization. This analysis will be coordinated with the State of Washington Department of Transportation. A traffic analysis for each phase will serve as a basis for the evaluation of the need for traffic control devices at Barker Road and Mission Avenue. Should the analysis determine a need for intersection upgrading, be assessed a proportionate share for the required improvementst the developer will 4 • or to any plat checking of Riverway Villa for phased finalization of the plat the aforementioned analysis shall be completed. SPOKANE COUNTY DIVISION OF UTILITIES (UPDATED) 1. Pursuant to the Board of County Commissioners Resolution No. 80 -0418, the use of on- site sewer disposal systems is hereby authorized. This authorization is conditioned on compliance with all rules and regulations of the Spokane County Health District and is further conditioned and subject to specific application approval and issuance of peits by the Health District. rm 2. The dedication shall state: "The owner(s) or successor(s) in interest agree to authorize the County to place their name(s) on a petition for the formation of ULID by petition method pursuant to RCW 36.94, which petition includes the owner(s)' property; and further not to object by the signing of a protest petition against the formation of a ULID by resolution method pursuant to RCW Chapter 36.94 which includes the.owner(s)' property. PROVIDED, this condition shall not prohibit the owner(s) or successor(s) from objecting to any assessment(s) on the property as a result of improvements called for in conjunction with the formation of a ULID by either petition or resolution method under RCW Chapter 36.94." 3. Any water service for this project shall be provided in accordance with the Coordinated Water System Plan for Spokane County, as amended. 4. The dedication shall state: "Each new dwelling unit shall be double - plumbed for connection to future areawide collection systems." 5 A dry sewer connection to the future areawide sewerage system shall be constructed. Plans and specifications for the dry sewer connection shall be reviewed and approved by the Utilities Department. 6. Applicant shall make connection to public sewer system. Sewer connection permit is required. Plans and specifications are to be reviewed and approved by the Utilities Department. 7 The 37 lots proposed for Riverway Villa First Addition is authorized for the use of on site disposal systems.and shall provide double plumbing and a dry sewer. Any future phases of Riverway Villa shall connect to an interim public system or connect to a permanent public sewer facility. Riverway Villa First Addition shall connect to the interim facility or public sewer when available. It 1� • Extension of Time Findings SPOKANE COUNTY DIVISION OF BUILDINGS (UPDATED) 1. The applicant shall contact the Department of Buildings at the earliest possible stage of design/development in order to be informed of code requirements administered/enforced as authorized by the State Building Code Act. Design/development concerns include: fire apparatus access roads; fire hydrant/flow; approved water systems; building accessibility; construction type; occupancy classification; exiting; exterior wall protection; and energy code regulations. WASHINGTON STATE DEPARTMENT OF TRANSPORTATION PRIOR TO APPROVAL OF ANY FINAL PLAT: 1 • A traffic analysis shall be prepared for the Barker Road interchange and shall contain the following elements: a. Site Map (illustrating the complete circulation system) b. Vicinity Map(s) (illustrating traffic distribution) c. Existing Transportation Conditions 1. Existing average daily traffic 2. Existing AM and PM peak hour level of service 3. Existing AM and PM peak hour turning movements d. Projected Transportation Conditions with this Development 1. Projected Average Daily Traffic 2. Projected AM and PM peak hour level of service 3. Projected AM and PM peak hour turning movements e. Recommended mitigating measures 1 2. Mitigating measures sufficient to maintain existing Level of Service "D" If the existing Level of Service "D" cannot be maintained a justification should be included NO1 E.: The ITE (Institute of Transportation Engineers) Trip Generation Manual (5th Edition) shall be used as a basis to compute uip generation rates of the proposed developments. 2. That the applicant agree to fund and construct the necessary mitigating measures as outlined in the above traffic study. These mitigating measures must be approved by both WSDOT and Spokane County Engineers prior to the issuance of any building permits for this property. 3. Due to the trip generation potential, any further development other than what is proposed will require further review by WSDOT to assure additional trips are safely accommodated. DATED THIS, 4 DAY OF MAY, 1993. ALLI D. I-I JQ 3ARD DIRECTOR For: Thomas Veljic, Planner I PE- 1414 -81 Page 10 Under state law and county ordinance, you have the right to appeal this decision to th scheduled. To Hearing file Examiner t an appeal, you musst submit a letter along g with the a hearing ro PP P• WO Washington State Department of Transportation Sid Morrison Secretary of Transportation Mr. Louis Webster' Spokane County Planning W. 1026 Broadway Ave. Spokane, WA 99260 -0240 Dear Mr. Webster: LCC /gf cc: Ann Winkler, Inland Pacific Engineering Pat Harper, Spokane County Engineers , February 27, 1996 Eastern Region 2714 N. Mayfair Street Spokane, WA 99207 -2090 (509) 324-6000 LEONARD C. CASH, PE` Regional Planning Engineer RECEIVED SPOKANE COUNTY MAR 0 4 1996 DIVISION OF BUILDING AND PLANNING BY: Re: Riverwalk Development (Riverway Villa) at I -90 and Barker Road We have reviewed the applicant's revised traffic studies submitted on October 20th and December 5th for the development proposal above. As revealed in the December 5th IPEC traffic analysis, the development of 175 single family homes will reduce the level of service at the Barker Road and EB I -90 ramp terminal to a LOS "F ". Since the deterioration of level of service and impacts to the Trent and Barker intersection are a result of this development, we would ask that the following mitigating measures be required of the developer: 1. The applicant will need to provide financial surety for the survey, design and construction of the proposed signal system. To accomplish this the applicant will need to enter into a developers agreement with WSDOT. Included in this developers agreement will be an approved cost estimate for the improvements along with the posting of a surety bond. Additionally, the applicant will be responsible to monitor traffic conditions at the Barker Road and I -90 EB Ramp terminal and install this traffic signal when traffic conditions warrant. 2. Prior to the finalization of each phase, except the first phase, the applicant shall demonstrate through level of service projections and /or field measurements that the Trent and Barker intersection is functioning at an acceptable LOS. It should be noted that the above review is only for the 175 lots proposed in the December 5th IPEC traffic study. Development beyond these proposed 175 lots will require additional traffic analysis by the applicant as additional mitigating measures may be required to offset the additional traffic volumes that will be produced. If you should have any questions or comments please feel free to contact me in our Planning Department at 324 -6199. February 15, 1996 W.O No. 95527 Louis Webster Spokane County Planning W. 1026 Broadway Spokane, WA 99260 -0240 RE: Riverwalk and the Affects on the 1 -90 Ramp Terminals at Barker Dear Mr. Webster: I received a review regarding the Riverwalk TIA from the Washington State Department of Transportation (WSDOT) dated July 10, 1995. On October 20, 1995 I responded in part to these concerns and on December 5, 1995, I finalized my comments regarding Riverwalk to address all issues not addressed in the October 20, 1995 letter. Since that time, I have heard nothing about this project, however, engineering design had proceeded forward on Riverwalk 2, 3, 4 and 5. We are now at a critical juncture for this project, since these phases of Riverwalk will be ready for submittal to Spokane County within a week. If a response is not forthcoming within the next few days, this issue will become a point of contention. Please respond to these letters as soon as possible. If a meeting would help address and finalize this issue, please call me to schedule one so that these items can be finalized. Sincerely, Vi^J&N Ann L. Winkler, P.E. ALW /alw encl. INLAND PACIFIC ENGINEERING, INC. cc: Pat Harper, Spokane County Engineers Greg Figg, WSDOT Planning Dept. Ed Dean, Stanton Development 707 West 7th • Suite 200 Spokane, Washington 99204 509- 458 -6840 FAX: 509- 458 -6844 RECFPITO FEB 1 6 1996 S?0I A NE lnlUi; l i E11(itNEER March 7, 1996 W.O. No. 95527 Louis Webster Spokane county Planning W. 1026 Broadway Spokane, WA 99260 -0240 Dear Mr. Webster: INLAND PACIFIC ENGINEERING, INC. RE: Traffic Issues in Relation to Riverwalk 1 have received a copy of a letter from the Washington State Department of Transportation (WSDOT) dated February 27, 1996. The traffic analysis, which is complete and substantial, does not support designing, financing or building the traffic signal at Barker Road and the eastbound 1 -90 ramp terminals prior to completion of 175 lots as was requested in this letter. Between the final platting of the lots and the occupation of same is enough time to design, finance and build this signal. Riverwalk is not responsible for installing this signal until the need for this signal occurs due to impacts from Riverwalk. This need, by standard engineering practice, has been demonstrated to be no sooner than when the level of service at the intersection goes to LOS F. Through the traffic analysis supplied to WSDOT in the December 5, 1995 letter, it is clearly documented that this conditions occurs at the completion and occupation of 175 lots. WSDOT has not provided justification for early bonding. If WSDOT wants this traffic signal installed before it is needed due to impacts from Riverwalk as evidenced at a minimum by level of service criteria, Riverwalk will pay a proportional share of this signal for traffic present at the intersection at the time of completion of the signal. Further more, it is clear that further traffic analysis at any of the intersections in the study area is not warranted prior to the completion of 175 lots. Other intersections in the study area, as has been clearly demonstrated in the traffic study, will not fall to unacceptable levels of service before this time. If they do, it will be caused by factors other than Riverwalk, and will not, at that point, be Riverwalk's responsibility. 707 West 7th • Suite 200 Spokane, Washington 99204 509- 458 -6840 FAX: 509- 458 -6844 RECEIVED MAR 1 1 1996 SPOKANE COUNTY ENGINEER • Riverwalk Traffic Issues Letter March 7, 1996 Page 2 We ask that you let the final plats for Riverwalk 2, 3, 4 & 5 be accepted and recorded, and that you accept and approve engineering plans without further issues concerning traffic coming up. These phases together with the first phase do not total 175 lots, but come to only 130 total lots. Furthermore, we request that you accept no conditions for additional traffic analysis prior to the completion of 175 lots, since this analysis has been clearly documented as unnecessary. Sincerely, Ann L. Winkler, P.E. cc: Pat Harper Spokane County Engineers Greg Figg, WSDOT Planning Dept. Ed Dean, Stanton Development December 5, 1995 W.O No. 95527 Louis Webster Spokane County Planning W. 1026 Broadway Spokane, WA 99260 -0240 Dear Mr. Webster: INLAND PACIFIC ENGINEERING, INC. RE: Riverwalk and the Affects on the 1 -90 Ramp Terminals at Barker I received a review regarding the Riverwalk TIA from the Washington State Department of Transportation (WSDOT) dated July 10, 1995. On October 20, 1995 I responded in part to these concerns. At that time, the Momingside Heights Draft EIS, and the associated Barker Road Corridor Study and TIA had not been published. Therefore, responding to the WSDOT review with regards to the ramp terminal intersections was not appropriate. However, at this time, the Momingside Heights Draft EIS has been made public and a review of the Barker Road Corridor Study has been accomplished by both WSDOT and Spokane County Engineers. Based upon the initial review by these agencies, I am now able to fully address the WSDOT concerns at the ramp terminal intersections. The initial review of the Barker Road Corridor Study showed that the concept of a transportation impact area similar to what is being proposed in the Liberty Lake area does not have agency support at this time. This concept will need to be tested with time, and the County is not willing to start another one for at least two years. The developers involved in the projects along Barker Road, as they have been proposed to date, support the concept of the transportation impact area, but will be moving forward on their projects within the next two years regardless of the status of the proposed transportation impact area. Therefore stand alone mitigation will have to be considered for this project, at least for the near term. Based upon this new requirement, the simplest way to address the impacts Riverwalk will have on the transportation system is to readdress the traffic concerns of Riverwalk using the information in the Riverwalk TIA, rather than using the Barker Road Corridor Study. When doing this, several of the basic assumptions upon which the Riverwalk TIA was based will be modified. The first assumption which will be modified is that Turtle Creek will be developing concurrently. Riverwalk continues to move ahead, while Turtle Creek is still in the early stages of preparing it's environmental documentation. Based upon this information, we are going to modify the study by leaving any impacts from Turtle Creek out. Turtle Creek will, chronologically speaking, occur well after Riverwalk has been started. The other items which will be adjusted to account for this stand alone mitigation is that the growth rate for unidentified projects will be lowered. Since there are no projects which have approval and which could move ahead immediately, there should only be a nominal increase in traffic on Barker Road, especially southbound, other than that from Riverwalk. 707 West 7th • Suite 200 Spokane, Washington 99204 509- 458 -6840 FAX: 509- 458 -6844 IIMMEEMMMIIS RECEIVED DEC 06 3 SPOKANE cOUNTY ENGINEER Riverwalk - Ramp Terminal Intersections December 5, 1995 Page 2 The trip generation and distribution will remain the same as the Riverwalk TIA stated. This reanalysis will be looking at an intermediate development level of 175 lots. For this level of development, the trip generation and distribution from Riverwalk is expected to be as shown on the following table. This distribution is consistent with both the Riverwalk TIA and the Barker Road Corridor Study. Trip Distribution from Riverwalk at completion of 175 housing units Ai ea Distribution:: ...... ............................... ... ...... . ............................... • AM Pealt:1 lour . Vol @ 0.76 trips per lot WB I -90 (40%) EB I -90 (10 %) South Barker (20 %) North Barker (30 %) Total 53 13 27 40 Directional' Distribution> 26% In 74% Out 14 3 7 11 35 39 20 10 29 133 98 ............................ iEPM Peak <:Hour : >i: .. ..................... Vol to 1x.02 trips:! per lots .: 6 5% In> 71 18 35 55 179 46 12 23 35 35% 6 12 20 116 63 Based upon several traffic analyses which have been performed in this area, the fact which comes up time and again is that the intersection of Barker and the eastbound I -90 Ramp Terminals (the I -90 south side ramp terminals) will drop to levels of service in the E/F range and may require mitigation first. In the Riverwalk TIA, this fact was acknowledged by stating that the developer of Turtle Creek would perform the work to provide adequate levels of service at this intersection. Riverwalk would then provide adequate levels of service at the intersection of Barker & Cataldo /westbound I -90 ramp terminals. This mitigation was seen to be needed at the completion of the 260th lot, when level of service fell into the E/F range and that signal warrants would need to be met including Warrant 1 or Warrant 2 to meet WSDOT requirements. At this time, due to environmental considerations, Turtle Creek is moving ahead slowly, but Riverwalk is much further into the process, having already begun construction on Phase I and the need for the mitigation at the south ramp terminals still remains. Since Riverwalk will be the only new generator of traffic in this intersection other than general growth due to existing sources, we realize that Riverwalk may have to mitigate their impacts at this intersection. Based upon these conditions 175 lots from Riverwalk can be completed before the Barker Road /eastbound I -90 Riverwalk - Ramp Terminal Intersections December 5, 1995 Page 3 ramp terminal intersection falls to LOS F. Attached are level of service calculations from the Highway Capacity Software which verify this condition. Since WSDOT concerns extend to the north ramp terminals also, level of service calculations were performed at this development level for that intersection also. A summary of the result are shown on the table below. Levels of Service at I -90 Ramp Terminal Intersections with Barker Road 175 LOTS INTERSECTION Barker & WB I -90 Ramps Barker & EB I -90 Ramps DELAY: 11.3 sec 9.3 sec LOS C B DELAY I.OS; 24.9 sec D 45.3 sec E/F Since 45 seconds is the border between LOS E and LOS F, it is apparent that the intersection of Barker & the eastbound I -90 ramp terminal will be on the border between LOS E and LOS F at this development level, and that the daily fluctuation in traffic will dictate whether this intersection is functioning at LOS E or LOS F. Note also that Barker & the westbound I -90 ramp terminal intersection will be functioning at acceptable levels of service under this condition. This number of housing units is expected to take four years to complete. Within that amount of time, the Liberty Lake traffic impact area will have a track record with which the County can measure it's performance, and may then be willing to reconsider a traffic impact area for the Barker Road area. Beyond that, other proposed developments in the area may have started and could have begun to affect the transportation system, requiring improvements to the transportation system. Therefore, as a result of this additional analysis, we would propose the following changes to the traffic mitigation for Riverwalk First, that 175 lots be allowed to develop without further traffic concerns needing to be addressed. This level of development can be adequately handled by the existing transportation system. At the completion of the 175th lot, and when four signal warrants are met (conditions which are expected to occur concurrently), a signal will be installed at this location. While we realize that channelization and possibly signalization will still be needed at the intersection of Barker & the westbound I -90 ramp terminals /Cataldo at some point in the future, it will be beyond the completion of the 175th lot, but before Riverwalk has completed development. Therefore we feel that it is appropriate to defer any additional traffic analysis for Riverwalk in this area until after the completion of the 175th lot. This will allow some of the other projects in the area time to gain approval, and will also allow the County time to evaluate the transportation impact area for the Liberty Lake area. Riverwalk - Ramp Terminal Intersections December 5, 1995 Page 4 Please let us know any concerns you have regarding this analysis and let us know when Riverwalk can move forward and complete additional lots. If a meeting would help address and finalize this issue, please let me know as soon as possible when one can be scheduled. Sincerely, 0,, 1 6 144, Ann L. Winkler, P.E. encl. cc: Pat Harper, Spokane County Engineers Greg Figg, WSDOT Planning Dept. Ed Dean, Stanton Development Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** File Name WBAPW.HCO Streets: (N -S) BARKER RAOD (E -W) WESTBOUND I -90 RAMPS Major Street Direction NS Length of Time Analyzed 60 (min) Analyst ALW Date of Analysis 12/5/95 Other Information PHASE 1 AM CONDITIONS WITH PROJECT Two -way Stop - controlled Intersection No. Lanes Stop /Yield Volumes PHF Grade MC's ( %) SU /RV's ( %) CV's ( %) PCE's Northbound L T R 0> 1< 0 N 181 172 59 .902 .902 .902 -2 0 0 0 1 1 1 3 3 3 .9 .9 .9 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Southbound L T R 0> 1< 0 N 19 175 228 .902 .902 .902 0 0 0 0 1 1 1 4 4 4 1 1 1 Adjustment Factors 5.00 5.50 6.00 6.50 Eastbound L T R 0> 1< 0 12 17 6 .902 .902 .902 0 0 0 0 5 5 5 18 18 18 1.2 1.2 1.2 Westbound L T R 0> 1< 0 23 25 9 .902 .902 .902 2 0 0 0 5 5 5 25 25 25 2.6 2.6 2.6 Vehicle Critical Follow -up Maneuver Gap (tg) Time (tf) 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WorkSheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) 202 289 Potential Capacity: (pcph) 1094 988 Movement Capacity: (pcph) 1094 988 Prob. of Queue -free State: 0.98 0.99 Step 2: LT from Major Street SB NB Conflicting Flows: (vph) 231 403 Potential Capacity: (pcph) 1330 1102 Movement Capacity: (pcph) 1330 1102 Prob. of Queue -free State: 0.98 0.84 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. of Queue -free State: 0.98 0.81 Step 3: TH from Minor Street Conflicting Flows: (vph) 804 720 Potential Capacity: (pcph) 413 457 Capacity Adjustment Factor due to Impeding Movements 0.79 0.79 Movement Capacity: (pcph) 327 362 Prob. of Queue -free State: 0.78 0.94 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 702 415 0.74 0.80 0.79 WB EB WB EB 330 708 412 0.62 0.70 0.68 282 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App EB L 16 282 > > > EB T 23 362 > 366 > 11.3 > C 11.3 EB R 8 988 > > > WB L 65 330 > > > WB T 73 327 > 369 > 17.5 > C 17.5 WB R 26 1094 > > > NB L 181 1102 3.9 A 1.7 SB L 21 1330 2.8 A 0.1 Intersection Delay = 2.3 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 File Name WBPPW.HCO Streets: (N -S) BARKER ROAD (E -W) WB I -90 RAMPS Major Street Direction NS Length of Time Analyzed 60 (min) Analyst ALW Date of Analysis 12/5/95 Other Information PHASE 1 PM CONDITIONS WITH PROJECT Two -way Stop - controlled Intersection No. Lanes Stop /Yield Volumes PHF Grade MC's ( %) SU /RV's ( %) CV's ( %) PCE's Northbound L T R 0> 1< 0 N 96 431 20 .894 .894 .894 - 1 0 0 0 1 1 1 2 2 2 1 1 1 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Southbound L T R 0> 1< 0 N 13 289 147 .894 .894 .894 0 0 0 0 2 2 2 5 5 5 1.1 1.1 1.1 Adjustment Factors 5.00 5.50 6.00 6.50 Eastbound L T R 0> 1< 0 56 10 8 .894 .894 .894 0 0 0 0 5 5 5 10 10 10 1.1 1.1 1..1 Westbound L T R 0> 1 < 0 28 32 24 .894 .894 .894 2 0 0 0 3 3 3 7 7 7 1.8 1.8 1.8 Vehicle Critical Follow -up Maneuver Gap (tg) Time (tf) 2.10 2.60 3.30 3.40 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Worksheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -free State: Step 2: LT from Major Street Step 3: TH from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 441 828 828 0.94 WB EB SB NB Conflicting Flows: (vph) 451 436 Potential Capacity: (pcph) 1045 1062 Movement Capacity: (pcph) 1045 1062 Prob. of Queue -free State: 0.98 0.90 TH Saturation Flow Rate: (pcphpl) 1700 1700 RT Saturation Flow Rate: (pcphpl) 1700 1700 Major LT Shared Lane Prob. of Queue -free State: 0.98 0.86 WB "EB Conflicting Flows: (vph) 986 922 Potential Capacity: (pcph) 331 358 Capacity Adjustment Factor due to Impeding Movements 0.84 0.84 Movement Capacity: (pcph) 277 299 Prob. of Queue -free State: 0.77 0.96 Step 4: LT from Minor Street WB EB 922 310 0.80 0.85 0.84 260 362 908 908 0.99 940 302 0.64 0.72 0.68 205 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App EB L 69 205 > > > EB T 12 299 > 235 > 24.9 > D 24.9 EB R 10 908 > > > WB L 56 260 > > > WB T 65 277 > 334 > 21.8 > D 21.8 WB R 49 828 > > > NB L 107 1062 3.8 A 0.7 SB L 17 1045 3.5 A 0.1 Intersection Delay = 3.5 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** File Name EBAPW.HCO Streets: (N -S) BARKER ROAD (E -W) EB I -90 RAMPS Major Street Direction NS Length of Time Analyzed 60 (min) Analyst ALW Date of Analysis 12/5/95 Other Information PHASE 1 AM CONDITIONS WITH PROJECT Two -way Stop - controlled Intersection No. Lanes Stop /Yield Volumes PHF Grade MC's ( %) SU /RV's ( %) CV's ( %) PCE's Northbound L T R 0 1< 0 N 366 10 .95 .95 2 ' 0 0 2 0 4 0 1.6 1.4 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Southbound L T R 0> 1 0 N 58 124 .95 .95 2 0 0 0 3 0 4 1.4 1.6 Adjustment Factors 5.00 5.50 6.00 6.50 Eastbound L T R 0> 1< 0 99 1 24 .95 .95 .95 1 0 0 0 4 0 4 7 0 7 1.1 1.1 1..1 Westbound L T R 0 0 0 2.10 2.60 3.30 3.40 0 Vehicle Critical Follow -up Maneuver Gap (tg) Time (tf) Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Worksheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -free State: Step 2: LT from Major Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -free State: Step 3: TH from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Major LT, Minor TH Impedance Factor: Adjusted Impedance Factor: Capacity Adjustment Factor due to Impeding Movements Movement Capacity: (pcph) 376 1135 1135 0.93 1700 0.91 WB EB 124 1198 1198 0.98 SB NB WB EB Conflicting Flows: (vph) 558 Potential Capacity: (pcph) 556 Capacity Adjustment Factor due to Impeding Movements 0.91 Movement Capacity: (pcph) 508 Prob. of Queue -free State: 1.00 Step 4: LT from Minor Street WB EB 553 507 0.91 0.91 0.91 464 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App EB L 114 464 > > > EB T 1 508 > 528 > 9.3 > B 9.3 EB R 28 1198 > > > SB L 85 1135 3.4 A 1.1 Intersection Delay = 2.0 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 1 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** File Name EBPBW.HCO Streets: (N -S) BARKER ROAD Major Street Direction NS Length of Time Analyzed 60 (min) Analyst ALW Date of Analysis 12/5/95 Other Information PHASE 1 PM CONDITIONS WITH PROJECT Two -way Stop - controlled Intersection No. Lanes Stop /Yield Volumes PHF Grade MC's ( %) SU /RV's ( %) CV's ( %) PCE's Northbound L T R 0 1< 0 N 337 38 .95 .95 2 0 0 2 0 4 0 1.6 1.4 Left Turn Major Road Right Turn Minor Road Through Traffic Minor Road Left Turn Minor Road Southbound L T R 0> 1 0 N 78 235 .95 .95 2 0 0 0 3 0 4 1.4 1.6 Adjustment Factors 5.00 5.50 6.00 6.50 (E -W) EB I -90 RAMPS Eastbound L T R 0> 1< 0 290 1 169 .95 .95 .95 1 0 0 0 4 0 4 7 0 7 1.1 1.1 1.11 Westbound L T R 0 0 0 Vehicle Critical Follow -up Maneuver Gap (tg) Time (tf) 2.10 2.60 3.30 3.40 0 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 2 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** WorkSheet for TWSC Intersection Step 1: RT from Minor Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -free State: Step 2: LT from Major Street Conflicting Flows: (vph) Potential Capacity: (pcph) Movement Capacity: (pcph) Prob. of Queue -free State: TH Saturation Flow Rate: (pcphpl) RT Saturation Flow Rate: (pcphpl) Major LT Shared Lane Prob. of Queue -free State: Step 3: TH from Minor Street 375 1136 1136 0.90 1700 0.87 WB EB 235 1053 1053 0.81 SB NB WB EB Conflicting Flows: (vph) 688 Potential Capacity: (pcph) 475 Capacity Adjustment Factor due to Impeding Movements 0.87 Movement Capacity: (pcph) 412 Prob. of Queue -free State: 1.00 Step 4: LT from Minor Street WB EB Conflicting Flows: (vph) 669 Potential Capacity: (pcph) 434 Major LT, Minor TH Impedance Factor: 0.87 Adjusted Impedance Factor: 0.87 Capacity Adjustment Factor due to Impeding Movements 0.87 Movement Capacity: (pcph) 377 Center For Microcomputers In Transportation HCS: Unsignalized Intersection Release 2.1 Page 3 ********************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Intersection Performance Summary FlowRate MoveCap SharedCap Avg.Total Delay Movement v(pcph) Cm(pcph) Csh(pcph) Delay LOS By App, EB L 336 377 > > yr 1 > EB T 1 412 > 494 > 23-6 --1 > F EB R 196 1053 > > > SB L 115 1136 3.5 A Intersection Delay = &9.-2 37 4 y r;.1 0.9 03/07 '97 11:04 ID:LANIEPcAX3800 FAX: PAGE 2 Washington State ai Department of Transportation SId Morrison Secretary of Transportation Mr. Doug Birch Parkland Homes Inc. 14410 Bell -Red Road Bellevue, WA 98007 Dear Mr. Birch: Eastern Raglan 2714 N. Mayfair Street Spokane, WA 99207.2090 (509) 324.6000 March 7, 1997 Re: I- 90Barker Road Riverwalk P 7414 The Washington State Department of Transportation (WSDOT) submits to you this letter in order to document our position on the matter of accepting a bond from Housley Development Corporation for Phases 4 and 5 of the Riverwalk Development. 1. WSDOT presently has a surety bond for $105,300 as secured by Parkland Homes for the required traffic signal at Barker Road and the I -90 Eastbound on/off ramp termini. It is not in the interest of WSDOT to accept any other or additional bonds for this improvement as we are not constructing the improvement. 2. WSDOT is of the opinion that it would be advantageous for Parkland Homes to accept a bond from Housley Development for their pro -rata share in the cost of the traffic signal because'it would guarantee their participation in this improvement. It is WSDOT's understanding that Housley Development is willing to enter into agreements to pay their pro rata share when the traffic signal is constructed. 3. Reimbursement can only occur once actual expenditures have been made for engineering, materials, construction etc., at the identified pro -rata share. This way all parties benefit in any cost savings that may occur. The posting of the pro -rata share bond to secure the Housley Development agreement to contribute to the costs of the traffic signal would provide you the needed assurance that timely payment would be made. Your demand that Housley Development pay you cash now for traffic light construction appears to be premature. Consequently, the County could possibly approve the Housley Development project without providing for any security for future contributions to the traffic signal costs if you continue to insist on premature payment. 4. Agreement on this issue is necessary in order for Housley Development to proceed and prolonging this issue may also be considered to be unreasonable. For mutual benefit both parties need to find agreement on this issue soon. 03/07 '97 11:05 ID:LRNIEPr9X3800 March 7, 1997 Page 2 FAX: If you have any questions or require further information, please feel free to contact me in our Planning Office at 324 -6199. Sincerely, MARK ROHWER Regional Planning Manager MPJms cc: Mr. Brian Housley, Housley Development Corporation Mr. Mike Hume, Riverwalk Phase 6 Mr. Pat Harper, Spokane County Engineering Mr. Jeff Stier, Attorney General's Office PAGE 3 03/11/97 TUE 09:47 FAX 206 455 9546 v2/1/7/97 - :56 March 7. 1997 via collier Mr. Doug 'Birch Construction Manager Pacific Pruperties, Inc. 14410 Bel-Red Road Bellevue, WA 98007 RE: Riverwalk Development, Spokane Dear Mr. Birch: By now you have received a copy of the letter from WSDOT recornmcrlding that you accept a bond for the future traffic Light improvement by Riverwalk (attached). At this time We are submitting to you for the second time our agreement to post a bond lien our • pro -rata share of the signal design and construction. front Stanton- Spokaie I.,P. and naming Parkland I lames as beneficiary (attached). In order to proceed with our final plat recording, we will require. the signature of an official of Parkland Homes bethrt the close of business on Monday, March 9. 1997. If we have not received the agreement back by that time_ We will assume that you continue to refuse our participation in the traffic Tight improvement, and We will then take ,peps to record our plat without providing security to you. We are completely twilling and able to conclude this matter amicably, if you are willing to abide by the recorruncndalion of WSDOT. Sincerely Brian 13ouslcy General Partner cc: Oeorgc Recsc Mark Rohwer • BRIAN HOUSLEY S c).6ea7774 ST _ANTON -SPOle AN L.P. 16770 Nv 116th \trent Redmond, WA 98052 (206) 869-6618 LI% e1002 EAU AUILL'1HA P. 03/11/97 T11E 09:48 FAX 208 455 9546 03/0/97 17:06 FAX 206 ` :,2 6620 March 10, 1997 Mr. Mark Rohwer Acting Regional Planning Engineer Washington State Department of Transportation Eastern Region 2714 N. Mayfair Street Spokane, WA 99207 RE: Riverwalk 4th and 5th Additions Dear Mr. Rohwer: S inccrely, BRIAN HOUSLEY la 003 DEAN- DF.TLY CO. •• DRT =.N HOUSLEY @foul STANTON - SPOKANE L.P. 16720 NE 116T11 STREET REDMOND, WA 98052 (206) 455 -9546 On Friday we couriered our bonding proposal to Doug Birch of Pacific Properties (Parkland I•Iomes, Inc.). Mr. Birch then told me by phone that a Mr. Mike Miller is now handling the situation. Mr. Miller then telephoned me today, and he reiterated his companies' position that they are unwilling to accept a bond from the Stanton- Spokane Limited Partnership to secure our participation in the traffic signal. He demanded that we either pay cash up front or that we replace their existing bond for its entire face value. Mark as you know, we have been trying to record our pla1 for some time, but we cannot do so without approval from WSDOT. Not only are we losing $328 per day from interest accruing on our development loan, but several builders and homebuyers are waiting to begin construction of new homes. I am asking at this time that you approve our plat for recording with the County. WSDOT is not at risk, as they are already in possession of a bond guaranteeing the signal construction. We are willing to provide the bond to Parkland Homes if they change their mind at a later date. We are also willing to pay them cash at such time as the project is complete and they can document the overall cost. We feel we have done everything possible to fulfill our obligation, but as you can see, our competitor does not feel obligated to cooperate with us. We are desperately trying to have our plat cleared by Cozmty Planning by this Wednesday so that we can hopefully record on March 25 (otherwise it all slips another week). Your assistance would be greatly appreciated. Brian Housley President, Housley Development Corpor. on, General Partner March 4: 1997 14410 Bel -Red Road Bellevue, WA 98007 Phone (206) 644 -2323 FAX (206) 643 -3475 Mark Hancock Dean Deily Group 16720 N.E. 116 St. Redmond, WA 98052 Re: Plat of Riverwalk Dear Mark; Win95 /wd/d - tlnOI Per our conversation, I have received the necessary information to give you Riverwalk 4 and 5 Additions cost allocation for the signal at the south side of Barker Road and 1 -90 and also Barker Road Improvements between Indiana and Mission. These improvements were required by the county in the Riverwalk preliminary plat facts and findings. RIVERWALK 4 T11 ADDITION Signal $22,610.00 Barker Road Improvements $14,435.93 TOTAL DUE $37,045.93 • RIVERWALK 5 ADDITION Signal $15,470.00 Barker Road Improvements $ 9,877.14 TOTAL DUE 525,347.14 Along with the payments their is a maintenance agreement for the swale area along Barker Road which will have to be maintained by the homeowners associations until the adjacent property is developed at which time that property will assume the maintenance. Pacific Properties .- Incorporated property !Acvelopmnd Cun54 main,, Man x Ypiar YN EpMIr ror V. Pacific Properties Cost/lot = 595.00 I 7 '. ?e n "N r o,. s3 a S 1133 : 1 1‘• Bond to WSDOT $105,300.00 Phase No. of Lots Cost per Lot Total to Signal 4 38 $595.00 $22,610.00 5 26 $595.00 $15,470.00 6 18 $595.00 $10,710.00 7 95 $595.00 $56,525.00 Totals 177 $595.00 $105,315.00 DEC -20 -1996 10:10 December 20, 1996 W.O. No. 96126 Pacific Properties Incorporated 14410 Bel -Red Road Bellevue, WA 98007 Attn: Doug Birch Ri1/EQyt/K}LIG Re: - Signal ut Barker and I -90 EB Ramps Cost Allocations Dear Doug: Per your several inquiries below please find the cost breakout by lot for the cost sharing of the signal installation at Barker and the Interstate 90 Off Ramp intersection. Should you have any questions regarding this information please do no hesitate to call- As an update, we are still anticipating that we will make our first submittal to the WSDOT by the 24 of December, 1996. Sincerely, Inn t d Paciff6p gineering -11 11‘r� Todd R. Whipple, P.E TRW/tw - enclosure cc: file INLAND PACIFIC ENG ri INLAND PACIFIC ENGINEERING, INC. Via Facsimile - Sheet No.1 of 707 West 7th • Suite 200 Spokane, WA 99204 509-458-6840 - FAX: 509- 458 -6844 2020 Lakewood Drive • Suite 205 Coeur d'Alene, ID 83814 208 - 765 -7784 • FAX: 208-769 -7277 P.01 TOTAL P.01 FEE -20 -1997 14:34 INLAND PACIFIC ENG irr INLAND PACIFIC ENGINEERING CO. 707 West 7th Ave., Suite 200 Spokane, WA 99204 Telephone - (509) 458 -6840 • FAX - (509) 458 -6844 • NOTES: L • 20 ' 1'i 4.° DAT • TO: VV COMPANY: FAX NUMBER: • FROM: • NUMBER OF PAGES: JOB NUMBER INCL. COVER PAGE evs utevr t ntul PietkAt u*- - ike- %We.. 3 P.01 FAX TRANSMISSION ■ aw, .. L,w§'ev t �' an Jam' pqq ..,., P C1a:S°.�w: «�L r., :�, ,. I'� «,w:°i .o q '"�"✓W 1� "Y.,..,.,.� �''v'°7', z .,. Pacific Properties Bond to WSDOT $113,588.00 Cost/lot = 595.00 Phase No. of Lots Cost per Lot Total to Signal 4 38 5379.89 514,435.93 5 26 5 379.89 $9,877.14 6 18 $379.89 56,838.02 7 95 $ 379.89 536,089.55 8 34 5379.89 512,916.26 9 38 5379.89 514,435.82 Dean Hensley Remainder 50 $ 379.89 $18,994.50 Totals 299 $379.89 5113,587.22 FEE -20 -1997 14:34 February 12, 1997 W.O. No. 96126/46111 Pacific Properties Incorporated 14410 Bel -Red Road Bellevue, WA 98007 Attn: Doug Birch Re: Riverwalk - Barker Road Improvements, Mission to Indiana; Cost Allocations Dear Doug: Per your several inquiries below please find the cost breakout by lot for the cost sharing of the Barker Road widening between Mission Avenue and Indiana Avenue. Should you have any questions regarding this information please do not hesitate to call. Since ely, In1a1O Pacific ering Co. Todd R. Whipple, P.E. INLAND PAC IFIC ENG P.02 re . .� INLAND PACIFIC ENGINEERING, INC. TRW /tw - enclosure - Preliminary Const. Cost Estimate Form cc: file 707 West 7th • Suite 200 Spukanc, WA 99204 509 .450.6840 • FAX: 509 -458 -6844 2020 Lakewmd Drive • Suite 205 Coeur d'Alene, ID 83814 208. 765 -7784 • FAX; 208. 769 -7277 FEB -20 -1997 14:35 INLAND PACIFIC ENG Inland Pacific FJtglneertng Company Construction Cost Estimate W.0. 96111 12-Feb-97 3 a 5 6 7 8 9 SEWER 10 Sewer Pipe, 8 -inch 11 Manhole, 43-inch dia. 12 Side Service, 4-inch 13 14 15 16 17 18 19 25 Gate Valve, 12 -inch 26 Fire Hydrant Assembly 27 Water Service, 1-inch 28 Temporary Blow Off 29 SUBTOTAL CONTINGENCY EST. TOTAL CONST. COST W.S.S.T TOTAL COST Project - RNerwalk - Barker Road PRELIMINARY CONSTRUCTION COST ESTIMATE ITEM ITEM UNIT QUANTITY UNIT TOTAL N0 COST COST REMOVAL & MISCELLANEOUS 0.00 1 Mobilization LS 1 $5,923.09 $5,923.08 2 50.00 LF FA EA FA EA EA EA STREETS 30 Excavation and Backfill CY 31 Rough Grading SY 32 Fine Grading SY 33 Cement Conaete Curb, Type B LF 34 Cement Concrete Sidewalk LF 35 Adjust Manholes, Utilities to Grad EA 36 Fine Grading SY 37 Ashpalt Paving CI B (4 on 12) SY 38 Street Signs & Striping LS 39 DRAINAGE 40 Infiltration Basins. 708" Ponds SF 41 DMvell, 48 -inch dia. EA Inlet EA Storm Drain Pipe, 12 -inch LF Curb Drops EA Grass Turf Sodding In Ponds SF Irrigation System Complete LS 42 43 44 45 46 47 48 49 517.00 $2,000.00 5350.00 50.00 $0.00 30.00 50.00 50.00 30.00 50.00 $0.00 50.00 $0.00 50.00 50.00 $0.00 50.00 50.00 30.00 30.00 50.00 WATER $0.00 20 Ductile Iron Water Main 6-inch LF 515.00 50.00 21 Ductile Iron Water Main, 8-inch LF $17.50 $0.00 22 Ductle Iron Water Main, 12 -Inch LF 525.00 50.00 23 Gate Valve, 64nth EA 5300.00 30.00 24 Gate Valve, 8-inch EA $40000 30.00 3750.00 50.00 51.750.00 30.00 1 5350.00 5350.00 $1,500.00 50.00 50.00 #1"NiYf ➢... X..M1. (- 50.00 34.00 50.00 5822 5 55,62200 2811 55.50 515.460.50 925 57.50 36,937.50 Y F , - 910 59.00 58.190.00 5 5200.00 $1,000.00 1865 50.50 3932.50 1865 521.50 540,097.50 1 31,000.00 51,00000 30.00 XL 79 240.00 50.00 3100 51.00 53,100.00 1 52.000.00 52.000.00 11 $600.00 5800.00 36 520.00 5720.00 4 550.00 3200.00 3100 50.35 51,085.00 1 55.500.00 55,500.00 $0.00 30.00 50.00 313,205.00 598,718.08 514.807.71 5113.525.80 532.20 $113 558.00 P.03 March 4, 1997 14410 Bel -Red Road Bellevue, WA 98007 Phone (206) 644 -2323 FAX (206) 643 -3475 Mike Flume Tomlinson - Black 8205 N. Division Spokane, WA 99208 Re: Plat of Riverwalk Dear Mike; RECEIVED MAR p 5 1997 SPOKANE COUNTY ENGINEER These improvements were required by the county in the Riverwalk preliminary plat approval. Signal $10,710.00 Barker Road Improvements $ 6,838.02 TOTAL DUE $17,548.02 Per our previous conversation, I have received the necessary information to give you the Riverwalk 6 i11 Addition's cost allocation for the signal at the south side of Barker Road and 1 -90, also the Barker Road Improvements between Indiana and Mission Ave's. Along with the payments their is a maintenance agreement for the swale area along Barker Road which will have to be maintained by the homeowners associations until the adjacent property is developed at which time that property will assume the maintenance. We have designed the improvements and have submitted them to the agencies for approval. Our intention is to construct these improvements this summer. We currently have performance bonds posted with the agencies to assure their construction. The owner (Parkland Homes, Inc.) has informed me that since they have the obligation to construct these improvements, they will want the payment in cash not a bond. Once Parkland Homes receives payment it will advise the State and County that your obligation to pay a fair share contribution for the construction of these improvements has been fulfilled. I am attaching copies of Inland Pacific Engineering's cost sharing break down information. If you have any other questions or need additional information please contact me. Sincerely; Pacifc Properties In ert ( Doug Birch, Construction Manager Agent for Parkland Homes encl: cc: George Reese, Parkland Homes Mike Miller, Pacific Properties Patrick Harper, Spokane Co. Public Works Mark Rohwer, WSDOT - Spokane Region Todd Whipple, Inland Pacific Engineering W in95 /wd/rom- blkltr0l Paci fic Properties 1 ncorp orated Property are/option Construction klm,lown7;t nnr- THE` M' URR': A' Y},Ftk C�Pgi vui F$ ,$ ♦°' 7 T".,.. a Pacific Properties iy La .. ..ice w. + i I Y ,, afvn. Fe�€1:.�1S 2 „^°'°'^'f^�. —._ ,- ...it�•rnex�eae+•a Bond to WSDOT $105,300.00 Cost/lot = 595.00 Phase No. of Lots Cost per Lot Total to Signal 4 38 $595.00 $22,610.00 5 26 $595.00 515,470.00 6 18 $595.00 $10,710 -00 7 95 $595.00 $56,525.00 Totals 177 $595.00 $105,315.00 DEC -20 -1996 10:10 INLAND PACIFIC ENG December 20, 1996 W.O. No. 96126 Pacific Properties Incorporated 14410 Bei -Red Road Bellevue, WA 98007 Attn: Doug Birch e • Re: - Signal at Barker and 1 -90 EB Ramps Cost Allocations Dear Doug: Per your several inquiries below please fmd the cost breakout by lot for the cost sharing of the signal installation at Barker and the Interstate 90 Off Ramp intersection. Should you have any questions regarding this information please do no hesitate to call. As an update, we are still anticipating that we will make our first submittal to the WSDOT by the 24 of December, 1996_ Sincerely, 1n1 d Pacif}6>fgineering Todd R. Whipple, P.E TRW/tw - enclosure cc: file c INLAND PACIFIC ENGINEERING, INC. Via Facsimile - Sheet No. j of f JE2WK4-L44 707 West 7th • Suite 200 Spokane, WA 99204 509-455-6840 • FAX: 509 -4586844 2020 Lakewood Drive • Suite 205 Coeur d'Alene, ID 83814 208 -765 -7784 • FAX: 208.769 -7277 P.01 TOTAL P.01 February 12, 1997 W.O. No. 961260{( Pacific Properties Incorporated 14410 Bel -Red Road Bellevue, WA 98007 Irr INLAND PACIFIC ENGINEERING, INC. Attn: Doug Birch Re: Riverwalk - Barker Road Improvements, Mission to Indiana; Cost Allocations Dear Doug: Per your several inquiries below please find the cost breakout by lot for the cost sharing of the Barker Road widening between Mission Avenue and Indiana Avenue. 2& Alagc /Yrio OR IIKERiltoimiserto. Pacific Properties Bond to WSDOT $113,588.00 Cost /lot = Phase No. of Lots Cost per Lot 9A a KE Total to-Signal R 4 5 6 7 8 Dean Housley Remainder 38 26 18 95 34 38 50 $379.89 $ 379.89 $379.89 $ 379.89 $379.89 $379.89 $ 379.89 $14,435.93 $9,877.14 $6,838.02 $36,089.55 $12,916.26 $14,435.82 $18,994.50 Totals 299 $379.89 $113,587.22 Should you have any questions regarding this information please do not hesitate to call. Sincerely, In1a Pacific ering Co. Todd R. Whipple, P E. TRW /tw - enclosure - Preliminary Const. Cost Estimate Form cc: file 707 West 71h • Suite 200 Spokane, WA 99204 509- 458 -6840 • FAX: 509- 458 -6844 2020 Lakewood Drive • Suite 205 Coeur d'Alene, ID 83814 208- 765 -7784 • FAX: 208 -769 -7277 Washington State Department of Transportation Sid Morrison Secretary of Transportation Mr. Louis Webster Spokane County Planning W. 1026 Broadway Ave. Spokane, WA 99260 -0240 LCC /gf cc: Ann Winkler, Inland Pacific Engineering Pat Harper, Spokane County Engineers February 27, 1996 Since ely, %.)0,ew Eastern Region 2714 N. Mayfair Street Spokane, WA 99207 -2090 (509) 324 -6020 LEONARD C. CASH, PE Regional Planning Engineer RECEIVED SPOKANE COUNTY MAR 0 4 1996 DIVISION OF BUILDING AND PLANNING 8Y' Re: Riverwalk Development (Riverway Villa) at I -90 and Barker Road Dear Mr. Webster: - We have reviewed the applicant's revised traffic studies submitted on October 20th and December 5th for the development proposal above. As revealed in the December 5th IPEC traffic analysis, the development of 175 single family homes will reduce the level of service at the Barker Road and EB I -90 ramp terminal to a LOS "F ". Since the deterioration of level of service and impacts to the Trent and Barker intersection are a result of this development, we would ask that the following mitigating measures be required of the developer: 1. The applicant will need to provide financial surety for the survey, design and construction of the proposed signal system. To accomplish this the applicant will need to enter into a developers agreement with WSDOT. Included in this developers agreement will be an approved cost estimate for the improvements along with the posting of a surety bond. Additionally, the applicant will be responsible to monitor traffic conditions at the Barker Road and I -90 EB Ramp terminal and install this traffic signal when traffic conditions warrant. 2. Prior to the finalization of each phase, except the first phase, the applicant shall demonstrate through level of service projections and/or field measurements that the Trent and Barker intersection is functioning at an acceptable LOS. It should be noted that the above review is only for the 175 lots proposed in the December 5th IPEC traffic study. Development beyond these proposed 175 lots will require additional traffic analysis by the applicant as additional mitigating measures may be required to offset the additional traffic volumes that will be produced. If you should have any questions or comments please feel free to contact me in our Planning Department at 324 -6199. ebifre L OfTGEHOF119T SPOKANE COUNT Y PLANNING DEPARTMENT Bob McCann-Engineering; Dennis Krull-Health; To Jim Legat-Utilities; County Fire Marshall-Dick. Bedow From John Nunnery-Subdivision Administrator Subject Enclosed Project Statement - Riverview Villa PUD — Plat Date March 9 9 i9 82 These should be part of your information used to develop recommendations. JN/bkr _ ort PROJECT STATEMENT - RIVERVIEW VILLA PUD - PLAT Riverview Villa is a planned unit development to be located east of Barker Road and north of Mission Avenue in Spokane Valley, County of Spokane, State of Washington. The PUD Plat is located 200 feet from teh high water mark of the Spokane River. The applicant also owns the land between this point and a private strip of land abutting the Spokane River. The project consists of 118 acres, 108 of which will be developed as residential and 10 which will be developed as commercial. The zoning requested will be residential manufactured home (RMH) for the 108 acres mentioned above and commercial for the commercial area. The project will be phased with final completion to be determined by market and economic conditions. RESIDENTIAL DEVELOPMENT The applicant envisions the development of approximately 365 residential lots for manufactured homes. Approximately 700 to 900 people will occupy and use these lots, and it is anticipated that a majority of the residents will be young couples or retired individuals. The applicant intends to provide a suitable mix of rental and owned spaces for manufactured homes. Housing type will primarily be manufactured home units ranging from 1,000 to 1,800 square feet in size and containing two to three bedrooms. The anticipated price range will be between $35,000.00 and $60,000.00. In order to enhance the aesthetics of the project, amenities such as tennis courts, volleyball courts, outdoor shelters and picnic sites will be provided and maintained by the homeowners assoc- iation of the manufactured home park. There will be no construction within 200 feet of the high water mark of the Spokane River, with the possible exception of trails, picnic sites and /or exercise stations to enhance the use of that riverbank and preserve as much as possible in its natural state. Sewage for the manufactured home units will be provided by a community septic tank and drainfield. This sewer system will be engineered to facilitate hookup with the City of Spokane's sewer system as soon as a trunk line is extended to the property. This trunk line is now a part of the County's waste water management program. The property located over the drainfields.will not be used for manufactured home units until after this hookup with the City sewer is completed. During the interim, the drainfield will remain open space. Drainage for the residential site area will be done through the extensive use of grassy swales in order to provide proper percolation of water runoff in accordance with 208 standards. As indicated by the plat map, the area will be served by the arterials of Barker Road, Mission, and the newly constructed arterial of Indiana Avenue, bisecting the project. Secondary streets are provided throughout the remainder of the site, again as indicated on the plat map. units. COMMERCIAL DEVELOPMENT A ten acre parcel located in the southwest corner of the PUD Plat will be developed as a commercial use. Expected uses include a self- service storage facility, a service very consistent with the needs of manufactured home residents, and substantial parking and general commercial uses consistent with a neighborhood shopping area and the surrounding land uses. This commercial area is designated to serve the needs of both. the PUD Plat residents, and residents of the surrounding area. At present, the nearest shopping facility is located approximately three miles away. Sewer disposal for the commercial site will be interconnected with that of the residential site and have a maximum allowable flow of that required for 20 residential Drainage will also be facilitated with the use of similar grassy areas for percolation. August 17, 1995 W.O. No. 95527 Spokane County Department of Public Works 1026 W. Broadway Avenue Spokane, WA 99260 Attn: Pat Harper Re: Dear Pat: 172 INLAND PACIFIC ENGINEERING, INC. Riverwalk - a.k.a. Riverway Villa PE-1414 -81 Per our previous conversations regarding the phasing of buildout for Barker Road, I am enclosing a level of service calculation showing the LOS of Barker between I -90 and Trent. This encompasses an area longer than the proposed section where the widening would occur but I ran it,anyway. The LOS run provided is for the ultimate build out of Riverwalk. As you can see, in the future the arterial LOS of Barker is expected to remain at LOS A. Therefore, there may be a question as to any widening is actually required of not. However, based upon discussions related directly to the conditions of approval, we have agreed to provide a strip paving to the existing 30 -foot ROW limit from Mission to the Spokane River Bridge. At this time I would recommend that the paving of this strip be sometime between the 150th and 200th lot. This would allow for substantial buildout of the plat and could provide some measure of additional safety. However, I do recommend that we not provide this paving all the way to the bridge without additional safety measures to insure appropriate channelization and to minimize driver confusion. This is important since a substantial amount of paving on the northbound leg approaching the bridge abutment and parapets could under certain conditions could give the illusion of two northbound lanes and result in a serious accident. Should you have any questions regarding this issue please feel free to call at 458 -6840. Sincerely, InlandjPacific Engineering Co., Inc. Todd R. Whipple, P.E. TRW /tw enclosures cc: file 707 West 7th • Suite 200 Spokane, Washington 99204 509- 458 -6840 FAX: 509- 458 -6844 R C€ ' 9 AUG 1 8 1995 WO 'Chia Ui U lY t LNEER Level Of Service Computation Report Urban and Suburban Arterial Method Future Volume Alternative Route #1 ************************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** I. Arterial Level of Service Summary - southbound Free Running End Section Artrl Flow Length Time Stppd Intrs Appr Other Travel Sect Seg Class Speed (mi.) (sec.) Delay LOS Delay Delay Time Speed LOS 1 1 II 35.0 0.100 14.5 2 1 II 35.0 0.600 61.8 3 1 II 35.0 0.700 72.1 4 1 I 45.0 3.200 256.0 Overall(southbound) 4.600 404.4 Adjust Cycl Mvmnt Arr Prog Stppd Node Method Dir Turn Volume Len g/C Lanes Capac v/c Typ Fctr Delay 10 850ps NB thru 11 850ps NB thru 12 850ps NB thru 25 850ps NB left 4 1 I 3 1 II 2 1 II 1 1 II Node Method 12 850ps 11 850ps 10 850ps 30 850ps Tue Aug 15, 1995 10:01:08 0.0 A 0.0 A 0.0 A 0.0 A II. Arterial Node LOS Data - southbound O 90 0.00 0.00 O 100 0.00 0.00 O 100 0.00 0.00 O 100 0.00 0.00 I. Arterial Level of Service Summary - northbound Free Running End Artrl Flow Length Time Stppd Intrs Appr Other Sect Seg Class Speed (mi.) (sec.) Delay LOS Delay Delay 45.0 3.200 256.0 35.0 0.700 72.1 35.0 0.600 61.8 35.0 0.100 14.5 Overall(northbound) 4.600 404.4 II. Arterial Node LOS Data - northbound Page 1 -1 0.0 0.0 14.5 24.8 B 0.0 0.0 61.8 35.0 A 0.0 0.0 72.1 35.0 A 0.0 0.0 256.0 45.0 A 0.0 0.0 404.4 40.9 A O 0.00 3 1.00 O 0.00 3 1.00 O 0.00 3 1.00 O 0.00 3 1.00 0.0 0.0 0.0 0.0 Section Travel Time Speed LOS 0.0 A 0.0 0.0 256.0 45.0 A 0.0 A 0.0 0.0 72.1 35.0 A 0.0 A 0.0 0.0 61.8 35.0 A 0.0 A 0.0 0.0 14.5 24.8 B 0.0 0.0 404.4 40.9 A Adjust Cycl Mvmnt Arr Prog Stppd Dir Turn Volume Len g/C Lanes Capac v/c Typ Fctr Delay SB thru 0 100 0.00 0.00 0 0.00 3 1.00 0.0 SB thru 0 100 0.00 0.00 0 0.00 3 1.00 0.0 SB thru 0 90 0.00 0.00 0 0.00 3 1.00 0.0 SB thru 0 90 0.00 0.00 0 0.00 3 1.00 0.0 Node Node Sect Segmt Bgn End Name 1 1 30 2 1 10 3 1 11 4 1 12 10 BARKER 11 BARKER 12 BARKER 25 BARKER Tue Aug 15, 1995 10:01:08 III. Arterial Description Artrl Bgn - >End Class Func /Dsgn Speed Dist Speed Dist II II II I Prin /Intr Prin /Intr Prin /Intr Prin /Subr 35.0 0.100 35.0 0.600 35.0 0.700 45.0 3.200 — S r 45 o - M SS`i oh L I s,A ;Q I hc\k'(Wy To lr2sp Page 1 -2 End ->Bgn 35.0 0.100 35.0 0.600 35.0 0.700 45.0 3.200 N. KaIn er m�hF �S - to I \:'ssio� C. Matthew Andersen' Beverly L. Anderson Maris Baltins Robert P. Beschel Richard L. Cease Kevin J. Curtis •' Robert H. Crick Stephen L. Farnell John H. Guin Tim M. Higgins Carl E. Hueber Thomas M. McBride• Brian T. McGinn Stanley D. Moore' Tamara W. Murock Fred C. Pflanz Lynden O. Rasmussen Dear Mr. Radke: 2 j ea WASHINGTON OFFICE 1900 SEAFIRST FINANCIAL CENTER 601 W. RIVERSIDE SPOKANE, WASHINGTON 99201 (5091 8386131 Facsimile 15091 838 -1416 Mr. Jim Radke Spokane County Division of Engineering and Roads 1026 W. Broadway Avenue Spokane, WA 99260 -0170 L A W Y E R S A PROFESSIONAL SERVICE CORPORATION IDAHO OFFICE 250 NORTHWEST BLVD., SUITE 1O7A COEUR d'ALENE, IDAHO 83814 12081 667 -2103 Facsimile (208) 765 -2121 Wabsite: www.winstoncashatt.com E-Mail: lawyers @winstoncashatt.com April 28, 1998 Deuelopmeit . Construction Surety Bond/Indemnity Co. of California James E. Reed Richard W. Relyea Patrick A. Sullivan Lawrence H. Vance, Jr. Lucinda 5. Whaley Meriwether D. Williams Of Counsel Michael J. Cronin Leo N. Cashatt (1910 - 1977) Joseph J. Rekofke (1921 - 1997) Patrick H. Winston (1904 - 1996) All members admitted in Washington •Admitted in Idaho and Washington • •Admitted in California and Washington As you have been advised, this firm is counsel for K.C. Construction, Inc., a contractor who worked on the above referenced development. In the Fall of 1997 the project developer ( Stanton - Spokane L.P.) made demand upon K.C. to construct a certain retaining wail that was required by the County. Though the construction of same was Stanton's obligation, it was without sufficient funds, or was otherwise unwilling to construct same. In lieu of having its bond called, Stanton directed K.C. to proceed with the work and the retaining wall has now been constructed and accepted by the County and by Stanton. However, K.C. has not been paid for the work. The principal amount of the indebtedness is $12,498.52. At my request you presented me with a copy of the subject bond, being identified as "Subdivision Roadway Improvement Bond - Spokane County." A copy of same is enclosed for your ease of reference. Under the equitable doctrine of subrogation, K.C. Construction is surrogated to the Countys' rights under the subject bond. If the Developer Stanton has otherwise satisfied its obligations under the bond, we ask that the County formally assign its remaining rights under that bond to K.C. I have prepared an assignment for the County's execution. Please call if you have any Mr. Jim Radke April 28, 1998 Page 2 questions. In the meantime, do not further release the surety and /or Stanton from its obligations under the bond. I am sending a copy of this letter to both Stanton and to t e surety. Thank you for your attention to the request contained herein. LOR:Ic enclosure cc: K.C. Construction, Inc. Ed Dean Stanton - Spokane Indemnity Company of California STATE OF WASHINGTON County of Spokane ASSIGNMENT AGREEMENT For valuable consideration, receipt of which is acknowledged, the County of Spokane hereby assigns, without recourse any and all rights of the County of Spokane under that certain Subdivision Roadway Improvement Bond, dated November 3, 1997, Bond No. 445636S, a copy of which is attached hereto and by this reference fully incorporated herein, to K.C. Construction, Inc. ss. Name Title Date On this day of April, 1998, before me personally appeared to me known to be the of Spokane County that executed the within and foregoing Assignment Agreement, and acknowledged said instrument to be the free and voluntary act and deed of Spokane County, for the uses and purposes therein mentioned and on oath stated that he /she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above written. Notary Public in and for the State of Washington residing at Spokane. My commission expires ..f,UJ ru: SUI;U1YISION IR AI)WAY I@ll'IIOYEIktI'YT ItONU $ANI! COI$Nfa' Build Nu. 6456365 Spokane Cu Engineer l'iic N KNOW ALL DY THESE PRESENTS, that (developer), as "PRINCIPAL," INDEMNITY COMPANY OF CALIFORNIA BONDING COMPANY CALIFORNIA a corporation organized and existing under the laws of the State of and authorized to transact a surely business in the Slate Of Washingtou. ns "Surety," are held and firmly bound 0010 Spukmm County, a lioliUeal subdivision of Ule.State of Washington, as "Obligee,' in the penal suet of TWENTY —EIGHT THOUSAND AND NO /100thy ** D ($ 28 000 OU lawful money of the United State of Aug rlcn, for the payment oof whi'rlinelyrin tlola Surety bard thcumolvcs, their halo, executors, administrators, succcssori and assigns, ) Y WHEREAS, said Principal is the dcvoluper of a Iraq of land In Spokane County divided and planed 1010 Ines and RIVERWALK FIRST ADDITION known as R ,'township 9; Nardi, Range 45 __E.W.M., in Spokano County, and trim located in Section pay the construction cost of Washington, and said County has required that o bond be fundshed iu an arnaanl sufficient to { y grading and surfacing to the approved grades and typical section of the roadways of said plat and Om installation of drninaga structures and such other work a4 Is inuidentai anti ucccss:uy thereto, all iii nccudnncc with 11165C Plat Roadway 95 njruvcumut 19 JULY 5 Specification dated I ur less linen unlus - and to We 5a115faeliall Of the Spokane County Cugb¢er; such improvements ents to be com doled hrovem Iwo (2) Y curs said time period be extended at the option of lhe Spokane County Engineer. Upon failure of Principal to comply with the requirements staled ketch' within the lime authorized, and upon delivery of written notice thereof by Obligee to Surely, TUG Surcly skull wake satisfaction to Obligee to Ilrc extent of this Dural. The obligation of this Baud shall be kept in lull force Bud effect until, in the opiniati of the Obligee, the requitentcuts Imlcln stated have been satisfied. in which event written release will be given by the Obligee, the Obligee having solo right to grant sikli release. Surety hereby waives all rights to rcicusc from the obligation execpt as herein stated, SIGNED AND SEALED this 3rd • day of NOVEMBER 19 97 INDF2D1ITY COMPANY OF CALIFORNIA BONDING COMPANY: 999 3rd Ave., Ste. 1700 Address: City, Stute: Zip Code: • u•UU • JJ •J {,J Seattle, W 98104 CY THI• L. JAY, ATTORNEY —IN — FA STANION— SPOKANE L.P. PRINCIPAL (developer): Address: 16)20 N,E. 116.r,}.L Erect City, Slate: Redmond WA 7.1p Code: 98052 LU 1 L.Wt ",tLi STANTON — SFOKANE L.P. m p: 425425//869 -8618 a C. Matthew Andersen' Beverly L. Anderson Maris Baltins Robert P. Beschel Richard L. Cease Kevin J. Curtis" Robert H. Crick Stephen L. Parnell John H. Guin• Tim M. Higgins Carl E. Hueber Brian T. McGinn Stanley D. Moore' Tamara W. Murock Fred C. Pflanz Lynden 0. Rasmussen Spokane County Division of Engineering and Roads 1026 W. Broadway Avenue Spokane, WA 99260 -0170 Gentlemen: als LOR:Ic enclosure cc: KC Construction, Inc. &7thd1S4 kli WASHINGTON OFFICE 1900 SEAFIRST FINANCIAL CENTER 601 W. RIVERSIDE SPOKANE, WASHINGTON 99201 1509)838 -6131 Facsimile 15091 838 -1416 L A W Y E R S A PROFESSIONAL SERVICE CORPORATION May 14, 1998 IDAHO OFFICE 250 NORTHWEST BLVD., SUITE 107A COEUR d'ALENE, IDAHO 83814 (208) 667 -2103 Facsimile (208) 765 -2121 Website: www.winstoncashatt.com E -Mail: lawyers@winstoncashatt.com Re: Riverwalk I Development K.C. Construction Surety Bond/Indemnity Co. of California James E. Reed Richard W. Relyea Patrick A. Sullivan Lawrence H. Vance, Jr. Lucinda S. Whaley Meriwether D. Williams Of Counsel Michael J. Cronin Leo N. Cashatt (1910 - 1977) Joseph J. Rekofke (1921 - 1997) Patrick H. Winston (1904 - 1996) All members admitted in Washington •Admitted in Idaho and Washington ••Admitted in California and Washington By letter dated April 28, 1998 addressed to Mr. Jim Radke, I made a request for an assignment of the County's interests under a certain bond. A copy of the letter and the attachments thereto are enclosed. I understand that Mr. Radke is no longer employed with the County. Could his successor please give me a call at his convenience. VG truly yo rs, SSEN preENED 1 1 5 1998 sPotuk'. v ?vi71 ilhUiREER • C. Matthew Andersen' Beverly L. Anderson Maris Baltins Robert P. Beschel Richard L. Cease Kevin J. Curtis" Robert H. Crick Stephen L. Farnell John H. Guin Tim M. Higgins Carl E. Hueber Thomas M. McBride' Brian T. McGinn Stanley D. Moore' Tamara W. Murock Fred C. Pflanz Lynden 0. Rasmussen Mr. Jim Radke Spokane County Division of Engineering and Roads 1026 W. Broadway Avenue Spokane, WA 99260 -0170 Dear Mr. Radke: n do 4 ea a WASHINGTON OFFICE 1900 SEAFIRST FINANCIAL CENTER 601 W. RIVERSIDE SPOKANE, WASHINGTON 99201 1509) 8386131 Facsimile 15091 838 -1416 L A W Y E R S A PROFESSIONAL SERVICE CORPORATION Website: www.winslonceshatt.com E -Mail: lawyers@winstoncashatt.com April28, 1998 Re: Riverwalk I Development K.C. Construction Surety Bond/Indemnity Co. of California IDAHO OFFICE 250 NORTHWEST BLVD., SUITE 1O7A COEUR d'ALENE, IDAHO 83814 (208) 667 -2103 Facsimile 1208) 765 -2121 James E. Reed Richard W. Relyea Patrick A. Sullivan Lawrence H. Vance, Jr. Lucinda S. Whaley Meriwether D. Williams Of Counsel Michael J. Cronin Leo N. Cashatt (1910 - 1977) Joseph J. Rekofke (1921 - 1997) Patrick H. Winston (1904 - 1996) All members admitted in Washington 'Admitted in Idaho and Washington • •Admitted in California and Washington As you have been advised, this firm is counsel for K.C. Construction, Inc., a contractor who worked on the above referenced development. In the Fall of 1997 the project developer ( Stanton- Spokane L.P.) made demand upon K.C. to construct a certain retaining wall that was required by the County. Though the construction of same was Stanton's obligation, it was without sufficient funds, or was otherwise unwilling to construct same. In lieu of having its bond called, Stanton directed K.C. to proceed with the work and the retaining wall has now been constructed and accepted by the County and by Stanton. 1 Iowever, K.C. has not been paid for the work. The principal amount of the indebtedness is $12,498.52. At my request you presented me with a copy of the subject bond, being identified as "Subdivision Roadway Improvement Bond - Spokane County." A copy of same is enclosed for your ease of reference. Under the equitable doctrine of subrogation, K.C. Construction is surrogated to the Countys' rights under the subject bond. If the Developer Stanton has otherwise satisfied its obligations under the bond, we ask that the County formally assign its remaining rights under that bond to K.C. I have prepared an assignment for the County's execution. Please call if you have any Mr. Jim Radke April 28, 1998 Page 2 questions. In the meantime, do not further release the surety and /or Stanton from its obligations under the bond. I ani sending a copy of this letter to both Stanton and to ie surety. Thank you for your attention to the request contained herein. I OR:lc enclosure cc: K.C. Construction, Inc. Ed Dean Stanton - Spokane Indemnity Company of California ASSIGNMENT AGREEMENT For valuable consideration, receipt of which is acknowledged, the County of Spokane hereby assigns, without recourse any and all rights of the County of Spokane under that certain Subdivision Roadway Improvement Bond, dated November 3, 1997, Bond No. 445636S, a copy of which is attached hereto and by this reference fully incorporated herein, to K.C. Construction, Inc. STATE OF WASHINGTON County of Spokane : ss. Name Title Date On this day of April, 1998, before me personally appeared , to me known to be the of Spokane County that executed the within and foregoing Assignment Agreement, and acknowledged said instrument to be the free and voluntary act and deed of Spokane County, for the uses and purposes therein mentioned and on oath stated that he /she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and affixed my official seal the day and year first above written. Notary Public in and for the State of Washington residing at Spokane. My commission expires • .o, uo ♦u.10 "o'ouu o: - ,J +, o DONNING COMI'ANY; Address: City, State: Zip Coda Phone p: LU1.01 1 c. \l,1 i\LLna Sl)A171YISIQN 11 )AU1yAY IML'1LOXISta it UONU SPO1SANIS COUNTY Hund Nu. 4456365 Spokane Cu Engineer Pile N KNOW ALL HY THESE PRESENTS, that (developer), as "PRINCIPAL," INDEMNITY COMPANY OF CALIFORNIA BONDING COMPANY a corporation organized and existing under Ille laws of the Slate u( and aud,orrjed to Itwtsacl a surety business in the Slnlc of Washington. as "Surely," are held and firmly bound unto Spokane County, a liolIUeal subdivision of thc.State of Washington, as "Obligee,' in the penal sum of TWENTY —EIGHT THOUSAND AND N0 /100tIss* CALIFORNIA Dollars (5 28,000.00 STANTON—SPOKANE L.P. and - ), lawful money of the United Stale of America, for the payment sco whic thet th p c Surety bind themselves, their r heirs, , executors, administrators, aucccasoti and assigns, j y a y, ly b WHEREAS, said Principal is the developer of a tract of land In Spokane County divided and platted Into Ills and. RIVERWALK FIRST ADDITT.ON known as and being located in Section A ,'township 2 , North, Range 45 H.W.M., in Spokane County, Washington, and said County has required that o bond be furnished in an amount sufficient to pay the construction cost of grading and surfacing to the approved grades and typical section of tiro roadways or snit plat and the installation of drni structures and such utter work as Is incidental and necessary thereto, all in accordtwee with those Plat Roadway Improvement JULY 5 ,19 95 Specifications doled curs or Ica Mc unless and to the satisfaction of the Spokane County Gngblccr; such improvements to be comple h (2) y said limo period be extended at slur option of the Spokane County Engineer. Upon (Dilute Of Principal to comply with the monuments slated herein within the lime authorized, and upon delivery of wittier' notice thereof by Obligee to Sut ely, tic Surety shall make satisfaction to Obligee to the extent of this !loud. The obligation of this Nand shall be kept 111 rill fusee and effect until, in the opiuio 10( the Obligee, die requ)s emetic llecln stated have been unified, in which event written release will be given by tile Obligee, the Obligee having sole right to grand stkli release. Surety hereby waives all rights to rch:ase froni the obligation except as hmcin staled. SIONEU AND SEALED Ibis 3rd Ny: duy uf NOVEMBER ,19 97 INDEMNITY COMPANY OF CALIFORNIA 999 3rd Ave., Ste. 1700 Seattle. WA 98106 2QS' 382- 79000 // .'' s CYNTHIA L. JAY, ATTORNEY —IN — FA STANT0N— SPOKANE L.P. PRINCIPAL (developer); Address: 16720 N.E. 1160.Sifeet City, Slake: Redmond, WA Zlp Codc: 98052 . Phone 1:, 425/869 -6618 'Onus NORTH IDAHO ENGINEERING, INC. 4200 Seltice Way, Suite 2 * Coeur d'Alene, ID 83814 * Phone (208) 667-1171 * Fax (208)664-3507 To: Spokane County Engineering Dept. Attn: Mr. Bill Hemmings Ref: Riverwalk First Addition 4th Submittal TRANSMITTAL Date: 12/14/04 Job No. 4004 From: James O. Morris We are transmitting *Status* X Herewith _ Proposed X For Information Separate Cover Preliminary _ As requested Via Mail In Progress _ Your Files Delivery _ Revised Your Submittal Personal Pickup _ Final Checking Fedex As -Built _ Approval UPS _ For Payment Your Use Other _ Partial Other The Following Specific Items: Drawings 1 copy letter to Ed Parry Calculations 1 copy Review response to 3rd submittal comments Report X Letter Maps Check $ Plans X. See at Right Please Message: Call Immediately Bill, this is a copy of our response letter to the Call after review review comments by Ed Parry to the 3rd submittal X Call, if questions of Riverwalk, this 4th submittal responds to all of Respond in writing these review comments. Process your end Forward as Reqd. Review /Comment No Action Reqd. By: RECFI°IED DEL 1 5 'N ', SPQKANE COUNTY ENGINEER 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 To: The Following Drawings Calculations X Report Letter Maps Check $ Plans See at Right North Idaho Engineering, Inc. County of Spokane Division of Eng. & Roads 1026 W. Broadway Ave. Spokane, WA 99260 TRANSMITTAL Date: Please Message: Call immediately Call after review X Call, if questions Respond in writing Process your end Forward as Regd. Review /Comment No action Regd. 7/7/94 Attn: Bob Brueggeman From: James 0. Morris Ref: Riverway Villa Traffic Impact Report We are transmitting *Status* Job no. 4004 X Herewith Proposed For Information Separate Cover Preliminary As requested Via Mail In Progress Your Files Delivery X Revised Your Submittal Personal Pickup Final X Checking Fedex As -built X Approval UPS For Payment Your Use Other Partial Other Specific Items: 2 copies Traffic Impact Report sy: / _i// 7/ RECEIVED JUL Q Q 1994 SPOKANE COUNTY ENGINEER North Idaho Engineering, Inc. 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208)•667 -1171 • Fax (208) 664 -3507 December 8, 1994 Edward J. Parry, Jr., P.E. Plans Review Engineer Spokane County Engineering 1026 w. Broadway Avenue Spokane, WA 99260 -0170 SUBJECT: P1414 - R'_verwa'_a First Addition 4 Subm =a3 Gentlemen: The comments of the 2 __view, dated October 20, 1;34, have been addressed and are outlined in the enclosed RE f_=W R:S?CNSE. These corrections have been marked in color on the revised prints. Enclosed with this resubm'_ttal are 2 Copies of the revised pion and calculations, as well as the "ORIGINAL" redline plans and Calculations from the 3`' review. At this time the entire road drainage plans for the entire plat - can not be submitted as a group because the entire P.U.D. has not - been approved. As can be seen in the REVIEW RE SPONSE, all review comments frnm the 3 review have been addressed. Please accept this final submittal and authorize the Riverwalk First Addition street and storm drainage plans for signature. If you have any questions about this resubmittal, please contact us at (208)667 -1171. Thank you. Very Truly`.Yours, North ida .c E g 4n- i g, Inc. e' * "'rV MICHAEL A. HUNT, . encls: Plans (2 sets marked in color) Calculations (2 copies) Review Response Curb grade calculation worksheets Edward Dean, Dean Building Corp. Brian Hcusley, Stanton Development Co. Project file SUBMITTAL #: 3 PROJECT 0: P1414 PROJECT NAME: Riverwalk First Addition REVIEW RESPONSE COUNTY REVIEWER: Ed Parry DATE: 8 December 94 REVIEW COMMENTS NOT ADDRESSED FORM PREVIOUS SUBMITTAL 1°` Review PLANS 2. Developers approval signature will be needed prior to plan approvals. Developers approval signature on plans. 3. Evidence that the layout has been coordinated with the electric utility serving the site will be needed. Letters from WWP have been enclosed with this fourth submittal indicating coordination with the electric utility. 11. Indicate Block & lot #'s north of Indiana. Lots north of Indiana Avenue have been numbered per the P.U.D. submitted for approval. There are no block numbers in Riverwalk. 20. Provide intersection sight distance analysis for all intersections with County roads, and for all lots where the horizontal sight triangle encroaches onto private property. Sight triangles are shown on this submittal and easements will be provided for on the final plat for Riverwalk First Addition. 32. Traffic impact analysis submittal and approval is required (per Findings and Conditions) prior to any further plan review. A proposed plan for mitigation measures on the east bound off ramp of 1 -90 has been submitted for review to WSDOT. 2 Review PLANS Sheet 2 of 6 6. Provide temporary cul -de -sac at end of Indiana Avenue (provide confirmation from fire District #1 that a cul -de -sac is not required at The end of Indiana Avenue] A letter form Fire District #1 has been enclosed with this submittal which indicates that temporary cul -de -sacs will be required at the end of Clark Fork St. (now Harmony Lane) and Colorado River St. (now McMillan Lane). A temporary cul -de -sac has been provided on McMillan Lane and Harmony Lane has been extended to intersect with Mission Avenue, thus eliminating the need for that cul -de -sac. REVIEW RESPONSE 8 DECEMBER 94 PROJECT 9 P1414 SUBMITTAL 1 4 Sheet 4 of 6 I. Ralamath River Street [now Baldwin Lane] 1. Stop signs are not provided at intersection of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County. Stop signs have been removed. Street signs have been provided at intersections. II. Allegheny Avenue [now Augusta Lane] 1. Stop signs are not provided at intersection of public local access roads. Stop signs on private roads (which are always local access) are not enforced by Spokane County. Stop signs have been removed. Street signs have been provided at intersections. Sheet 6 of 6 [now sheet 10 of 10] 5. Sidewalk Detail a. Plan view (2) Ramp needs to be configured so that a 5' x 5' landing zone at the base of the ramp is located behind a line 1' behind the extended curb face line of the adjacent street. This is typically accomplished by (a) orienting the ramp on an angle other than the half - delta, (b) providing a ramp for each - direction of the crossing, or (c) adjusting the radius to pull the ramp, as shown, back from the traveled way of the street. Option (c) has been used in this resubmittal. Curb radiuses have been adjusted to allow for the 5' x 5' landing zone at the base of each pedestrian ramp. CALCULATIONS PAGE 2 OF 18 3. Page 1: Runoff form portion of the parcel to the east appear to run into the site [Need to design for the worst of two cases: (1) future phases are not constructed to cut off drainage from area outside of phase limits; and (2) future phases are constructed which change the surface characteristics and flow patterns] A temporary earth berm has been placed at the project boundary to manage storm runoff. RESPONSE TO REVIEW COMMENTS BASED ON THE PLANS AND CALCULATIONS IN THE 3 SUBMITTAL, PLANS Sheet 2/10 1. Where existing County roads are widened in conjunction with a development, an approach to the County road is typically REVIEW RESPONSE 8 DECEMBER 94 PROJECT 1 P1414 SUBMITTAL 1 4 6. Coordinate drywell rim elevation (typically CL - been recalculated and are elevation is typically CL that a number of drywells the hydrology study. PAGE 3 OF 18 constructed to meet the widened County road edge of paving, with any tapers or acceleration /deceleration lanes as necessary. The curb from Indiana should be constructed around to the curb return point for the widened Barker Road, with tapers inbound and outbound of the Barker /Indiana intersection (see comments for sheet 6 /10). The curb returns are to be constructed with the first addition and in /outbound lanes will be provided, see response on sheet 6 /10. 2. Provide a spot elevation on the sidewalk intersection at the SE corner of Barker /Indiana; coordinate with the floor elevation of the swale along Barker Road, the drywell rim elevation at 0 +62 RT (Indiana), and the road sections to ensure that proper sideslopes are provided. A spot elevation on the sidewalk at the SE corner of the Barker /Indiana intersection at station 0+68.99 offset 26.50' RT. This spot elevation is 2026.76. The grate elevation of the drywell at 0 +62 RT is 2026.36, 0.40 below the spot elevation. This spot elevation is located at the offset for the back of sidewalk on Indiana and is governed by the typical section for Indiana Avenue. This will provide a slope on the Barker Road swale of 6:1 which meets the minimum 5:1 slope requirement on Barker Road. - 3. Coordinate CR elevations at Barker /Indiana (NE) with sheet 6/10. CR elevations at the Barker /Indiana intersection have been recalculated and correspond with sheet 6/10. 4. Culvert at 0 +56 LT to 0+76 LT. Culvert has been eliminated. 5. Note invert elevation of all inlets (typically the normal gutter flow line elevation). Invert elevations for all inlets have been calculated and shown on plans. elevation with the swale floor 0.88'). Drywall grate elevations have shown on the plans. The grate - 0.36' on Indiana Avenue. Please note have been added with the revision to 7. Stubouts for future roads with curbing are typically constructed in the current phase to minimize construction impacts in the future. Designer will need to evaluate and manage runoff from the area down station of 6 +15 LT (Indiana). The stubout for the northerly extension of Harmony Lane will be installed with the First Addition and is shown on the revised plans. The runoff down station of 6 +15 LT is being managed by the additional Curb inlets and drywell as shown on the revised plans and in the revised hydrology study. REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 4 OF 18 8. The disabled access ramp configuration at Indiana /Harmony Lane (SW) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lar}e. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramp. 9. indicate for all check berms: a. Station b. Elevation at top of berm c. Elevation at upstream toe of berm d. Elevation at downstream toe of berm The centerline station, top of berm elevation, upstream toe of berm elevation, and downstream toe of berm elevation have been indicated for all check berms and is incorporated into a table as shown on the revised plans. 10. The disabled access ramp configuration at Indiana /McMillan Lane (SW & SE) does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located out of the adjacent travel lane. Check and adjust ramp locations as needed. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramps. 11. Provide facilities at the plat boundary to manage stormwater runoff from lots and paving east of McMillan Lane. A temporary earth berm has been placed along the easterly plat boundary to prevent stormwater runoff from leaving the plat area. This berm will redirect the runoff to the drywell on Indiana avenue until Phase III is constructed, at which time the earth berm will be removed and runoff from this area will be incorporated into the Phase III stormwater facilities. 12. Profile: Indicating the inlet stations would be helpful. Curb inlet stations and elevations have been provided in the profile. Sheet 3/10 1. Build out Harmony curbline to CR point on Mission Ave (see comments for sheet 8/10). Curb returns will be installed as part of the First Addition. 2. Add "slope" to easement designation. The easement designation has been changed to include sidewalk, drainage, slope and utilities. 3. Coordinate drywell rim elevation (27.83) with swale floor elevation (27.06) at 16 +09LT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 } PAGE 5 OF 18 treatment. The swale rim may be located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided. This drywell has been moved because of conflicts with an installed sewer service. In addition several new drywells have been installed throughout Riverwalk First Addition. The drywells have been recalculated throughout the project and the private roads have a typical drywell grate elevation of CL - 0.78' which places the grate elevation 0.50' above the Swale floor. 4. Provide a Drywell at the low point at station 19 +25 LT & RT. Drywells have been provided for at this low point and at other areas throughout the project. The drywell for station 19+25 LT is located at station 25 +40 LT because of an installed sewer service. 5. The configuration of the disabled access ramp to sidewalk at Baldwin Lane and Augusta Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radii have been changed to provide the required 5' x 5' landing zone at the base - of the ramps. Sheet 4/10 I. Baldwin Lane 1. Provide a drywell at the low point at a. 10 +53 LT b. 14 +25 LT & RT Drywells have been provided for at these low points and at other areas throughout the project. 2. Provide a means for the runoff from McMillan to bypass the sidewalk ramp at Baldwin /McMillan, and to reach the low point at 14 +25 RT (Baldwin), of provide a drywell. A drywell has been added to accept' the runoff from McMillan Lane. 3. Coordinate drywell rim elevation (28.45) with swale floor elevation (27.66) at 10 +53RT. The maximum rim elevation should be 0.5' (preferred) above the swale floor in order to provide 208 treatment. The swale rim may be located as high as 0.67' above the swale floor (where space is limited) if topsoil meeting certain cationic exchange parameters is specified and provided. This drywell has been adjusted to provide the proper grate elevation. In addition several new drywells have been installed throughout Riverwalk First Addition. The drywells have been recalculated throughout the project and the private roads have a REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 typical drywell grate elevation of CL - 0.78' which places the grate elevation 0.50' above the swale floor. 4. The configuration of the disabled access ramp to sidewalks at Harmony Lane and McMillan Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramps. 5. Profile: 'a. Note tangent grade between the reverse vertical curves at PVI 13 +50 & PVI 14 +25. The tangent grade between PVI's is -1% as shown on the revised plans. II. Augusta Lane 1. Coordinate BCR elevation at 10 +33.97LT with road section: need to provide a minimum 2% cross -slope from CL to e/p outside of the curb return area. BCR, MCR, and ECR stations and elevations have been recalculated throughout the project due to the curb radii changing to provide the 5' x 5' landing zone at the base to the pedestrian ramps. These new stations and elevations are as shown on Curve Data Tables throughout the plans. 2. The configuration of the disabled access ramp to sidewalks at Harmony Lane does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radius have been changed to provide the required 5' x 5' landing zone at the base of the ramps. 3. Profile: a. Note finished grade b. Note a 4:1 gradeout paving. The finished grade gradeout have been shown on • PAGE 6 OF 18 elevations at end of paving. to existing surface from the end of elevation of 2030.59 and the 4:1 the revised plans. Sheet 5/10 1. Note MCR stations on temporary cul -de -sac, indicate station & elevation in profile. The MCR stations, offsets, and elevations have been included in the profile along with the information for SCR's and ECR's previously provided. 2. Need to address how runoff in the swale will flow past the sidewalk ramps, of provide drywells at 19 +15LT & RT ( ±). A REVIEW RESPONSE 8 DECEMBER 94 PROJECT 4 P1414 SUBMITTAL 4 4 PAGE 7 OF 18 drywell has been added at 19+17 LT and a 10" CMP has been used to bypass the sidewalk at 19+25 RT. 3. Provide a sight distance easement over Lot 46: dimension, easement limits from property corners. The sight easement has been indicated and dimensioned on the revised plans. The easement will be dedicated upon the recordation of the final plat for Riverwalk First Addition. 4. Coordinate drywell offset at 22 +39 RT with road sections; drywell CL may be located up to 8' from the e/p of curb face without special maintenance access provisions. The drywell as station 22 +39 RT is to be located at an offset 17' f ro oC tiof This provides and offset of 3' from the e/p puts 3:1 slope of the swale area and has a grate elevation 0.50' above the swale floor. 5. Need to address how runoff in the swale will flow past the sidewalk drywell has 6. The configuration of the disabled access ramp to sidewalks at Baldwin Lane and Indiana Avenue does not appear to provide a 5' x - 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius configuration as necessary. The curb radii have been changed to provide the required 5' x 5' landing zone at the base of the ramps. Sheet 6/10 (Barker Road 10 +00 to 23+00) 1. The configuration of the disabled access ramp to sidewalks at Mission Avenue does not appear to provide a 5' x 5' landing zone at the toe of the ramp which is located behind a line 1' behind the extended curb face or pavement edge line of the adjacent streets. Verify and adjust the ramp and /of curb radius providertheorequirede5' x 5' landing zone radius been zoneat the baseofh changed to the ramp. 2. Build out the Mission Avenue curbline to the CR here onwidth Barker, and provide a taper length equal to �WS of added paving, S = design speed (45 mph for Principal Arterials)) in this phase. Curb should nose down in 12" beyond the CR. Note "start taper" and "end taper" stations. The curb return at the Barker /Mission intersection will be constructed with this a phase lane has been designed shown on 2 beyond onthesplans CR. The taper REVIEW RESPONSE PAGE 8 OF 18 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 with a start taper at station 10 +50.02, and an end taper at 13 +88.02. This taper lane is to be constructed as part of this phase also. 3. Note: Revise to read "Phase II of Phase VI whichever occurs first ", as agreed in our meeting of 4 aug 94. be advised that the Conditions of Approval require that improvements to Mission and Barker adjacent to phase VI must be constructed prior to the County issuing a building permit on that parcel. The note for the shaded area on Barker Road has been revised to read Phase II or Phase VI, whichever occurs first. 4. Consider installing an additional inlet (or inlets) between 14 +50 RT and the.Barker /Indiana CR (SE)... the number in inlets on Barker between Mission and Indiana have been increased to 5 as shown on the revised plans. 5. Show drywell at 18 +95RT( ±); coordinate with sheet 2/10, and install in this phase. Add note to grade roadside ditch in phase I to drain to drywell. The drywell at 18 +95 RT ( ±) has been shown and the note to grade roadside ditch to drain to drywell has been added to the revised plan. 6. Build out Indiana RT curbline to CR point on Barker, and provide an inbound taper length equal to 10W, where W = width of added pavement. Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. The curb return at the Barker /Indiana intersection will be constructed with this phase and the curb is to nose down in 12" beyond the CR. The taper lane has been designed as shown on these plans with a start taper at station 17 +34.61, and an end taper at 18+84.61. This taper lane is to be constructed as part of this phase also. 7. Build out Indiana LT curbline to CR point on Barker, and provide an outbound taper length equal to WS + 3, where W = width of added pavement, S = design speed (45 mph for Principal Arterials). Note "start taper" and "end taper" stations. Curb should nose down in 12" beyond the CR. The curb return at the Barker /Indiana intersection will be constructed with this phase and the curb is to nose down in 12" beyond the CR. The taper lane has been designed as shown on these plans with a start taper at station 19 +63.63, and an end taper at 21+88.63. This taper lane is to be constructed as part of this phase also. 8. Coordinate CR elevations (NE) with sheet 2/10. CR elevations at the Barker /Indiana intersection have been recalculated and correspond with sheet 2/10. 9. A sight distance easement will be needed over the adjacent PAGE 9 OF 18 REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 on the The sight triangle has been shown The revised to the w irth. property a separate easesen plans the sight triangle will be dedicated by easement for the sight triang instrument. 10. Shading does (not) show clearly on the plans submitted. typically shown in standard linef widths; work worsting the are pha is typically shown in bold; work pn the cuhoent phase plans show the typically i ngwn in half uantity ofThinformation on the is typ The q of the intended shapi and legibility improvement plans inhibited the quality an thus line weights were not improvement plans when bolded, changed. 11. Clearly show the boundaries of Parce # 81 09 18 0 2 7 a t 7 t h e R /W. The existing boundary Mans. existing with a bold line as noted on the revised p been n shown 12. A slope easement back of the sidewalk a 5:1 grade; coordinate be with road section. 5: ewalk may needed for A p to ca t the existing s g add Interior Roods h A profile at the bac$a =ke =, Mission, be helpful for these Contours need to be separated sections ( beyond the back of sidewalks), or sections at even stations. clearly labeled. The easement extends 3' beyon for a total hated for greater (see easement and 5 designated a slop easement of 25' or to the catch p oint whichever is sheet 9/10). 13. Profile: Curb the inlet stations would be helpful b. Indicating b. Cb grade sheets are needed to verify that curbW have to provide adequate cross-slope =ovided in the profile. t entered inlet th stations have been sheets you provided into a eptea eet for ease of reproduction and legibility. The the sample curb grade information is included with the revised s spreadsheet curb grade or certify form grades We will have our licensed survey before concrete is poured. Sheet 7/10 (Barker Road 23 +00 to 32+00) Based on comments dated November 9, 1994. ELAM Note sod for swale sides and floor. Swale to by hydroseeded with EP /SC measures as outlined o d surfaces only for �nT_rr�ATIONS: Need to evaluate Qp,.x REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 10 OF 18 each basin (as opposed to Q „ for all the surfaces in the entire basin. Calculations for all basins have been recalculated. Culvert in this area has been eliminated and inlets have been added (see revised plans). Page 7 (Barker Road north of Indiana to Spokane River) 1. Address how runoff in the swale will pass through or over the driveways. A driveway approach detail is shown in the revised plans. 2. Label contours - should match the road profile. Contours have been labeled. 3. Culvert calculations needed for pipe passing under the sidewalk at 26 +40; 12” minimum diameter in public facilities. Culvert has been eliminated with redesign of sidewalk location. 4. Indicate station, offset, and invert elevation for ends on culvert at 26 +40. Culvert has been eliminated. 5. Provide swale profile, with existing contours. Room in the profile is insufficient for a full profile. Spot elevations have been provided. 6. Swale will need check dams, since either the uninterrupted length exceeds 100', or the slope exceeds 1% (anticipated slope, based on T/C slope). Check dams have been provided, see revised road plans. 7. Note top of berm elevation at drywell location. Top of berm elevation 2018.27, see plans. 8. Top of swale elevation at the lots should be at least T/C + 0.2'. Top of swale elevation is equal to front of sidewalk and is shown as T/C + 0.2'. 9. Provide a maintenance access route to the drywell. Access provided from existing drive to the Centennial Trail parking area. 10. sidewalks at the Centenial Trail parking lot entrance should come into the driveway at an angle as close to 90 as possible. Revised sidewalk layout has place the driveway and sidewalk at a near 90° angle. 11. "End taper" station should occur at 31 +00; this will allow the traffic to complete the merging maneuver before reaching the bridge. Taper length = WS, where S = 45 mph for a Principal Arterial. "End taper" station is 31 +00. full transition lane is REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 PAGE 11 OF 18 from station 23+35.63 to 31+00. 12. Provide roadside safety elements at the bridge per WSDOT Design Manual. Coordinate with the County Traffic Engineer. 'Lane transition signs W9 -2 and W4 -2 from WSDOT to be installed as shown on plans. 13. Provide Erosion Prevention /Sediment Control measures to prevent sediment -laden runoff from flowing over the bank and in the river; coordinate with WSDOE as needed. A temporary siltation fence to be installed and maintained until ground cover has been reestablished. 14. Profile; a. Indicating the inlet stations would be helpful. Curb inlet stations have been specified. b. T/C elevations should be� noted t stations, are especially on flatter grades (<1%). Curb needed. The T/C elevations have been shown at 50' stations. 25' station elevation can be calculated from the grades shown,in the plan view of the revised plans. We have entered the sample curb grade sheets you provided into a spreadsheet for ease of - reproduction and legibility. The completed curb grade information is included with the revised plans. We will have our licensed surveyor certify f orm grad con cr e te is p c. Clearly indicate grade have been identified. Sheet 8/10 comments for 1. Build out Mission curb line to CR on Barker sheet 6/10). Curb returns will be installed as part of the First Addition. 2. Build sidewalk so that a 5' x 5' landing zone t t h e t o p s of the ramp is provided in this phase. The pedestrian been redesigned to provide a 5' x 5' landing at top and bottom of ramp (see 4. below). 3. Indicate delta angle, radius, tangent, curve length for all curb returns. Delta angle, radius, tangent, and curve length have been indicated in a table on the revised plans. 4. The configuration of the disabled access ramp to sidewalks at Barker Road Avenue does not appear ea itolprovidebah5' x la nding zone at the toe of the ramp which behind the extended curb face or pavement edge line of the REVIEW RESPONSE PAGE 12 OF 18 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 adjacent and adjust the ramp and /of curb radius to prov ac treets. Verify The curb radius have been changd configuration e required x 5' landing zone at the base of the as provide the re ramp. , has bee 5. Provide a drywell in the swale low p oint. A 'dry n flat nature 1l the installed at 11+96. Because of the. very existing roadway, the majority of the swale on Mission Avenue between Barker Road and Harmony Lane will be a flat bottomed swale with an elevation of 2032.33. Check dams have also been included to meet the 100' ma ximum length on 208 volume. 6. Provide curb inlet at the low point in the curb. The flat nature of Mission avenue has resulted in two. law points. A curb inlet has been p rovided at both low points and serve the swale mentioned above. acing in high check dams at 100' (max) provided. o Provide v 8 toe -to -t208 volume. Check dams have been p oe spacing order to develop sight distance easement at Harmony Lane intersection; g, provide sig ro property corners. Sight triangles have indicate dimensions from n P rovided for upon plat indicated and easements will be P 'recordation of the final P t of Riverwalk First Addition. elevation at Lane equation, equation and elevation i Indicate stationing Harmony e Intersection stationing rsg 4 intersection. Inte q have been provided. Lane (RT) to CR point on Mission; pr . ideld taper at a nd to with taper length plan view where = width inbound added intersection minimum). Develop p = width b added p indicate "start taper" and where W and end of taper. "e dt taper" s 0 beyond i w ith start "end secti" stotbenb Curb returns at oi has been intersection 1 be built the phase. of + 5.00. taper station 18 +50.00 and end taper of 16 +65.00. extended to 19 +00.00 (50' beyond start 11. Profile: a. Curb Indicating inlet stations would be thatfcurbs are set a b. C grade sheets are needed to verify We have Hate cross-slope in the profile. to provide st en tb inlet stations have rade sheets you provided into a le curb g. legibility. The spreadsheet e e t some roduction and leg completed curb grade of o r e information is included with the revised ds plans. W curb ghave ouor or certify plans. We will have our licensed survey before concrete is p oured PAGE 13 OF 18 REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 Sheet 9/10 1. Drywell detail lens" from fabric liner note. a. Delete "where shown on p "Where shown on plans" has been deleted. 2. Barker Road Section . h CSTC has been specified as 8 a. Note CSTC d paving width. Existing pavement width has b. Note existing p been shown as 20't. y whether R/W is measured c. Note existing from section vi where the width varies from existing CL or from section line. A notation of the stations where the standard section applies will be needed. A note has been added. The back to existing The imp 0+00 to 23 +35.63 and right of way is measured from the section line. are measured from the section line from 0 along the existing centerline for the remainder of Barker Road. y The elevation at the future acquisition line is T/C - 1.30' and m to d 31+00.00. 0.00 o the width of road improvements transitions from the typical p section to the existing improvements depth. The minimum rovements from 23+35.63 d. Note minimum um T/C - 2. a from curb per the road section is a 1 s e c minimum e. Provide County. back We in ed to show and have provided by the County• We have continued to show -slope from the curb to the future acquisition included a variance request with this fourth submittal. on page f. Coordinate swale & sl drywell location at 18 +95 RT. 2/10 and 6/10. A spot elevation on the sidewalk at the SE This spot elevation is 2026.76. bel The corner of the Barker /Indiana intersection at station 0+68.99 grate offse of the ry RT. ell at 0 +62 RT is 2026.3 theta spot vaeion of the dz s of elevation is located at the offset for the back of elevation. This spot governed by This will provide a slope on typical the becko for on Ivenue. and is g e: slope thpiBal erctoad sir Iaoia6a A which meets the minimum the Barker Road swale of 6:1 to catch point on requirement on Barker Road. g. Slope easement er is tO pe easement is provided grade, whichever c greater. oi or the c atch point, whichever is greater. (yields CL - 0.51') with swale provided to 25' T he front of h. Coordinate in + ields(CL - 0.81'). oa must s i d ew a l k ns eat grading (Y with the dimensions shown Y use 0: a s lope from the curb to the future acquis T/e + 0.2'. variance that is being requested with this line. use the 10:1 slope This tt a slope es a (see appropriate Si is grade CL elevation to based on the (see are rde sheets), T/C elevations. high (max.); 1' height is too 3. Swale check berm: Should only 6 REVIEW RESPONSE PAGE 14 OF 18 8 DECEMBER 94 PROJECT S P1414 SUBMITTAL 1 4 deep for 208 treatment. Swale check berms haveobeenorevised to show a typical 6" depth. Some check dams,. t runoff revised plans, have a height higher that 6"2 to ven tst noef, from flowing beyond the project boundary• only the first 6" have been used to calculate the 208 treatment volume. 4. Grassy Swale: from a. Note that the CL of the drywell is located 8' ( max ) the e/p or curb face. Dimension has been shown on the detail. All Mission Avenuexhavelan at north Thoseronr Road and the north the end of Barker Road and Mission Avenue future acquisition area.Becausethe roadway ofsBarkermRoad depart from the future acquisition area an access has been provided for maintenance. b. Swale bank elevation note: add "or T/C +0.2'" Note has been added. c. If swale is hydroseeded, indi Erosiobe installed at Prevention /Sediment Control (EP /SC) inlets to swale, (including from area grading of lots), and at inlets to the drywells; add a note to the effect that Developer shall be responsible for maintaining the (EP/SC) ublic -measures in good working condition until the vegetation is established, and the drainage facilities adjacent to the public are accepted by the County ; and he arcehalnce of er shall thoroughly clean the drywells p r an the drainage facilities adjacent to swales R /W. As the public alternative to the EP /SC measures, cadjacent by the R/W may be sodded and maintained in good Developer until the County's acceptance of the drainage facilities adjacent to the public R /W. The note has been eeioa for EP /SC measures as well as a detail (Temporary Fence) and accompanying notes. 5. Mission Avenue section a. Note CSTC depth. CSTC has been specifia5 width has b. Note existing paving width. Existing pavement been shown as 12't. c. Note existing R/W width. Existing R/W width is shown as 20' from the section line. d. Note minimum swale depth. Minimum Swale depth has been specified as T/C - e r the road section e. Provide 5:1 back slope from curb per by the County. We have continued to show a 10:1 minimum slope from the curb to the future acquisition area and have included a variance request with this fourth submittal. f. Coordinate T/C +0.2' (yield CL + 0.03') wi swale dimensions and grading (yield CL - 0.92'). The front of sidewalk is at T/C + 0.2'. With the dimensions shown you must use the PAGE 15 OF 18 REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 acquisition line. This variance that is being requested with this submittal. 10:1 slope from the curb to the future ac elevation 10:1 pe is a (see r Sopriatee e grade CL elevation sheet), elevations the on the (see appratradt), g. Provide 2% minimum cross slope on street and T/C elevations. suing sloe is shown on the revised detail. sidewalks. W . A 2 e depth P this is information for h. Water depth note can be deleted; the designer. Note for water depth has been removed. to easement designation. Easement 6. Interior dd "and slope" section a . Add and op designation has been modified to include s include s oPe• b. Cooandngra ing +0.2' .i' (yields CL + .3') with Swale backslope' distance of 3.6' at 3:1. Fl oor Floor o of f s and wale has has bee (Y been modified to 4.4' to allow for the 3.6' as backslope to the front of sidewalk. 7. Indiana vide note as or delete callous. Callout a. provide note 6 as indicated, with Swale for nb . Coordinate 6 h been del + ( CL + 0.21') w d b. ns ara grading (yields CL + 0.12')• dimensions and t eddt o i + 0.2' at the back of stale. ust to yield and (2) may be de l e ted. Notes have have been adjusted eye c. General notes (1) t es ( ) Y to read been d G ene remaining notes n Add s "Limits been renumbered. 8 Add " of', "limits d. G te h as be en revised and include "5'". Note has been revised to reflect 5' of." Coordinate comment *4c to e , General re note s G 4: rass detail 9/10. Note references the Y #4c above). Sheet 10 /10 detail: Need to consider how runoff from 1. Wheelchair ramp s without overflowing the ramps. Current be routed ration will ramps o ff have e ach added ramps. Current configuration will block runoff from reaching the the basin. Additional dryw ass the throughout u tr t hng eliminate the need to bypass throughout the project to cases. ramps will have a CRP s in moat cases. lea and profile b wheelchair ramps Please refer to thee la Sa C sh ee t s for under the l ocations of additional dryw camp• sheets for the l a will 2. Driveway detail: Need to consider how runoff from w trout be routed to the eve depth serving ell serving the bas excessive depth h for 208 treatment. therdnrYw developing i con se n The to have ph" as the basin. . PAGE 16 OF 18 REVIEW RESPONSE 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 shown in the detail with the law point 0.5' above the Swale floor. This gives the 6" max, height foro he 20treatment v the volume calculations and allows overflow progress Swale toward the drywell. noted the following for each basin are to been revised for all to comments. ro I eNS Due t the contsarecprovided.dCalculations general comments are p be revised as necessary. Calculations have catch basins based on the following general 1. "C" factor calculations The Bowstring spreadsheet was used to calculate a weighted "C" value for each basin which contained both impervious pervious area. The impervious area of the lot used for lots were taken as 3200 sq, ft• per lot. A valletof 0 .e) was rd O.25) for pervious area. impervious area and (C = 2. Tc path lengths Basins have been altered and new Tc path length have been calculated. 3. Volumes provided for Water Quality Treatment ( "208 ") Swale volumes for 208 were adjusted when either or both length > 100' ; and Guidelines for Slope > 1% "Spokane County by using equation 5.6 in Stormwater Management ". 4. storm storage volumes: end-area Storm storage volumes were calculated using the average method. 5. Basin Limits: Basin limits have been adjusted to better reflect the worst -case situation. REVIEW RESPONSE PAGE 17 OF 18 8 DECEMBER 94 PROJECT # P1414 SUBMITTAL # 4 6. Storm Facilities: a.) Drywells have been provided for each swale which serves as the sized within the, 100- minute family of storms shown on the bowstring spreadsheet. b.) The effect of basin flow to areas outside the basin limits have been analyzed. c.) The culvert at the NE corner of Barker /Indiana has been eliminated. Other culverts will ebeeuseditosallowprunoffdtoopass beneath the wheelchair ramp s and these in the report. d) Calculations have been implemented for a single inlet. The calculations show that one inlet will ldesceptaalmostt the t n Q if not the entire Q. We have p o basin to accommodate the remaining Q. o - vnT iiF REPORT 1. Geotechnical reports which provide design or ton recommendations must be stamped, signed and dated by a g ,State- licensed Professional Engineer experienced edb i ntted technical n Engineering. A copy of the report p re has been stamped, signed and dated as required. UTILITY PL IA—�S laps; many drywells a 1. re i Cshowywn n o on ne t h were t p p lanssandtnot on t road plans. The e the l pp utility plans were apprroved before changes caused by County review comments caused changes in the centerline alignments sland anndithes. The plans location of drawings. ad the utility plans i ns fo PLA�i as sight distances over L . P4 may interior e roads are needed, easement over Lot 46 and other c ry re sffi b• rovided with the final plat of Riverwalk and tth tress wT be provided Addp reServethe sight distancesorequired at use intersections w ill where will p property, where the sight distance coincides with private p p eliminating the need for a landscaping plan. PAGE 18 OF 18 REVIEW RESPONSE 8 DECKER 94 PROJECT # P1414 SUBMITTAL # 4 Tans with sight distance easements indicateed these . Ceorev p S i ht triangles have been shown on lans and review e ommtn di . g plat for this phase plans and easement dimens =cvidedlinitheefinaltp review comments. These easements will be provided of Riverwalk. Data file : D1005002.PRN Count ratio : 1.00 Station : 1 Comm. ID : 1 Identification : 2301178 Interval : 60 minutes Start date : Oct 5, 1993 Start time : 11: Stop date : Oct 7, 1993 Stop time : 11:00 City /Toren : Spokane County : Spokane Location : Barker Rd - N - Euclid Ave f******H4* FFf MH*****4************** 41114f f* **44***** ******t #ffff ********** ***** ##H*****444** 4**** #ff***** ***** HFff******** Lanes 1 -2 are South /North Tue - Oct 5, 1993 Type Cycle Cars 2a -4T Buses 2A-SU 3A-SU 4R-SU 4R-ST 5A-ST 6A-ST 50-NT 6A-NT 70-NT None Other Total 12:00 0 91 55 1 20 4 0 3 0 0 0 0 2 0 11 187 13:' s 2 78 103 2 34 2 1 4 3 1 0 0 1 0 9 240 14:00 0 87 91 2 29 4 0 1 2 0 0 0 2 0 9 227 15:' s 1 80 99 4 36 3 0 3 1 0 0 0 0 0 4 231 16:00 5 138 131 6 42 6 1 1 4 1 0 0 4 0 13 352 17:ili 4 108 125 3 43 6 1 3 1 0 0 0 1 0 8 303 18: 1 112 137 4 33 4 0 2 6 0 0 0 1 0 17 317 19:00 2 102 95 1 22 5 1 0 0 0 0 0 0 0 7 235 20:00 1 55 58 0 20 1 0 1 1 0 0 0 0 0 3 140 21:'s 0 52 57 1 7 2 0 1 0 0 0 0 0 0 6 126 22:00 1 27 26 0 10 0 0 0 0 0 0 0 1 0 7 72 23:00 1 21 12 0 3 2 0 0 1 1 0 1 0 0 5 47 24:00 0 11 14 0 3 0 0 0 0 0 0 0 1 0 4 33 Daily Totals 18 962 1003 24 302 39 4 19 19 3 0 1 13 0 103 2510 Wed - Oct 6, 1993 01:00 2 10 5 0 2 2 0 0 0 0 0 0 0 8 4 25 02:00 0 6 8 0 1 0 0 0 0 0 0 0 1 0 2 18 03:00 0 3 2 0 0 0 0 0 1 0 0 0 0 0 1 7 04:08 0 4 5 0 0 2 0 0 0 0 0 0 0 0 1 12 05:ss 1 6 7 0 3 0 0 0 0 0 8 0 0 0 3 20 0 26 28 1 12 0 0 0 1 0 0 0 1 0 7 76 07 3 120 66 4 30 1 8 3 0 1 0 0 0 0 15 243 08:sv 0 99 74 6 22 6 0 6 1 0 0 0 1 0 11 226 09:00 1 68 49 4 20 3 0 3 1 0 0 0 0 0 5 154 10: a 0 66 55 3 22 4. 0 5 1 0 0 0 0 0 10 166 11:00 0 58 70 4 18 4 0 1 1 0 0 0 1 0 12 169 24 Hour Totals 25 1428 1372 46 432 61 4 37 25 4 0 1 17 0 174 3626 12:00 2 71 81 2 21 3 0 2 1 1' 0 0 1 0 8 193 13:00 0 60 69 3 31 4 0 2 2 0 0 0 0 0 9 180 14: s 0 84 89 1 43 2 0 3 4 0 0 0 1 0 8 235 15:00 1 94 90 2 32 5 0 1 1 2 1 0 1 0 16 246 16:ua 1 115 120 1 32 4 0 4 2 0 0 0 3 0 10 292 i7ao 0 128 122 6 24 4 0 1 1 0 0 0 1 0 8 295 18:00 0 117 121 2 34 8 0 0 5 1 0 0 3 0 15 306 19: 1 119 81 0 24 10 0 2 2 0 0 0 1 0 9 249 20:00 0 53 69 2 17 3 0 1 3 1 0 0 1 0 4 154 21:00 0 59 46 0 15 1 0 0 0 0 0 0 0 0 4 125 22:00 0 36 23 0 5 0 0 0 0 0 0 0 0 0 8 72 23:08 0 16 22 0 5 1 0 0 0 0 0 0 0 0 2 46 24:'s 0 13 10 0 2 0 0 0 1 0 0 0 1 0 1 28 Volume by Type Report Page 1 Daily Totals 12 1431 1312 41 415 67 0 34 28 6 1 0 17 8 173 3537 Data File : D1005002.PRN Count ratio : 1.80 Station : 1 Cosa. ID : 1 Identification : 2301178 Interval : 60 minutes Start date : Oct 5, 1993 Start time : 11:00 Stop date : Oct 7, 1993 Stop time : 11: City /Town : Spokane County : Spokane Location : Barker Rd - N - Euclid Ave *********************** if**************** iE******************* H* N** 4 * * * * * * * * *14 * * * ***H * * * * * * * * * * * ** 1111*** * * * * * * * **** * * ** *1111 * * * ** Lanes 1 -2 are South /North Thu - Oct 7, 1993 Type Cycle Cars 2a -4T Buses 2A -SU 3A-SU 4A-SU 4A -ST 5A-ST 6A-ST 5A-NT 6A-NT 7A-NT None Other Total Thu - Oct 7, 1993 01: 0 9 15 0 0 0 0 0 0 0 0 0 2 0 5 31 02:00 0 9 5 0 0 1 0 0 0 0 0 0 0 0 4 19 03:00 0 6 1 0 1 0 0 0 2 0 0 0 1 0 3 14 04:00 0 3 5 0 0 2 0 1 0 0 0 8 0 0 3 14 05:00 0 14 10 1 3 3 0 0 0 0 0 0 0 0 5 36 06:00 0 38 18 1 10 2 0 2 0 0 0 0 1 0 3 75 07:00 0 98 56 2 27 6 0 1 1 1 0 0 0 0 15 207 08: 2 113 71 3 26 8 0 3 2 1 0 0 0 0 10 239 09:00 1 70 58 1 29 4 1 3 0 0 0 0 2 0 12 181 10: 4 71 59 1 22 3 0 2 2 1 0 8 0 0 17 182 11:00 2 69 56 1 24 6 0 3 1 0 0 0 0 0 7 169 24 Hour Totals 14 1465 1297 29 427 80 1 31 30 8 1 0 19 0 186 3588 * * * * * * +* 1111*** *tr# * * * * *** ** *****************************+*** te** t* *#* * **t * * ************ *ttt**1111 J** **********t**#***► * **** **** Station Data Summary Type Cycle Cars 2a-4T Buses 2A-SU 3A-SU 4A-SU 4A -ST 551-ST 6A -ST 5A-NT 6A-NT 7A-NT None Other Total Grand Totals 39 2893 2669 75 859 141 5 68 55 12 1 1 36 0 360 7214 Percentages 0.54 40.10 37. 1.04 11.91 1.95 0.07 0.94 0.76 0.17 0.01 0.01 0.50 0.00 4.99 Volume by Type Report Page 2 Data File : D1005001.PRN Count ratio : 1.00 Station : 3 Comm. ID : 1 Identification : 2300345 Interval : 60 minutes Start date : Oct 5, 1993 Start time : 10: Stop date : Oct 7, 1993 Stop time : 10:00 City /Town : Spokane County : Spokane Location : Barker Rd - S - Buckeye Ave (N of River) Lanes 1-2 are North /South Tue - Oct 5, 1993 Type Cycle Cars 2a -4T Buses 20 -SU 3A -SU 4A-SU 4A -ST 5A -ST 6A -ST 5A-MT 6A-MT 7A-MT None Other Total 11:00 12:00 13:00 14:00 15:00 16:00 17: 18: 19: 20: 21:00 22: 23:00 24: di Daily Totals 20 2039 1863 43 537 20 3 38 13 10 0 0 10 0 147 4743 Wed - Oct 6, 1993 01:00 0 13 11 0 4 0 0 0 1 0 0 0 2 0 1 32 02: s'. 0 8 5 0 2 0 0 1 0 0 0 0 1 0 2 19 03:00 3 3 4 0 1 0 0 0 0 0 0 0 1 0 2 14 04:00 0 8 8 1 0 0 0 0 0 0 0 0 0 0 3 20 05:00 0 15 15 0 12 0 0 0 0 0 0 0 0 0 3 45 06:00 1 61 72 5 35 0 0 2 0 0 0 0 0 0 2 170 07: 1 135 185 1 48 2 0 2 1 0 0 0 2 0 14 391 08:00 0 123 178 4 35 5 1 6 0 0 0 0 1 0 14 367 09:;r: 0 91 148 3 56 1 0 4 1 0 0 0 1 0 13 318 10:00 1 116 164 3 54 3 0 8 3 1 0 0 1 0 13 367 Value by Type Report Page 1 0 135 153 7 49 1 1 4 1 2 0 0 0 0 16 369 0 143 172 4 44 2 0 4 0 0 0 0 3 0 14 386 0 168 151 4 55 5 1 4 1 1 0 0 4 0 13 407 0 161 178 4 40 0 0 6 3 1 0 0 0 0 14 407 0 208 197 6 53 1 0 6 2 0 0 0 0 0 9 482 5 239 246 5 71 4 0 3 3 2 0 0 1 0 23 602 3 234 205 4 90 2 1 2 0 0 0 0 0 0 13 554 3 248 184 4 60 0 0 6 1 0 0 0 0 0 20 526 3 183 123 1 31 3 0 1 0 1 0 0 1 0 7 354 1 106 97 1 15 0 0 2 2 0 0 0 0 0 7 231 1 89 67 2 16 0 0 0 0 0 0 0 0 0 3 178 2 56 39 1 10 1 0 0 0 0 0 0 0 0 4 113 1 34 29 0 1 1 0 0 0 2 0 0 0 0 3 71 1 35 22 0 2 0 0 0 0 1 0 0 1 0 1 63 24 Hour Totals 26 2612 2653 60 784 31 4 61 19 11 0 0 19 0 214 6494 11:w 1 147 140 8 38 4 1 6 2 0 0 0 0 0 17 364 0 160 146 6 40 3 0 3 2 0 0 0 1 0 17 378 13:'" 2 156 142 6 63 1 1 4 0 2 0 0 0 0 23 400 14:00 0 157 174 8 49 2 0 7 2 1 0 0 1 0 18 419 15:00 0 196 173 6 49 2 2 3 2 1 0 0 1 0 21 456 16:00 1 244 243 2 78 6 0 3 2 0 0 0 1 0 15 595 17:00 1 255 226 3 63 2 0 9 2 0 0 0 1 0 19 581 18:00 8 215 193 6 57 5 0 6 1 2 0 0 0 0 19 504 19: ' 1 169 158 1 39 2 0 3 0 0 0 0 0 0 11 384 20:'. ". 2 117 98 1 24 2 0 2 0 0 0 0 0 0 9 255 21:00 0 87 68 1 11 1 0 0 0 0 8 0 0 0 2 170 22:00 0 64 . 43 0 11 1 0 2 0 0 0 0 0 0 4 125 23:00 0 32 19 0 7 0 0 0 0 0 0 0 8 0 3 61 24:80 0 25 24 0 4 0 0 8 0 0 0 0 0 0 3 56 Data File : D1005001.PRN Count ratio : 1.00 Station : 3 Comm. ID : 1 Identification : 2300345 Interval : 60 minutes Start date : Oct 5, 1993 Start time : 10:00 Stop date : Oct 7, 1993 Stop time : 10:00 City /Town : Spokane County : Spokane Location : Barker Rd - S - Buckeye Ave fN of River) f*#} f# ff##*f* f** ff fff# ff#f f## f#### f# f# f####### f# f# fff###f# ikf f# f#f# ff#ff# f# fff# f# f**# f# f## f## ff##f ff# # # *ffff### #f##ff## *f#ffffff#ff# Lanes 1 -2 are North /South Wed - Oct 6, 1993 Type Cycle Cars 2a -4T Buses 2A-SU 3A-SU 4A-SU 4A-ST 5A-ST 6A-ST 54-NT 6A -MT 7A-MT None Other Total Daily Totals 14 2597 2637 65 780 42 5 71 19 7 0 0 14 0 248 6499 Thu - Oct 7, 1993 01:00 0 18 10 1 2 0 0 0 1 0 0 0 1 0 2 35 02:ss 0 10 10 0 4 0 0 0 0 0 0 0 0 0 1 25 03:00 1 11 6 0 1 0 0 0 0 0 0 0 1 0 4 24 04:'." 0 8 3 1 1 0 0 0 0 0 0 0 0 0 2 15 05:00 1 18 23 1 9 0 0 0 0 0 0 0 0 0 2 54 06:00 0 63 77 4 26 0 0 1 0 0 0 0 0 0 3 174 07 : 0 133 162 3 53 1 0 4 5 0 0 0 2 0 10 373 08: 2 107 178 3 51 1 0 6 2 0 0 0 0 0 13 363 09:00 0 90 146 4 40 0 1 1 2 1 0 0 1 0 9 295 10:sa 0 112 131 5 50 1 0 2 2 8 0 0 4 0 18 325 - ----- -- - -- ---- -- -- - --- - --- - -- - - - -- - -- - - -- - -- - -- - -- -- - - - -- - -- - - -- 24 Hour Totals 12 2594 2593 70 770 34 5 62 25 7 0 0 14 0 245 6431 Volume by Type Report Page 2 f*** f*****#*** f*ff*f# f***f*#*************#*#** f*# f****#*#**********#**W****#** ff***** ff**#f** fff f* ** #* * *f * * * * # * * * *## * * *f#f * * **Iff Station Data Summary Type Cycle Cars 2a -4T Buses 2A-SU 3A-SU 4A-SU 4A-ST 5A -ST 6A -ST 50-MT 6A-MT 7A-MT None Other Total Brand Totals 38 5286 5246 130 1554 65 9 123 44 18 0 0 33 0 459 12925 Percentages 0.29 40.28 40.59 1.01 12.02 0.50 0.07 0.95 0.34 0.14 O.' 0. 0.26 0. 3.55 � � ! � \' r. ^ D. E, (SKIP) C||ILDERG %CUUNTY COMMISSIONECCS OFFICE W. 1116 BROADWAY SPOKANE, NA 9926 DEAR CUKMl SS IONER CH{L BERG , RIVER ROSE MOBILE HOME PARK 2601 N. BARKER ROAD OTlS ORCHARDS, on 77027 924 0984 JT!| AN0 1 CIRF THE OWNERS OF RIVER ROSE AND HAVE BEEN LISTENING TO OUR TBMW?S COMPLAIN ABOUT THE TRUCKS ON BARKER ROAD FpR THREE YEARS H0W WE HAVE BEEN TOLD THAT WE PROBABLY CANNOT GET ANYTHING DONE ABOUT THIS SITUATION, BUT THOUGHT WF,WOULD APPEAL' TO YOU FOR HELP ANYWAY, WE WISH TO DRAW YOUR ATTENTION TO A POTENTIALLY DANGEROUS AND VERY EXPENSIVE PROBLEM THAT IS DEVELOPING IN THE OTIS ORCHARDS AREA, THIS PROBLEM IS IN RELATION TO HEAVY TRUCK TRAFFIC THAT IS RAPIDLY INCREASING ON BARKER ROAD BETWEEN TRENT AVE. AND THE I 90 FREEWAY. THIS "SHORTCUT" IS 8[COSING MORE AMD MORE POPULAR WITH LONG HAUL TRUCKS COMING FROM CANADA, MONTANA AND NORTHERN IDAHO. THE TRUCKERS CANNOT BE BLAMED AS THIS CUTS OFF SEVERAL MILES IF THEY STAYED ON US 95 TO THE FREEWAY. U!E |`RO0LEM IS THAT THESE HEAVY TRUCKS, SOMETIMES GROSS WEIGHT EXCEED- ING ONE HUNDRED THOUSAND POUNDS, ARE TEARING UP THE ROAD AND BRIDGE MAT HOS BEEN DESIGNED FOR LIGHTER WEIGHTS. FURTHERMORE, TRUCKS USING THIS ROUTE ARE FORCED TO MAKE A VERY DANGEROUS LEFT TURN AT THE FOOT OF WELLESLY 0VE_ OVERPASS, THIS REPRESENTS A DISASTER JUST WAITING TO HAPPEN, THESE TRUCKS MUST ALSO PASS THROUGH A SCHOOL ZONE AT THE CORNER OF MISSION AND BARKER, THEY ALSO ARE WITHIN A FEW HUNDRED FEET OF RESIDENCES. WHEN THE TRUCKS MAKE THAT LEFT TURN OFF TRENT ONTO DARKER, THEY IMMEDIATELY MUST CROSS THE VERY HEAVILY TRAVELED RAILROAD TRACKS. [HERE ORE TIMES WHEN TWO OR MORE TRUCKS ARE BLOCKING TRAFFIC WAITING FOR THE TRAINS TO PASS. BARKER ROAD NOW HAS RUTS THAT ARE BECOMING WORSE AND WORSE ALMOST DAILY. ;UM HAS TALKED TO A COUNTY ENGINEER THAT WAS OUT TO LOOK AT THE ROuD, HE SAID WERE WAS NOTHING THEY COULD DO UNTIL THE ROAD BREAKS UP AND THEY COULD NOT PREVENT THE TRUCK: FROM USING IT. THIS DOES NOT SEEM LIKE TAX DOLLARS ARE BEING WISELY SPENT. IT WILL COST HUNDREDS OF THOUSANDS OF DOLLARS TO RESURFACE BARKER ROAD AND REBUILD THE BRIDGE ONCE IT HAS DETERIORATED TO THE POINT IT NEEDS REPAIRED LIKE THE HARVARD ROAD BRIDGE. SEPTEMBER 3, 1993 IT IS QUITE EASY TO • FIND FAULT WE REALIZE, BUT WHAT IS THE SOLUTION? TO U3, THE SOLUTION TO THIS PROBLEM I3 AS SIMPLE AND INEXPENSIVE AS A FEW SIGNS POSTING BARKER ROAD WITH A WEIGHT LIMIT. ALL TRUCKERS ARE USED TO ROAD RESTRICTIONS. IF BARKER ROAD IS POSTED FOR 10,000 POUNDS OR CLOSED TO THROUGH COMMERCIAL TRAFFIC, ALL THE TRUCKERS NEED TO DO IS PROCEED ON TO SULLIVAN, HERE THEY CAN MAKE A LEFT TURN USING THE OVERPASS TO CROSS THE RAILROAD TRACKS AND ONCOMING TRAFFIC. SULLIVAN IS ALSO FOUR LANES AND DOES NOT GO THROUGH ANY RESIDENTIAL AREAS AND MOST PROBABLY HAS A ROADBED THAT IS DESIGNED FOR HEAVY TRAFFIC DUE TO IT'S RELATIONSHIP WITH THE INDUSTRIAL PARK. MR. C||ILBE8G, WE URGE YOU TO GIVE THIS YOUR PROMPT AND SERIOUS CONSIDERATION. IF YOU NEED A PETITION TO GET THIS ACCOMPLISHED, LET US KNOW AS THIS CAN QUITE EASILY BE ARRANGED. WE T||ANK YOU FOR YOUR ATTENTION IN THIS MATTER. cc; STEVE HA7SON PATRICIA MUMU[Y COUNTY ENGINEERING TERRY LIGHTFOOT SINCERELY, ( SHARLEEN HALL OWNER • NORTH IDAHO ENGINEERING 2086643507 \i ‘c._%.4% Thl agav ,, C oo v% c cezx cazileA POT %AL Setceas it ay 5. og 4-SC0 ?.Th l b %Caen- 14Cittiel i3 0 0 b3 VMX 4 tiCit .2S? Th o INtAxact. %awe:coma. O ?.Th. fib ? W ecv -INIbiym cc. tNe or.) S I - czar - 756 - ICS ?AN\ . Nee iliA\ck4- VaQ ViN y AD P.02 1\ e 4 1 . ACCA ReckvAge 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 +#### x#* ######*## 44 ### t########### #tt # # # # # # #2 # # # 44# * *X * * * * * *** * ## FACSIMILE TRANSMITTAL # #2222X*# # # #2 * # # # # # # # # # ## 22 2 # # # # # ##*22 # #2 # # * *22 # #2 #2 *2 * # #22 PAGE: (1) OF DATE SENT :711T"\r J.N. COMPANY: (C)C ThI�M CAF ATTN: REF: [X3: C ] URGENT C ] REVIEW AND RESPOND [ ] NORMAL /TODAY REGARDING: SENT an MESSAGE: North Idaho Engineering, Inc. fie a i st • \ \\1,a wat [ 7 PER YOUR REQUEST INFORMATION NORTH IDAHO ENGINEERING 2086643507 [ 3 APPROVAL [ ] CONFIDENTIAL C ] OTHER: 1 1 ci \T \CL \S T Vx- \ r woC_ rLk . C NOTE: IF TRANSMISSION IS UNCLEAR, OR INCOMPLETE PLEASE CALL THE ABOVE LISTED TELEPHONE NUMBER AND INFQRM SENDER. P.01 07/11 '94 15:53 ID:WSDOT DISTRICT 6 r CO / G G/ p n re. A-rhr ECSWQG pHV LAME MOVEMENr * Yes' a0 G J /cm: • RAM Q Poet-IC Fax Note 104 T — Su r- SOU »D OFF RP, rrp ro PO :tor FAX :509- 456 -3089 PAGE 1 XNTEst Sec rro") # 2 GS EF15 - Sou4b ,aeMP 07/11 '94 15:53 ID :WSDOT DISTRICT 6 FAX :509- 456 -3089 PAGE 2 JAHAR Technologies, Inc. Traffic Counting Equipment 8 Supplies 2031 Stout Drive, Suite 4 lvytard, PA 18974 Vehicle group 1 Site Code : 00000000 Start Date: 06/07/94 File 1.0. : BARKI9011 Page : 1 Barker Road 'Barker Road 11-90 North end Reaps Southbound ;Westbound ( lA /!/O ,y4INorthbound [Eastbound Left Thru Right Other 1 Left Thru Right Other 1 Left Thru Right Other 1 Left Thru Right Other 1 Total Date 06/07/94 15:30 3 63 24 0 1 10 13 2 0 1 14 94 14 0 1 7 3 5 O 1 252 15:45 3 65 12 O 1 9 14 5 0 1 19 88 21 0 1 7 2 4 0 1 249 16:00 3 51 24 0 1 18 20 8 0 1 23 87 24 0 I 8 4 4 0 1 274 Sr Total 11 231 80 0 1 56 57 18 0 1 79 362 70 0 1 26 12 15 0 1 1017 16:30 2 75 26 0 1 20 28 2 0 1 19 96 6 0 1 2 4 3 0 1 283 16:45 4 57 35 1 1 9 13 4 0 1 14 104 5 0 1 5 4 4 0 1 259 17:00 0 66 16 0 1 15 15 7 0 I 30 105 9 0 1 7 3 0 0 1 273 1 Kr Total 6 247 100 1 1. 49 65 16 0 1 94 413 25 0 I 27 13 9 0 1 1065 17:30 4 53 22 0 1 7 8 5 0 1 20 85 8 0 1 5 1 1 0 1 219 17:45 3 53 30 0 1 2 7 4 0 1 15 79 4 0 1 7 0 2 0 1 206 18:00 3 44 17 0 1 4 4 3 0 1 19 82 9 0 1 6 1 1 0 1 193 Hr Total 15 193 102 0 1 22 22 14 0 1 72 347 26 0 1 25 3 7 0 848 •TOTAL• 32 671 282 1 1 127 144 48 0 1 245 1122 121 0 1 78 28 31 0 1 2930 07/11 '94 15:54 Peak Hour Analysis By Individual Approach Peak start 16:15 volute 8 250 97 1 Percent 2% 70% 27% 0% Pk total 356 Highest 16:30 Volume 2 75 . 26 0 HI total 103 PHF .B6 ID :WSDOT DISTRICT 6 FAX :509- 456 -3059 PAGE 3 JAMAR Technologies, Inc. Traffic Counting Equipment L Supplies 2031 Stout Drive, Suite 4 Ivytard, PA 18974 Vehicle group 1 Barker Road 'Barker Road 11-90 North end Raepa Southbound Westbound 6014/c6 A V 'Northbound 'Eastbound Left Thru Right Other 1 Left Thru Right Other I Left Thru Right Other I Left Thru Right Other 1 Total Date 06/07/94 for the Period: 15:30 to 18:30 on 06/07/94 15:45 16:30 66 72 18 0 94 413 25 42% 46% 12% 0% 18% 78% 5% 156 532 16:30 17:00 20 28 2 0 30 105 9 50 144 .78 .92 0 0% 0 Peak Hour Analysts By Entire Intersection for the Period: 15:30 to 18:30 on 06/07/94 Peak start 16:30 16:30 • 16:30 Volu* 6 247 100 1 49 65 16 D 94 413 25 0 Percent 2% 70% 28% 0% 38% 50% 122 0% 18% 78% 5% 0% Pk total 354 130 532 Highest 16:30 16:30 17:00 Volume 2 75 26 0 20 28 2 0 30 105 9 0 Hi total 103 50 144 PHF .86 .65 .92 Site Code : 00000000 Start Date: 06/07/94 File I.D. : BARKI90N Page : 2 15:30 26 12 15 0 49% 23% 28% 0% 53 16:00 8 4 4 0 16 .83 16:30 27 13 9 0 55% 27% 18% 0% 49 17:15 13 2 2 0 17 .72 07/11 '94 15:54 ID:WSDOT DISTRICT 6 FAX:509- 456 -3089 PAGE 4 Barker Rd and 190 South Ramps Barker Road 11-90 South and Ramps (Barker Road 11-90 South' and Reaps Southbound IVestbourd !Northbound 'Eastbound Left Thru Right Other Left Thru Right other I Left Thru Right Other I Left Thru Right Date 06/07/94 15:30 16 . 64 0 0 1 0 0 0 0 I 0 15:45 11 66 0 0 1 0 0 0 0 I 0 16:00 14 59 0 0 1 0 0 0 0 I 0 Nr Total 51 253 0 16:30 19 70 0 0 I 0 16:45 17 65 0 0 ! 0 17:00 11 68 0 0 1 0 Hr Total 54 250 17:30 12 51 0 0 I 0 17:45 7 53 0 0 I 0 18:00 10 43 0 0 I 0 Kr Total 33 197 0 •TOTAL• 138 700 0 0 JAMAR Technologies, Inc. Traffic Counting Equipment 6 Supplies 2031 Stout Drive, Suite 4 Ivyland, PA 18974 0 0 0 0 0 0 0 0 0 Vehicle group 1 0 I 01 0 0I 0 68 n 94 4 5 2 o f 01 of 48 46 52 0 332 15 0 I 182 71 77 91 5 7 3 01 0I 0I 01 0 69 4 01 01 0 67 4 01 01 0 64 2 01 42 48 53 0 1 0 0 0. 0 Site Code : 00000000 Start Date: 06/07/94 File I.D. : BARK1905 Page : 1 21 33 28 17 45 30 Other I Total 0I 0I 01 38 0 35 39 0 35 37 0 32 5 159 2 127 0 0 1 0 ! 01 01 01 oI 221 239 249 118 0 I 952 244 259 256 0 0 1 0 319 21 0 1 214 0 163 0 I 1021 209 205 188 0 0 0 0 1 0 933 52 0 I 555 3 408 0 I 2789 07/11 '94 15:54 ID:WSDOT DISTRICT 6 FAX :509- 456 -3089 PAGE 5 Barker Rd and 190 South Ramps Peak Hour Analysis By Entire Intersectlon for the Period: Peak start 16:30 Volume 54 250 0 0 Percent 18% 82% 0% 0% Pk total 304 Highest. 16:30 Volume 19 70 0 0 H1 total 89 PHF .85 JAMAR Technologies, Inc. Traffic Counting Equipment S Supplies 2031 Stout Drive, Suite 4 Ivyland, PA 18974 vehicle group 1 Site Cods : 00000000 Start Date: 06/07/94 File I.D. : BARKI905 Psgs : 2 Barker Road 11-90 South end Reaps 'Barker Road 11-90 South end Reaps 1 Southbound Westbound Northbound 'Eastbound 1 1 1 1 1 Left Thru Right Other 1 Left Thru Right Other 1 Left Thru Right Other 1 Left Thru Right Other 1 total Date 06 /07/94 Peak Hour Analysis By Individual Approach for the Period: 15:30 to 18:30 on 06/07/94 Peak start 16:15 17:30 16:00 Volume 57 267 0 0 0 0 0 0 0 335 18 0 Percent 18% 82% 0% 02 0% 0% 0% 0% 0% 95% 5% 0% Pk tote'. 324 0 353 Highest 16:30 15:30 16:15 Volute 19 70 0 0 0 0 0 0 0 93 4 0 HI tout 89 0 97 PHF .91 .0 .91 15:30 to 18:30 on 06/07/94 16:30 16:30 D 0 0 0 0 319 21 0% 0% 0% 0% 0% 94% 6% 0 340 15:30 17:00 0 0 0 0 0 .0 0 0% 0 91 3 0 94 ,90 16:30 214 0 163 0 57% 0% 43% 0% 377 17:15 71 0 51 0 122 .77 16:30 214 0 163 0 57% 0% 43% 0% 377 17:15 71 0 51 0 122 .77 07 -15 -1994 Sta: 000000000003 Id: 000002303045 Start: Mon — Jun 20, 1994 at 09:00 City /Town: Spokane Location: Barker Rd — S — Mission Ave Lnl—North Mon — Jun 20, 1994 Lane 10:00 483 483 11:00 475 475 12:00 545 545 13:00 579 579 14:00 561 561 15:00 525 525 16:00 716 716 17:00 735 735 18:00 737 737 19:00 515 515 20:00 390 390 21:00 365 365 22:00 314 314 23:00 158 158 24:00 104 104 Daily Totals 7202 7202 Tue — Jun 21, 1994 01:00 72 02:00 46 03:00 50 04:00 51 05:00 106 06:00 232 07:00 411 08:00 539 09:00 456 10:00 487 11:00 490 12:00 552 13:00 569 14:00 496 15:00 553 16:00 626 17:00 865 18:00 757 19:00 589 20:00 520 21:00 451 22:00 327 23:00 178 24:00 108 Daily Totals Wed — Jun 22, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620003.PRN 11:05 P'g 1 CId: 01 Fmt: Int: 60 Min. End: Thu — Jun 23, 1994 at 07:00 County: Spokane File: D0620003.PRN 1 Total 72 46 50 51 106 232 411 539 456 487 490 552 569 496 553 626 865 757 589 520 451 327 178 108 9531 9531 01:00 91 91 02:00 46 46 07 -15 -1994 Wed — Jun 22, 1994 Lane Daily Totals Thu — Jun 23, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620003.PRN 11:05 Pig 2 1 Total 03:00 44 44 04:00 57 57 05:00 75 75 06:00 260 260 07:00 454 454 08:00 597 597 09:00 477 477 10:00 482 482 11:00 498 498 12:00 450 450 13:00 611 611 14:00 495 495 15:00 539 539 16:00 673 673 17:00 767 767 18:00 791 791 19:00 555 555 20:00 438 438 21:00 416 416 22:00 347 347 23:00 240 240 24:00 92 92 9495 9495 01:00 75 75 02:00 36 36 03:00 56 56 04:00 47 47 05:00 68 68 06:00 282 282 07:00 439 439 07 -15 -1994 Lane 1 Total Grand Totals 27231 27231 Percentages 100.00 Lane 1 Total Am Hour 7 -8 597 597 Percentages 2.19 2.19 Pm Hour 16 -17 865 865 Percentages 3.18 3.18 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620003.PRN Station Data Summary Am/Pm Peak Hour Totals 11:05 Pg 3 07 -15 -1994 Sta: 000000000001 Id: 000002303045 Start: Mon — Jun 20, 1994 at 09:00 City /Town: Spokane Location: Barker Rd — N — Mission Aye Lnl —North Ln2 —North Mon — Jun 20, 1994 Lane 1 2 10:00 0 360 360 11:00 14 377 391 12:00 17 412 429 13:00 8 467 475 14:00 4 463 467 15:00 1 446 447 16:00 0 602 602 17:00 1 639 640 18:00 2 613 615 19:00 6 404 410 20:00 0 319 319 21:00 0 297 297 22:00 0 232 232 23:00 0 122 122 24:00 0 79 79 Daily Totals 53 5832 5885 Tue — Jun 21, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620004.PRN 11:05 Pg 1 CId: 01 Fmt: Int: 60 Min. End: Thu — Jun 23, 1994 at 08:00 County: Spokane File: D0620004.PRN Total 01:00 0 48 48 02:00 0 31 31 03:00 0 25 25 04:00 0 35 35 05:00 0 65 65 06:00 0 179 179 07:00 3 299 302 08:00 2 410 412 09:00 20 321 341 10:00 22 378 400 11:00 6 378 384 12:00 6 446 452 13:00 3 459 462 14:00 0 421 421 15:00 0 460 460 16:00 0 543 543 17:00 0 705 705 18:00 1 649 650 19:00 0 495 495 20:00 0 408 408 21:00 0 353 353 22:00 0 268 268 23:00 0 133 133 24:00 0 73 73 Daily Totals 63 7582 7645 Wed — Jun 22, 1994 01:00 0 58 58 02:00 0 30 30 07 -15 -1994 Thu — Jun 23, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620004.PRN Wed — Jun 22, 1994 Lane 1 2 11:05 Pg 2 Total 03:00 0 26 26 04:00 0 31 31 05:00 0 49 49 06:00 1 183 184 07:00 3 331 334 08:00 1 414 415 09:00 1 353 354 10:00 26 340 366 11:00 1 391 392 12:00 0 389 389 13:00 0 484 484 14:00 0 420 420 15:00 0 469 469 16:00 0 579 579 17:00 0 646 646 18:00 0 676 676 19:00 0 452 452 20:00 0 362 362 21:00 0 334 334 22:00 0 268 268 23:00 0 181 181 24:00 0 71 71 Daily Totals 33 7537 7570 01:00 0 57 57 02:00 0 29 29 03:00 0 32 32 04:00 0 30 30 05:00 0 54 54 06:00 0 206 206 07:00 2 332 334 08:00 16 363 379 07-15-1994 Lane Grand Totals Percentages Lane 1 2 Total 167 22054 22221 0.75 99.25 1 2 Total Am Hour 11-12 6 446 452 Percentages 359 2.02 2^03 Pm Hour 16-17 0 705 705 Percentages 0"00 3.20 3.17 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620004°PRN Station Data Summary Am/Pm Peak Hour Totals 11:05 Pg 3 07 -15 -1994 Sta: 000000000002 Id: 000030450230 Start: Mon — Jun 20, 1994 at 09:00 City /Town: Spokane Location: Mission Ave — E — Barker Rd Lnl —North Man — Jun 20, 1994 Lane Tue — Jun 21, 1994 Daily Totals Wed — Jun 22, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620005.PRN 11:05 Pg 1 CId: 01 Fmt: Int: 60 Min. End: Thu — Jun 23, 1994 at 08:00 County: Spokane File: D0620005.PRN 1 Total 10:00 126 126 11:00 126 126 12:00 158 158 13:00 139 139 14:00 120 120 15:00 109 109 16:00 134 134 17:00 141 141 18:00 168 168 19:00 143 143 20:00 134 134 21:00 102 102 22:00 85 85 23:00 41 41 24:00 25 25 Daily Totals 1751 1751 01:00 22 22 02:00 8 8 03:00 7 7 04:00 5 5 05 :00 8 8 06:00 40 40 07:00 61 61 08:00 106 106 09:00 115 115 10 :00 135 135 11:00 140 140 12:00 127 127 13:00 150 150 14:00 117 117 15:00 105 105 16:00 134 134 17:00 166 166 18:00 136 136 19:00 127 127 20:00 121 121 21:00 85 85 22 :00 71 71 23:00 45 45 24:00 16 16 2047 2047 01:00 17 17 02:00 7 7 07 -15 -1994 Wed — Jun 22, 1994 Lane Daily Totals Thu — Jun 23, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620005.PRN 11:05 P 1 Total 03:00 5 5 04:00 7 7 05:00 4 4 06:00 39 39 07:00 81 81 08:00 110 110 09:00 107 107 10:00 92 92 11:00 105 105 12:00 110 110 13:00 102 102 14:00 104 104 15:00 120 120 16:00 96 96 17:00 110 110 18:00 117 117 19:00 111 111 20:00 77 77 21:00 74 74 22:00 57 57 23:00 29 29 24:00 24 24 1705 1705 01:00 13 13 02:00 5 5 03:00 7 7 04:00 6 6 05:00 11 11 06:00 29 29 07:00 54 54 08:00 64 64 07 -15 -1994 Lane 1 Total Grand Totals 5692 5692 Percentages 100.00 Lane 1 Total Am Hour 11 -12 Percentages Pm Hour 17 -18 Percentages 158 2.78 168 2.95 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620005.PRN 158 2.78 168 2.95 Station Data Summary Am /Pm Peak Hour Totals 11:05 Pg 3 07 -15 -1994 Sta: 000000000004 Id: 000030450230 Start: Mon — Jun 20, 1994 at 09:00 City /Town: Spokane Location: Mission Ave — W — Barker Rd Lnl —North Mon — Jun 20, 1994 Lane Tue — Jun 21, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620006.PRN 11:05 Pg 1 CId: 01 Fmt: Int: 60 Min. End: Thu — Jun 23, 1994 at 08:00 County: Spokane File: D0620006.PRN 1 Total 10:00 78 78 11:00 102 102 12:00 118 118 13:00 133 133 14:00 76 76 15:00 115 115 16:00 143 143 17:00 151 151 18:00 165 165 19:00 113 113 20:00 100 100 21:00 112 112 22:00 101 101 23:00 42 42 24:00 25 25 Daily Totals 1574 1574 01:00 19 19 02:00 11 11 03:00 2 2 04:00 10 10 05:00 8 8 06:00 40 40 07 :00 90 90 08:00 124 124 09:00 93 93 10:00 98 98 11:00 98 98 12:00 110 110 13:00 141 141 14:00 103 103 15:00 107 107 16:00 130 130 17:00 143 143 18:00 165 165 19:00 132 132 20:00 155 155 21 :00 127 127 22:00 95 95 23:00 41 41 24:00 20 20 Daily Totals 2062 2062 Wed — Jun 22, 1994 01:00 25 25 02 :00 15 15 07 -15 -1994 Wed — Jun 22, 1994 Lane 03:00 18 18 04:00 5 5 05:00 12 12 06:00 68 68 07:00 132 132 08:00 114 114 09:00 100 100 10:00 114 114 11:00 92 92 12:00 126 126 13:00 128 128 14:00 97 97 15:00 130 130 16:00 151 151 17:00 142 142 18:00 140 140 19:00 128 128 20:00 89 89 21:00 114 114 22:00 90 90 23:00 53 53 24:00 20 20 Daily Totals 2103 2103 Thu — Jun 23, 1994 Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0620006.PRN 11:05 Pg 2 1 Total 01:00 24 24 02:00 3 3 03:00 11 11 04:00 0 0 05:00 8 8 06:00 43 43 07:00 103 103 08:00 105 105 07-15-1994 Lane 1 Total Grand Totals 6036 6036 Percentages 100^00 Lane 1 Total Am Hour 6-7 Percentages Pm Hour 17-18 Percentages Spokane County Traffic Engineering Traffic Count Volumes Volume by Lane Report — D0630006°PRN 132 132 2.19 2.19 165 165 2.73 2.73 Station Data Summary Am/Pm Peak Hour Totals 11:05 Pg 3 JUN-29-1995 11:36 INLAND PACIFIC ENG • HYDROLOGY STUDY FOR RIVERWALK FIRST ADDITION FIRST ADDENDUM PREPARED FOR: STANTON DEVELOPMENT COMPANY 16720 N.E. 116TH STREET REDMOND, WA 98052 PREPARED BY INLAND PACIFIC ENGINEERING 707 W 7TH AVE, SUITE 200 SPOKANE, WA. 99204 6/27/95 • • • .i..,44**FL Netalia PIPE Crifo1/4,9 citim fbi Pgestel6 126/00 CAt4 Fe4a- M IN P.02 tue44065 .114ffac PERMIT R EQUIRED! NOTIFY THE PERMIT ENGINEER 456-3600 24 HRS. PRIOR TO CONSTRUCTION' HYDROLOGY STUDY FOR RIVERWALK FIRST ADDITION FIRST ADDENDUM PREPARED FOR: STANTON DEVELOPMENT COMPANY 16720 N.E. 116TH STREET REDMOND, WA 98052 PREPARED BY INLAND PACIFIC ENGINEERING 707 W 7TH AVE, SUITE 200 SPOKANE, WA 99204 6/27/95 RECEIVED JUN 2 9 1995 SPOKANE COUNTY ENGINEER I 1 1 1 11 1 4 1 INTRODUCTION: This First Addendum to the Hydrology Study for Riverwalk First Addition has been prepared by Inland Pacific Engineering as an evaluation of the off -site basin analysis. OVERVIEW: Drainage Basin P contains 14± acres of undeveloped farmland that generate a runoff of 0.3 cfs. SOIL CLASSIFICATION: Soil type for this area is Garrison Series type B. ir. est 707 7th, Suite 200 509 458 -6840 ` ufA 2-1 L, — o ,; 4c., lo A A /pveAl 1>4 CAA p4 = Watt "j. r k c-(ec;-cam ` 76 T1vc = ( 1 8 -fro . 5 °v\ tso 1 C N = 5E7 5 = loo - In ct.) Q = 1 r-0, Z �z K rz Inland Pacific Engineering Spokane, Washington 99204 Fax No. 509 458 -6844 (� = o.1167_ _ L -io = i zc4 5g } O,z l 2,9- iti MEMO ❑ CAC. ❑ MEETING ❑ OTHER ❑ at4 Lc4 s Cut + 5 -'-4 — 44.wte, Tye E� P= Z.4 PROJECT nLl!'?Miak JOB NO ¶5 SHEET 1 OF BY " 1 1 243 DATE (2- l� " CHK'D BY DATE 1 1 1 1 1 1 1 1 ti 1 1 1 41 1 1 Chapter 2: Estimating runoff SCS Runoff Curve Number method The SCS Runoff Curve Number (CN) method is described in detail in NEH -4 (SCS 1985). The SCS runoff equation is where @ _ (P Ia) (P - I + S [Eq. 2 -1] Q = runoff (in), P = rainfall (in), S = potential maximum retention after runoff begins (in), and I = initial abstraction (in). Initial abstradtion'(I ` is'al1 losses before runoff begins. It includes water retained in surface depressions, water intercepted by vegetation, evaporation, and infiltration. I is highly variable but generally is correlated with soil and cover parameters. Through studies of many small agricultural watersheds, I was found to be approximated'by the- following empirical equation: • Q = (P - 0.2S) (P + 0.8S) r I = 0.2S. [Eq. 2-2] By removing I as an independent parameter, this approximation allows use of a combination of S and P to produce a unique runoff amount. Substituting equation 2 -2 into equation 2 -1 gives [Eq. 2 -3] S is related to the soil and cover conditions of the watershed through the CN. CN has a range of 0 to 100, and S is related to CN by S = 1000 - 10. CN Figure 2 -1 and table 2 -1 solve equations 2 -3 and 2 -4 for a range of CN's and rainfall. [Eq. 2-4] Factors considered in determining runoff curve numbers The major factors that determine CN are the hydrologic soil group (HSG), cover type, treatment, hydrologic condition, and antecedent runoff condition (ARC). Another factor considered is whether impervious areas outlet directly to the drainage system (connected) or whether the flow spreads over pervious areas before entering the drainage system (unconnected). Figure 2 -2 is provided to aid in selecting the appropriate figure or table for determining curve numbers. CN's in table 2 -2 (a to et) represent average antecedent runoff condition for urban, cultivated agricultural, other agricultural, and arid and semiarid rangeland uses. Table 2 -2 assumes impervious areas are directly connected. The following sections explain how to determine CN's and how to modify them for urban conditions. Hydrologic soil groups Infiltration rates of soils vary widely and are affected by subsurface permeability as well as surface intake rates. Soils are classified into four HSG's (A, B, C, and D) according to their minimum infiltration rate, which is obtained for bare soil after prolonged wetting. Appendix A defines the four groups and provides a list of most of the soils in the United States and their group classification. The soils in the area of interest may be identified from a soil survey report, which can be obtained from local SCS offices or soil and water conservation district offices. Most urban areas are only partially covered by impervious surfaces: the soil remains an important factor in runoff estimates. Urbanization has a greater effect on runoff in watersheds with soils having high infiltration rates (sands and gravels) than in watersheds predominantly of silts and clays, which generally have low infiltration rates. Any disturbance of a soil profile can significantly change its infiltration characteristics. With urbanization, native soil profiles may be mixed or removed or fill material from other areas may be introduced. Therefore, a method based on soil (210- VI- TR -55, Second Ed., June 1986) 2-1 1 1 1 Table 2.2c.— Runoff curve numbers for other agricultural lands' 1 Cover type 1 Pasture, grassland, or range— continuous forage for grazing? Meadow— continuous grass, protected from grazing and generally mowed for hay. Brush — brush- weed -grass mixture with brush the major element. Woods —grass combination (orchard or tree farm).s Woods.° Poor 45 66 77 83 Fair 36 60 73 79 Good 4 30 55 70 77 Farmsteads — buildings, lanes, driveways, and surrounding lots. 'Average runoff condition, and I = 0.2S. ' POOP: < 50% ground cover or heavily grazed with no mulch. Fair: 50 to 75% ground cover and not heavily grazed. God: > 75% ground cover and lightly w' only occasionally grazed. ' / < 50'7 ground cover. Pair: 50 to 75% ground cover. Good: > 75% ground cover. Curve numbers for Cover description hydrologic soil group— Hydrologic condition A B C D Poor 68 79 86 89 Fair 49 69 79 84 Good 39 61 74 80 — 30 58 71 78 Poor 48 67 77 83 Fair 35 56 70 77 Good 4 30 48 65 73 Poor 57 73 82 86 •Fair 43 65 76 82 Good 32 58 72 79 59 74 82 86 'Actual curve number is less than 30; use CN = 30 for runoff computations. 3 CN's shuan were computed for areas with 50% woods and 50% grass (pasture) cover. Othe cumbinalimrs of conditions may be computed from the CN's for woods and pasture. 8 Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular binning. Fair: Woods are grazed but not burned, and some forest litter covers the soil. Good: Woods are protected from grazing, and litter and brush adequately cover the soil. (210- VI- TR -55, Second Ed., June 1986) 2-7 4 1 1 1 1 ti 1 1 Quick TR -55 Ver.5.46 Executed: 06:55:05 RUNOFF CURVE NUMBER SUMMARY Subarea Description S /N: 06 -14 -1995 Riverwalk - Phase 1 Offsite Basin Area CN (acres) (weighted) 140.00 58 4.j { te r v� k 1An 1 I Quick TR -55 Ver.5.46 S /N: Executed: 06:47:44 06 -14 -1995 d: \pondpack \95527A.TCT 1 SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR -55 Methods) Riverwalk - Phase 1 Offsite Basin . 1 .1 4 1 1 1 1 1 J 1 1 Subarea descr. Tc or Tt Time (hrs) Offsite Tc 1.27 .1 1 • 1 1 • 1 •1 1 1 Quick TR -55 Version: 5.46 S /N: Ir Subarea Description Page 1 • Return Frequency: 50 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -14 -1995 06:53:26 Watershed file: - -> D: \PONDPACK \95527A .MOP Hydrograph file: - -> D: \PONDPACK \95527A.HYD Riverwalk - Phase 1 Offsite Basin »» Input Parameters Used to Compute Hydrograph «« AREA CN Tc * Tt Precip. I Runoff Ia /p (acres) (hrs) (hrs) (in) (in) input /used 140.00 58.0 1.25 0.00 2.40 I 0.11 'I.6 .50 If Travel time from subarea outfall to composite watershed outfall point. Subarea where user specified interpolation between Ia /p tables. Total area = 140.00 acres or 0.2188 sq.mi Peak discharge = 3 cfs »» Computer Modifications of Input Parameters ««< ell Input Values Rounded Values Ia /p Subarea Tc * Tt Tc * Tt Interpolated Ia /p escription (hr) (hr) (hr) (hr) (Yes /No) Messages 1.27 0.00 1.25 0.00 No Computed Ia /p > .5 • * Travel time from subarea outfall to composite watershed outfall point. 1 1 • 1 1 1 Kin VC )L4-V a-k ) 4 . C7 karc' o C a-c- V 4 tc un eer+ ♦ 4 1 1 1 •' 1 0 1 01 1 . 4 1 1 1 1 J 1 '1 Quick TR -55 Version: 5.46 S /N: Page 2 Return Frequency: 50 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -14 -1995 06:53:26 Watershed file: - -> D: \PONDPACK \95527A .MOP Hydrograph file: - -> D: \PONDPACK \95527A.HYD Riverwalk - Phase 1 Offsite Basin »» Summary of Subarea Times to Peak «« Subarea Composite Watershed Peak Discharge at Time to Peak at Composite Outfall Composite Outfall (cfs) - - (hrs) 3 13.0 3 13.0 ' 1 1 1 1 1 J tal (cfs) 4 2�ta1 (cfs) 1 1 1 Quick TR -55 Version: 5.46 S /N: Tal (cfs) Page 3 Return Frequency: 50 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 - 14 -1995 06:53:26 Watershed file: - -> D: \PONDPACK \95527A .MOP Hydrograph file: - -> D: \PONDPACK \95527A.HYD Riverwalk - Phase 1 Offsite Basin Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 d escription hr hr hr hr hr hr hr hr hr 0 0 Subarea 12.5 :`12:6 12.7 12.8 13.0 13.2 13.4 13.6 ' 1.13.8 •escription - hr , -'hr' hr hr hr hr hr hr hr 1 Composite Hydrograph Summary (cfs) Subarea 18.0 19.0 20.0 22.0 26.0 a scription hr hr hr hr hr 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2 3 3 3 3 3 1 1 2 2 3 3 3 3 3 • Subarea 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 •scription hr hr hr hr hr hr hr hr hr 3 2 2 2 2 1 1 1 1 T�al (cfs) 3 2' 2 2 2 1 1 1 1 • I Quick TR -55 Version: 5.46 S /N: Page 4 Return Frequency: 50 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -14 -1995 06:53:26 Watershed file: - -> D: \PONDPACK \95527A .MOP Hydrograph file: - -> D: \PONDPACK \95527A.HYD Riverwalk - Phase 1 Offsite Basin Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 11.0 0 14.8 2 11.1 0 14.9 2 11.2 0 15.0 2 11.3 0 15.1 2 11.4 0 15.2 2 11.5 0 15.3 2 11.6 0 15.4 2 11.7 0 15.5 2 11.8 0 15.6 2 11.9 0 15.7 2 12.0 0 15.8 1 12.1 0 15.9 1 12.2 0 16.0 1 12.3 0 16.1 1 12.4 0 16.2 1 12.5 1 16.3 1 12.6 1 16.4 1 12.7 2 16.5 1 12.8 2 16.6 1 12.9 2 16.7 1 13.0 3 16.8 1 13.1 3 16.9 1 13.2 3 17.0 1 13.3 3 17.1 1 13.4 3 17.2 1 13.5 3 17.3 1 13.6 3 17.4 1 13.7 3 17.5 1 13.8 3 17.6 1 13.9 3 17.7 1 14.0 3 17.8 1 14.1 3 17.9 1 14.2 2 18.0 1 14.3 2 18.1 1 14.4 2 18.2 1 14.5 2 18.3 1 .1 1 1 1 • 1 1 1 1 • 1 14.6 14.7 2 2 18.4 18.5 1 1 4 1 1 1 . 0 11 41 11 1 Quick TR -55 Version: 5.46 S /N: Page 5 Return Frequency: 50 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -14 -1995 06:53:26 Watershed file: - -> D: \PONDPACK \95527A .MOP Hydrograph file: - -> D: \PONDPACK \95527A.HYD Riverwalk - Phase 1 Offsite Basin Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 18.6 1 22.4 1 18.7 1 22.5 1 18.8 1 22.6 1 18.9 1 22.7 1 19.0 1 22.8 1 19.1 1 22.9 1 19.2 1 23.0 1 19.3 1 23.1 1 19.4 1 23.2 1 19.5 1 23.3 1 19.6 1 23.4 1 19.7 1 23.5 1 19.8 1 23.6 1 19.9 1 23.7 1 20.0 1 23.8 1 20.1 1 23.9 1 20.2 1 24.0 0 20.3 1 24.1 0 20.4 1 24.2 0 20.5 1 24.3 0 20.6 1 24.4 0 20.7 1 24.5 0 20.8 1 24.6 0 20.9 1 24.7 0 21.0 1 24.8 0 21.1 1 24.9 0 21.2 1 25.0 0 21.3 1 25.1 0 21.4 1 25.2 0 21.5 1 25.3 0 21.6 1 25.4 0 21.7 1 25.5 0 21.8 1 25.6 0 21.9 1 25.7 0 22.0 1 25.8 0 22.1 1 25.9 0 22.2 1 22.3 1 POND -2 Version: 5.17 S /N: 1 oi 1 . 1 1 J 1 .1 1 1 » »> OUTFLOW HYDROGRAPH ESTIMATOR ««< Inflow Hydrograph: D: \PONDPACK \95527A .HYD Qpeak = 3.0 cfs Estimated Outflow: D: \PONDPACK \ESTIMATE.EST Qpeak = 2.9 cfs Approximate Storage Volume (computed from t= 12.40 to 14.11 hrs) w cre -ft Stec �= D o -C+ -. 0, o � 2•`1 c'c'� D D , ; c s C Ic - { - 0 r o c (0 uD€ , c‘ aterk— POND -2 Version: 5.17 S /N: "Plotted: 06 -14 -1995 1 12.2 1.3 4 11.4 12.5 11.6 4 12.7 11.8 21 .9 3.0 11.1 13.2 11.3 1114 13.5 • 116 13.7 118 • 1 9 Ir.() 111 _ • 14.2 - 1113 * 1 1 J TIME (hrs) * * * X File: File: 0.0 0.5 1.0 1.5 2.0 2.5 * * * D: \PONDPACK \95527A .HYD D:\PONDPACK\ESTIMATE.EST Flow (cfs) 3.0 3.5 4.0 4.5 5.0 5.5 Qmax = 3.0 cfs Qmax = 2.9 cfs 1 1 1 1 1 HYDROLOGY STUDY FOR RIVERWALK FIRST ADDITION FIRST ADDENDUM PREPARED FOR: STANTON DEVELOPMENT COMPANY 16720 N.E. 116TH STREET REDMOND, WA 98052 PREPARED BY INLAND PACIFIC ENGINEERING 707 W 7TH AVE, SUITE 200 SPOKANE, WA 99204 6/27/95 RECEIVED JUN 2 9 1995 SPOKANE COUNTY ENGINEER Circular Channel Analysis & Design Solved with Manning's Equation Worksheet Name: Riverwalk Comment: Checking Pipe Capacities Solve For Full Flow Capacity Given Input Data: Diameter 1.00 ft Slope 0.0200 ft /ft Manning's n 0.024 Discharge 2.73 cfs Computed Results: Full Flow Capacity Full Flow Depth Velocity Flow Area Critical Depth Critical Slope Percent Full Full Capacity QMAX @.94D Froude Number Open Channel - Uniform flow 2.73 cfs 1.00 ft 3.47 fps 0.79 sf 0.71 ft 0.0277 ft /ft 100.00 % 2.73 cfs 2.94 cfs FULL Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Circular Channel Analysis & Design Solved with Manning's Equation Open Channel - Uniform flow Worksheet Name: Riverwalk Comment: Checking Pipe Capacities Solve For Full Flow Capacity Given Input Data: Diameter 1.25 ft Slope 0.0200 ft /ft Manning's n 0.024 Discharge 4.95 cfs Computed Results: Full Flow Capacity Full Flow Depth Velocity Flow Area Critical Depth Critical Slope Percent Full Full Capacity QMAX @.94D Froude Number 4.95 cfs 1.25 ft 4.03 fps 1.23 sf 0.90 ft 0.0264 ft /ft 100.00 % 4.95 cfs 5.32 cfs FULL Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 1 1 1 1 I i 1 1 1 1 1 1 1 1 1 1 Worksheet Comment: Solve For Given Inp Circular Channel Analysis & Design Solved with Mahning's Equation Open Channel - Uniform flow Name: Riverwalk Checking Pipe Capacities Full Flow Capacity ut Data: Diameter 1.50 ft Slope 0.0200 ft /ft Manning's n 0.024 Discharge 8.05 cfs Computed Results: Full Flow Capacity Full Flow Depth Velocity Flow Area Critical Depth Critical Slope Percent Full Full Capacity QMAX @.94D Froude Number 8.05 cfs 1.50 ft 4.55 fps 1.77 sf 1.10 ft 0.0254 ft /ft 100.00 % 8.05 cfs 8.66 cfs FULL Open Channel Flow Module, Version 3.41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 Quick TR -55 Ver.5.46 S /N: Executed: 08:19:00 06 -30 -1995 Subarea Description Riverwalk - Phase 1 Offsite Basin To Commercial property RUNOFF CURVE NUMBER SUMMARY Area CN (acres) (weighted) 338.90 58 Quick TR -55 Ver.5.46 S /N: Executed: 08:19:00 06 -30 -1995 Composite Area: Riverwalk - Phase 1 Offsite Basin To Commercial property RUNOFF CURVE NUMBER DATA AREA CN SURFACE DESCRIPTION (acres) Alfalfa 338.90 58 COMPOSITE AREA - - -> 338.90 58.0 ( 58 ) 1 ' Quick TR -55 Ver.5.46 S /N: Executed: 08:14:55 06 -30 -1995 d: \pondpack \95527B.TCT 1 SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR -55 Methods) ' Riverwalk - Phase 1 Offsite Basin To Commercial Site 1 Subarea descr. Tc or Tt Time (hrs) 1 Offsite Tc 1.62 1 1 i 1 1 1 1 1 1 1 1 1 1 Quick TR -55 Ver.5.46 S /N: Executed: 08:14:55 06 -30 -1995 d: \pondpack \95527B.TCT I Riverwalk - Phase 1 Offsite Basin To Commercial Site I Tc COMPUTATIONS FOR: Offsite I SHEET FLOW (Applicable to Tc only) Segment ID A Surface description Alfalfa Manning's roughness coeff., n 0.2400 I Flow length, L (total < or = 300) ft 100.0 Two -yr 24 -hr rainfall, P2 in 2.000 Land slope, s ft /ft 0.0050 ill 0.8 .007 * (n *L) I T = P2 0.5 * s 0.4 hrs 0.52 = 0.52 1 1 1 1 1 1 1 1 1 1 1 SHALLOW CONCENTRATED FLOW Segment ID B Surface (paved or unpaved)? Unpaved Flow length, L ft 4500.0 Watercourse slope, s ft /ft 0.0050 0.5 Avg.V = Csf * (s) where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600 *V) ft /s 1.1409 CHANNEL FLOW Segment ID Cross Sectional Flow Area, a sq.ft 0.00 Wetted perimeter, Pw ft 0.00 Hydraulic radius, r = a /Pw ft 0.000 Channel slope, s ft /ft 0.0000 Manning's roughness coeff., n 0.0000 2/3 1/2 1.49 * r * s V = ft /s 0.0000 n Flow length, L ft 0 hrs 1.10 = 1.10 T = L / (3600 *V) hrs 0.00 = 0.00 TOTAL TIME (hrs) 1.62 1 1 1 1 1 1 i 1 1 1 1 1 Quick TR -55 Version: 5.46 S /N: Page 1 Return Frequency: 10 years IF Subarea Description TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B1.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site »» Input Parameters Used to Compute Hydrograph «« AREA CN Tc * Tt Precip. Runoff Ia /p (acres) (hrs) (hrs) (in) (in) input /used 338.90 58.0 1.50 0.00 2.00 I 0.04 I.72 .50 II; I , * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia /p tables. Total area = 338.90 acres or 0.5295 sq.mi Peak discharge = 3 cfs 1 >>» Computer Modifications of Input Parameters ««< Input Values Rounded Values Ia /p Subarea Tc * Tt Tc * Tt Interpolated Ia /p Description (hr) (hr) (hr) (hr) (Yes /No) Messages 1.62 0.00 1.50 0.00 No Computed Ia /p > .5 II * Travel time from subarea outfall to composite watershed outfall point. Quick TR -55 Version: 5.46 S /N: Page 2 Return Frequency: 10 years Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B1.HYD Subarea Composite Watershed TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Riverwalk - Phase 1 Offsite Basin To Commercial Site »» Summary of Subarea Times to Peak «« Peak Discharge at Time to Peak at Composite Outfall Composite Outfall (cfs) (hrs) 3 13.4 3 13.4 1 1 1 1 1 1 1 1 1 Quick TR -55 Version: 5.46 S /N: Page 3 Return Frequency: 10 years Subarea "Description 'total (cfs) Subarea "Description t otal (cfs) Subarea Description t otal (cfs) 1 TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \9552781.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Composite Hydrograph Summary (cfs) 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 hr hr hr hr hr hr hr hr hr O 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8 hr hr hr hr hr hr hr hr hr O 1 1 1 2 2 3 3 3 O 1 1 1 2 2 3 3 3 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 hr hr hr hr hr hr hr hr hr 2 2 2 2 1 1 1 1 1 2 2 2 2 1 1 1 1 1 Subarea 18.0 19.0 20.0 22.0 26.0 IF hr hr hr hr hr 1 1 1 1 0 t otal (cfs) 1 1 1 1 0 1 1 1 Quick TR -55 Version: 5.46 S /N: Page 4 Return Frequency: 10 years 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B1.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 11.0 0 14.8 2 11.1 0 14.9 2 11.2 0 15.0 2 11.3 0 15.1 2 11.4 0 15.2 2 11.5 0 15.3 1 11.6 0 15.4 1 11.7 0 15.5 1 11.8 0 15.6 1 11.9 0 15.7 1 12.0 0 15.8 1 12.1 0 15.9 1 12.2 0 16.0 1 12.3 0 16.1 1 12.4 0 16.2 1 12.5 0 16.3 1 12.6 1 16.4 1 12.7 1 16.5 1 12.8 1 16.6 1 12.9 2 16.7 1 13..0 2 16.8 1 13.1 2 16.9 1 13.2 2 17.0 1 13.3 2 17.1 1 13.4 3 17.2 1 13.5 3 17.3 1 13.6 3 17.4 1 13.7 3 17.5 1 13.8 3 17.6 1 13.9 2 17.7 1 14.0 2 17.8 1 14.1 2 17.9 1 14.2 2 18.0 1 14.3 2 18.1 1 14.4 2 18.2 1 14.5 2 18.3 1 14.6 2 18.4 1 14.7 2 18.5 1 Quick TR -55 Version: 5.46 S /N: Page 5 Return Frequency: 10 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B1.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 18.6 1. 22.4 1 18.7 1 22.5 1 18.8 1 22.6 1 18.9 1 22.7 1 19.0 1 22.8 1 19.1 1 22.9 1 19.2 1 23.0 1 19.3 1 23.1 1 19.4 1 23.2 1 19.5 1 23.3 1 19.6 1 23.4 1 19.7 1 23.5 1 19.8 1 23.6 1 19.9 1 23.7 1 20.0 1 23.8 1 20.1 1 23.9 1 20.2 1 24.0 0 20.3 1 24.1 0 20.4 1 24.2 0 20.5 1 24.3 0 20.6 1 24.4 0 20.7 1 24.5 0 20.8 1 24.6 0 20.9 1 24.7 0 21.0 1 24.8 0 21.1 1 24.9 0 21.2 1 25.0 0 21.3 1 25.1 0 21.4 1 25.2 0 21.5 1 25.3 0 21.6 1 25.4 0 21.7 1 25.5 0 21.8 1 25.6 0 21.9 1 25.7 0 22.0 1 25.8 0 22.1 1 25.9 0 22.2 1 22.3 1 1 1 1 1 1 I Subarea Description 1 t 1 1 1 1 1 1 1 'Quick TR -55 Version: 5.46 S /N: Page 1 Return Frequency: 50 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B5.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site »» Input Parameters Used to Compute Hydrograph «« AREA CN Tc * Tt Precip. (acres) (hrs) (hrs) (in) 338.90 58.0 1.50 0.00 2.40 I 0.11 I.6 .50 * Travel time from subarea outfall to composite watershed outfall point. 1 I -- Subarea where user specified interpolation between Ia /p tables. Total area = 338.90 acres or 0.5295 sq.mi Peak discharge = 8 cfs »» Computer Modifications of Input Parameters <«« Runoff Ia /p (in) input /used • Input Values Rounded Values Ia /p II Subarea Tc * Tt Tc * Tt Interpolated Ia /p Description (hr) (hr) (hr) (hr) (Yes /No) Messages 1.62 0.00 1.50 0.00 No Computed Ia /p > .5 * Travel time from subarea outfall to composite watershed outfall point. Quick TR -55 Version: 5.46 S /N: Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B5.HYD »» Summary of Subarea Times Subarea Composite Watershed TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Riverwalk - Phase 1 Offsite Basin To Commercial Site Peak Discharge at Composite Outfall (cfs) 8 8 Page 2 Return Frequency: 50 years to Peak «« Time to Peak at Composite Outfall (hrs) 13.6 13.6 1 1 1 1 1 1 1 t otal (cfs) 1 1 t otal (cfs) 1 1 1 1 1 Quick TR -55 Version: 5.46 S /N: Page 3 Return Frequency: 50 years Subarea Description Subarea Description Subarea Description !total (cfs) TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B5.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Composite Hydrograph Summary (cfs) 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 hr hr hr hr hr hr hr hr hr 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8 hr hr hr hr hr hr hr hr hr 1 2 2 3 5 7 7 8 7 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 hr hr hr hr hr hr hr hr hr 7 6 5 5 4 3 3 3 3 7 6 5 5 4 3 3 3 3 Subarea 18.0 19.0 20.0 22.0 26.0 Description t otal (cfs) 2 2 3 5 7 7 8 7 hr hr hr hr hr 3 2 2 2 0 3 2 2 2 0 1 ' Quick TR -55 Version: 5.46 S /N: Page 4 Return Frequency: 50 years 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \9552785.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 11.0 0 14.8 5 11.1 0 14.9 5 11.2 0 15.0 5 11.3 0 15.1 5 11.4 0 15.2 5 11.5 0 15.3 4 11.6 0 15.4 4 11.7 0 15.5 4 11.8 0 15.6 4 11.9 0 15.7 4 12.0 0 15.8 3 12.1 0 15.9 3 12.2 0 16.0 3 12.3 0 16.1 3 12.4 0 16.2 3 12.5 1 16.3 3 12.6 2 16.4 3 12.7 2 16.5 3 12.8 3 16.6 3 12.9 4 16.7 3 13.0 5 16.8 3 13.1 6 16.9 3 13.2 7 17.0 3 13.3 7 17.1 3 13.4 7 17.2 3 13.5 7 17.3 3 13.6 8 17.4 3 13.7 8 17.5 3 13.8 7 17.6 3 13.9 7 17.7 3 14.0 7 17.8 3 14.1 7 17.9 3 14.2 6 18.0 3 14.3 6 18.1 3 14.4 6 18.2 3 14.5 5 18.3 3 14.6 5 18.4 3 14.7 5 18.5 2 Quick TR -55 Version: 5.46 S /N: TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B5.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Page 5 Return Frequency: 50 years Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 18.6 2 22.4 2 18.7 2 22.5 2 18.8 2 22.6 2 18.9 2 22.7 2 19.0 2 22.8 2 19.1 2 22.9 2 19.2 2 23.0 2 19.3 2 23.1 1 19.4 2 23.2 1 19.5 2 23.3 1 19.6 2 23.4 1 19.7 2 23.5 1 19.8 2 23.6 1 19.9 2 23.7 1 20.0 2 23.8 1 20.1 2 23.9 1 20.2 2 24.0 1 20.3 2 24.1 1 20.4 2 24.2 1 20.5 2 24.3 1 20.6 2 24.4 1 20.7 2 24.5 1 20.8 2 24.6 1 20.9 2 24.7 1 21.0 2 24.8 1 21.1 2 24.9 1 21.2 2 25.0 0 21.3 2 25.1 0 21.4 2 25.2 0 21.5 2 25.3 0 21.6 2 25.4 0 21.7 2 25.5 0 21.8 2 25.6 0 21.9 2 25.7 0 22.0 2 25.8 0 22.1 2 25.9 0 22.2 2 22.3 2 1 1 1 1 1 1 I 338.90 58.0 1.50 0.00 2.60 I 0.16 I.56 .50 1 »» Computer Modifications of Input Parameters ««< 1 1 1 1 1 1 1 Quick TR -55 Version: 5.46 S /N: I Subarea Description I Subarea Description Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \955278 .MOP Hydrograph file: - -> D: \PONDPACK \95527B10.HYD »» Input Parameters Used to Compute Hydrograph «« AREA CN Tc * Tt Precip. 1 Runoff Ia /p (acres) (hrs) (hrs) (in) (in) input /used * Travel time from subarea outfall to composite watershed outfall point. 1 I -- Subarea where user specified interpolation between Ia /p tables. Total area = 338.90 acres or 0.5295 sq.mi Peak discharge = 11 cfs Input Values Tc * Tt (hr) (hr) TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Riverwalk - Phase 1 Offsite Basin To Commercial Site Rounded Values Ia /p Tc * Tt Interpolated (hr) (hr) (Yes /No) Page 1 Return Frequency: 100 years Ia /p Messages 1.62 0.00 1.50 0.00 No Computed Ia /p > .5 * Travel time from subarea outfall to composite watershed outfall point. Quick TR -55 Version: 5.46 S /N: Page 2 Return Frequency: 100 years Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527810.HYD Subarea Composite Watershed TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Riverwalk - Phase 1 Offsite Basin To Commercial Site »» Summary of Subarea Times to Peak «« Peak Discharge at Time to Peak at Composite Outfall Composite Outfall (cfs) (hrs) 11 13.4 11 13.4 1 1 1 1 1 1 1 t otal (cfs) 1 • t otal (cfs) 1 1 T otal (cfs) 1 1 1 Quick TR -55 Version: 5.46 S /N: Page 3 Return Frequency: 100 years Subarea •Description Subarea Description Subarea Description TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B10.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Composite Hydrograph Summary (cfs) 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 hr hr hr hr hr hr hr hr hr 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 1 12.5 12.6 12.7 12.8 13.0 13.2 13.4 13.6 13.8 hr hr hr hr hr hr hr hr hr 1 2 4 5 8 10 11 11 10 1 2 4 5 8 10 11 11 10 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 hr hr hr hr hr hr hr hr hr 9 8 8 7 6 5 5 4 4 9 8 8 7 6 5 5 4 4 Subarea 18.0 19.0 20.0 22.0 26.0 Description t otal (cfs) hr hr hr hr hr 4 3 3 2 0 4 3 3 2 0 1 ' Quick TR -55 Version: 5.46 S /N: Page 4 Return Frequency: 100 years 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B10.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 11.0 0 14.8 8 11.1 0 14.9 7 11.2 0 15.0 7 11.3 0 15.1 7 11.4 0 15.2 7 11.5 0 15.3 6 11.6 0 15.4 6 11.7 0 15.5 6 11.8 0 15.6 6 11.9 0 15.7 6 12.0 0 15.8 5 12.1 0 15.9 5 12.2 0 16.0 5 12.3 0 16.1 5 12.4 1 16.2 5 12.5 1 16.3 5 12.6 2 16.4 5 12.7 4 16.5 5 12.8 5 16.6 5 12.9 7 16.7 5 13.0 8 16.8 4 13.1 9 16.9 4 13.2 10 17.0 4 13.3 10 17.1 4 13.4 11 17.2 4 13.5 11 17.3 4 13.6 11 17.4 4 13.7 10 17.5 4 13.8 10 17.6 4 13.9 9 17.7 4 14.0 9 17.8 4 14.1 9 17.9 4 14.2 8 18.0 4 14.3 8 18.1 4 14.4 8 18.2 4 14.5 8 18.3 4 14.6 8 18.4 4 14.7 8 18.5 4 Quick TR -55 Version: 5.46 S /N: Page 5 Return Frequency: 100 years TR -55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06 -30 -1995 08:19:58 Watershed file: - -> D: \PONDPACK \95527B .MOP Hydrograph file: - -> D: \PONDPACK \95527B10.HYD Riverwalk - Phase 1 Offsite Basin To Commercial Site Time Flow Time Flow (hrs) (cfs) (hrs) (cfs) 18.6 3 22.4 2 18.7 3 22.5 2 18.8 3 22.6 2 18.9 3 22.7 2 19.0 3 22.8 2 19.1 3 22.9 2 19.2 3 23.0 2 19.3 3 23.1 1 19.4 3 23.2 1 19.5 3 23.3 1 19.6 3 23.4 1 19.7 3 23.5 1 19.8 3 23.6 1 19.9 3 23.7 1 20.0 3 23.8 1 20.1 3 23.9 1 20.2 3 24.0 1 20.3 3 24.1 1 20.4 3 24.2 1 20.5 3 24.3 1 20.6 3 24.4 1 20.7 3 24.5 1 20.8 3 24.6 1 20.9 3 24.7 1 21.0 2 24.8 1 21.1 2 24.9 1 21.2 2 25.0 0 21.3 2 25.1 0 21.4 2 25.2 0 21.5 2 25.3 0 21.6 2 25.4 0 21.7 2 25.5 0 21.8 2 25.6 0 21.9 2 25.7 0 22.0 2 25.8 0 22.1 2 25.9 0 22.2 2 22.3 2 POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:34:01 >>>>»» Summary of Hydrograph Volume «««« Hydrograph: D: \PONDPACK \95527C1 .HYD Volume = 5,148 cu.ft. 0.12 ac -ft 1 1 1 ' Unit .HYD File: D: \PONDPACK \95527B1.HYD Output Hydrograph: D: \PONDPACK \95527C1 .HYD 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:30:28 * * * ** Multiply Hydrograph by Constant * * * ** Multiplier Constant: .1 Page 1 TIME Unit Multiplier Output Hydrograph (hrs) Ordinates Constant (cfs) 11.00 0.00 x 0.100 = 0.00 11.10 0.00 x 0.100 = 0.00 11.20 0.00 x 0.100 = 0.00 11.30 0.00 x 0.100 = 0.00 11.40 0.00 x 0.100 = 0.00 11.50 0.00 x 0.100 = 0.00 11.60 0.00 x 0.100 = 0.00 11.70 0.00 x 0.100 = 0.00 11.80 0.00 x 0.100 = 0.00 11.90 0.00 x 0.100 = 0.00 12.00 0.00 x 0.100 = 0.00 12.10 0.00 x 0.100 = 0.00 12.20 0.00 x 0.100 = 0.00 12.30 0.00 x 0.100 = 0.00 12.40 0.00 x 0.100 = 0.00 12.50 0.00 x 0.100 = 0.00 12.60 1.00 x 0.100 = 0.10 12.70 1.00 x 0.100 = 0.10 12.80 1.00 x 0.100 = 0.10 12.90 2.00 x 0.100 = 0.20 13.00 2.00 x 0.100 = 0.20 13.10 2.00 x 0.100 = 0.20 13.20 2.00 x 0.100 = 0.20 13.30 2.00 x 0.100 = 0.20 13.40 3.00 x 0.100 = 0.30 13.50 3.00 x 0.100 = 0.30 13.60 3.00 x 0.100 = 0.30 13.70 3.00 x 0.100 = 0.30 13.80 3.00 x 0.100 = 0.30 13.90 2.00 x 0.100 = 0.20 14.00 2.00 x 0.100 = 0.20 14.10 2.00 x 0.100 = 0.20 14.20 2.00 x 0.100 = 0.20 14.30 2.00 x 0.100 = 0.20 14.40 2.00 x 0.100 = 0.20 14.50 2.00 x 0.100 = 0.20 14.60 2.00 x 0.100 = 0.20 14.70 2.00 x 0.100 = 0.20 14.80 2.00 x 0.100 = 0.20 14.90 2.00 x 0.100 = 0.20 15.00 2.00 x 0.100 = 0.20 15.10 2.00 x 0.100 = 0.20 1 1 1 ' Unit .HYD File: D: \PONDPACK \95527B1.HYD Output Hydrograph: D: \PONDPACK \95527C1 .HYD 1 1 1 1 1 1 1 1 1 1 1 . 1 1 1 1 IP • POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:30:28 * * * ** Multiply Hydrograph by Constant * * * ** Multiplier Constant: .1 Page 2 TIME Unit Multiplier Output Hydrograph (hrs) Ordinates Constant (cfs) 15.20 2.00 x 0.100 = 0.20 15.30 1.00 x 0.100 = 0.10 15.40 1.00 x 0.100 = 0.10 15.50 1.00 x 0.100 = 0.10 15.60 1.00 x 0.100 = 0.10 15.70 1.00 x 0.100 = 0.10 15.80 1.00 x 0.100 = 0.10 15.90 1.00 x 0.100 = 0.10 16.00 1.00 x 0.100 = 0.10 16.10 1.00 x 0.100 = 0.10 16.20 1.00 x 0.100 = 0.10 16.30 1.00 x 0.100 = 0.10 16.40 1.00 x 0.100 = 0.10 16.50 1.00 x 0.100 = 0.10 16.60 1.00 x 0.100 = 0.10 16.70 1.00 x 0.100 = 0.10 16.80 1.00 x 0.100 = 0.10 16.90 1.00 x 0.100 = 0.10 17.00 1.00 x 0.100 = 0.10 17.10 1.00 x 0.100 = 0.10 17.20 1.00 x 0.100 = 0.10 17.30 1.00 x 0.100 = 0.10 17.40 1.00 x 0.100 = 0.10 17.50 1.00 x 0.100 = 0.10 17.60 1.00 x 0.100 = 0.10 17.70 1.00 x 0.100 = 0.10 17.80 1.00 x 0.100 = 0.10 17.90 1.00 x 0.100 = 0.10 18.00 1.00 x 0.100 = 0.10 18.10 1.00 x 0.100 = 0.10 18.20 1.00 x 0.100 = 0.10 18.30 1.00 x 0.100 = 0.10 18.40 1.00 x 0.100 = 0.10 18.50 1.00 x 0.100 = 0.10 18.60 1.00 x 0.100 = 0.10 18.70 1.00 x 0.100 = 0.10 18.80 1.00 x 0.100 = 0.10 18.90 1.00 x 0.100 = 0.10 19.00 1.00 x 0.100 = 0.10 19.10 1.00 x 0.100 = 0.10 19.20 1.00 x 0.100 = 0.10 1 1 1 Unit .HYD File: D: \PONDPACK \95527B1.HYD Output Hydrograph: D: \PONDPACK \95527C1 .HYD 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:30:28 * * * ** Multiply Hydrograph by Constant * * * ** Multiplier Constant: .1 Page 3 TIME Unit Multiplier Output Hydrograph (hrs) Ordinates Constant (cfs) 19.30 1.00 x 0.100 = 0.10 19.40 1.00 x 0.100 = 0.10 19.50 1.00 x 0.100 = 0.10 19.60 1.00 x 0.100 = 0.10 19.70 1.00 x 0.100 = 0.10 19.80 1.00 x 0.100 = 0.10 19.90 1.00 x 0.100 = 0.10 20.00 1.00 x 0.100 = 0.10 20.10 1.00 x 0.100 = 0.10 20.20 1.00 x 0.100 = 0.10 20.30 1.00 x 0.100 = 0.10 20.40 1.00 x 0.100 = 0.10 20.50 1.00 x 0.100 = 0.10 20.60 1.00 x 0.100 = 0.10 20.70 1.00 x 0.100 = 0.10 20.80 1.00 x 0.100 = 0.10 20.90 1.00 x 0.100 = 0.10 21.00 1.00 x 0.100 = 0.10 21.10 1.00 x 0.100 = 0.10 21.20 1.00 x 0.100 = 0.10 21.30 1.00 x 0.100 = 0.10 21.40 1.00 x 0.100 = 0.10 21.50 1.00 x 0.100 = 0.10 21.60 1.00 x 0.100 = 0.10 21.70 1.00 x 0.100 = 0.10 21.80 1.00 x 0.100 = 0.10 21.90 1.00 x 0.100 = 0.10 22.00 1.00 x 0.100 = 0.10 22.10 1.00 x 0.100 = 0.10 22.20 1.00 x 0.100 = 0.10 22.30 1.00 x 0.100 = 0.10 22.40 1.00 x 0.100 = 0.10 22.50 1.00 x 0.100 = 0.10 22.60 1.00 x 0.100 = 0.10 22.70 1.00 x 0.100 = 0.10 22.80 1.00 x 0.100 = 0.10 22.90 1.00 x 0.100 = 0.10 23.00 1.00 x 0.100 = 0.10 23.10 1.00 x 0.100 = 0.10 23.20 1.00 x 0.100 = 0.10 23.30 1.00 x 0.100 = 0.10 POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:30:28 * * * ** Multiply Hydrograph by Constant * * * ** Unit .HYD File: D: \PONDPACK \9552781.HYD Output Hydrograph: D: \PONDPACK \95527C1 .HYD Multiplier Constant: .1 Page 4 TIME Unit Multiplier Output Hydrograph (hrs) Ordinates Constant (cfs) 23.40 1.00 x 0.100 = 0.10 23.50 1.00 x 0.100 = 0.10 23.60 1.00 x 0.100 = 0.10 23.70 1.00 x 0.100 = 0.10 23.80 1.00 x 0.100 = 0.10 23.90 1.00 x 0.100 = 0.10 24.00 0.00 x 0.100 = 0.00 24.10 0.00 x 0.100 = 0.00 24.20 0.00 x 0.100 = 0.00 24.30 0.00 x 0.100 = 0.00 24.40 0.00 x 0.100 = 0.00 24.50 0.00 x 0.100 = 0.00 24.60 0.00 x 0.100 = 0.00 24.70 0.00 x 0.100 = 0.00 24.80 0.00 x 0.100 = 0.00 24.90 0.00 x 0.100 = 0.00 25.00 0.00 x 0.100 = 0.00 25.10 0.00 x 0.100 = 0.00 25.20 0.00 x 0.100 = 0.00 25.30 0.00 x 0.100 = 0.00 25.40 0.00 x 0.100 = 0.00 25.50 0.00 x 0.100 = 0.00 25.60 0.00 x 0.100 = 0.00 25.70 0.00 x 0.100 = 0.00 25.80 0.00 x 0.100 = 0.00 25.90 0.00 x 0.100 = 0.00 a POND -2 Version: 5.17 S /N: a Executed 06 -30 -1995 08:35:10 11 a 1 » »»» Summary of Hydrograph Volume « « «« Hydrograph: D: \PONDPACK \95527C5 .HYD Volume = 13,140 cu.ft. 0.30 ac -ft 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:32:20 * * * ** Multiply Hydrograph by Constant * * * ** Unit .HYD File: D: \PONDPACK \95527B5.HYD Output Hydrograph: D: \PONDPACK \95527C5 .HYD Multiplier Constant: .1 Page 1 TIME Unit Multiplier Output Hydrograph (hrs) Ordinates Constant (cfs) 11.00 0.00 x 0.100 = 0.00 11.10 0.00 x 0.100 = 0.00 11.20 0.00 x 0.100 = 0.00 11.30 0.00 x 0.100 = 0.00 11.40 0.00 x 0.100 = 0.00 11.50 0.00 x 0.100 = 0.00 11.60 0.00 x 0.100 = 0.00 11.70 0.00 x 0.100 = 0.00 11.80 0.00 x 0.100 = 0.00 11.90 0.00 x 0.100 = 0.00 12.00 0.00 x 0.100 = 0.00 12.10 0.00 x 0.100 = 0.00 12.20 0.00 x 0.100 = 0.00 12.30 0.00 x 0.100 = 0.00 12.40 0.00 x 0.100 = 0.00 12.50 1.00 x 0.100 = 0.10 12.60 2.00 x 0.100 = 0.20 12.70 2.00 x 0.100 = 0.20 12.80 3.00 x 0.100 = 0.30 12.90 4.00 x 0.100 = 0.40 13.00 5.00 x 0.100 = 0.50 13.10 6.00 x 0.100 = 0.60 13.20 7.00 x 0.100 0.70 13.30 7.00 x 0.100 = 0.70 13.40 7.00 x 0.100 = 0.70 13.50 7.00 x 0.100 = 0.70 13.60 8.00 x 0.100 = 0.80 13.70 8.00 x 0.100 = 0.80 13.80 7.00 x 0.100 = 0.70 13.90 7.00 x 0.100 = 0.70 14.00 7.00 x 0.100 = 0.70 14.10 7.00 x 0.100 = 0.70 14.20 6.00 x 0.100 = 0.60 14.30 6.00 x 0.100 = 0.60 14.40 6.00 x 0.100 = 0.60 14.50 5.00 x 0.100 = 0.50 14.60 5.00 x 0.100 = 0.50 14.70 5.00 x 0.100 = 0.50 14.80 5.00 x 0.100 = 0.50 14.90 5.00 x 0.100 = 0.50 15.00 5.00 x 0.100 = 0.50 15.10 5.00 x 0.100 = 0.50 1 1 1 ' Unit .HYD File: D: \PONDPACK \9552785.HYD Output Hydrograph: D: \PONDPACK \95527C5 .HYD 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:32:20 * * * ** Multiply Hydrograph by Constant * * * ** Multiplier Constant: .1 Page 2 TIME Unit Multiplier Output Hydrograph (hrs) Ordinates Constant (cfs) 15.20 5.00 x 0.100 = 0.50 15.30 4.00 x 0.100 = 0.40 15.40 4.00 x 0.100 = 0.40 15.50 4.00 x 0.100 = 0.40 15.60 4.00 x 0.100 = 0.40 15.70 4.00 x 0.100 = 0.40 15.80 3.00 x 0.100 = 0.30 15.90 3.00 x 0.100 = 0.30 16.00 3.00 x 0.100 = 0.30 16.10 3.00 x 0.100 = 0.30 16.20 3.00 x 0.100 = 0.30 16.30 3.00 x 0.100 = 0.30 16.40 3.00 x 0.100 = 0.30 16.50 3.00 x 0.100 = 0.30 16.60 3.00 x 0.100 = 0.30 16.70 3.00 x 0.100 = 0.30 16.80 3.00 x 0.100 = 0.30 16.90 3.00 x 0.100 = 0.30 17.00 3.00 x 0.100 = 0.30 17.10 3.00 x 0.100 = 0.30 17.20 3.00 x 0.100 = 0.30 17.30 3.00 x 0.100 = 0.30 17.40 3.00 x 0.100 = 0.30 17.50 3.00 x 0.100 = 0.30 17.60 3.00 x 0.100 = 0.30 17.70 3.00 x 0.100 = 0.30 17.80 3.00 x 0.100 = 0.30 17.90 3.00 x 0.100 = 0.30 18.00 3.00 x 0.100 = 0.30 18.10 3.00 x 0.100 = 0.30 18.20 3.00 x 0.100 = 0.30 18.30 3.00 x 0.100 = 0.30 18.40 3.00 x 0.100 = 0.30 18.50 2.00 x 0.100 = 0.20 18.60 2.00 x 0.100 = 0.20 18.70 2.00 x 0.100 = 0.20 18.80 2.00 x 0.100 = 0.20 18.90 2.00 x 0.100 = 0.20 19.00 2.00 x 0.100 = 0.20 19.10 2.00 x 0.100 = 0.20 19.20 2.00 x 0.100 = 0.20 1 1 1 1 Unit .HYD File: D: \PONDPACK \95527B5.HYD Output Hydrograph: D: \PONDPACK \95527C5 .HYD 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .r POND -2 Version: 5.17 S /N: Executed 06 -30 -1995 08:32:20 * * * ** Multiply Hydrograph by Constant * * * ** Multiplier Constant: .1 Page 3 TIME Unit Multiplier Output Hydrograph (hrs) Ordinates Constant (cfs) 19.30 2.00 x 0.100 = 0.20 19.40 2.00 x 0.100 = 0.20 19.50 2.00 x 0.100 = 0.20 19.60 2.00 x 0.100 = 0.20 19.70 2.00 x 0.100 = 0.20 19.80 2.00 x 0.100 = 0.20 19.90 2.00 x 0.100 = 0.20 20.00 2.00 x 0.100 = 0.20 20.10 2.00 x 0.100 = 0.20 20.20 2.00 x 0.100 = 0.20 20.30 2.00 x 0.100 = 0.20 20.40 2.00 x 0.100 = 0.20 20.50 2.00 x 0.100 = 0.20 20.60 2.00 x 0.100 = 0.20 20.70 2.00 x 0.100 = 0.20 20.80 2.00 x 0.100 = 0.20 20.90 2.00 x 0.100 = 0.20 21.00 2.00 x 0.100 = 0.20 21.10 2.00 x 0.100 = 0.20 21.20 2.00 x 0.100 = 0.20 21.30 2.00 x 0.100 = 0.20 21.40 2.00 x 0.100 = 0.20 21.50 2.00 x 0.100 = 0.20 21.60 2.00 x 0.100 = 0.20 21.70 2.00 x 0.100 = 0.20 21.80 2.00 x 0.100 = 0.20 21.90 2.00 x 0.100 = 0.20 22.00 2.00 x 0.100 = 0.20 22.10 2.00 x 0.100 = 0.20 22.20 2.00 x 0.100 = 0.20 22.30 2.00 x 0.100 = 0.20 22.40 2.00 x 0.100 = 0.20 22.50 2.00 x 0.100 = 0.20 22.60 2.00 x 0.100 = 0.20 22.70 2.00 x 0.100 = 0.20 22.80 2.00 x 0.100 = 0.20 22.90 2.00 x 0.100 = 0.20 23.00 2.00 x 0.100 = 0.20 23.10 1.00 x 0.100 = 0.10 23.20 1.00 x 0.100 = 0.10 23.30 1.00 x 0.100 = 0.10 1 1 1 1 1 1 POND -2 Version: 5.17 S /N: Page 4 1 Executed 06 -30 -1995 08:32:20 1 * * * ** Multiply Hydrograph by Constant * * * ** 1 Unit .HYD File: D: \PONDPACK \95527B5.HYD Output Hydrograph: D: \PONDPACK \95527C5 .HYD 1 Multiplier Constant: .1 TIME Unit Multiplier Output Hydrograph 1 (hrs) Ordinates Constant (cfs) 23.40 1.00 x 0.100 = 0.10 1 23.50 1.00 x 0.100 = 0.10 23.60 1.00 x 0.100 0.10 23.70 1.00 x 0.100 = 0.10 I 23.80 1.00 x 0.100 = 0.10 23.90 1.00 x 0.100 0.10 24.00 1.00 x 0.100 = 0.10 24.10 1.00 x 0.100 = 0.10 1 24.20 1.00 x 0.100 0.10 24.30 1.00 x 0.100 0.10 24.40 1.00 x 0.100 = 0.10 1 24.50 1.00 x 0.100 = 0.10 24.60 1.00 x 0.100 0.10 24.70 1.00 x 0.100 = 0.10 24.80 1.00 x 0.100 = 0.10 1 24.90 1.00 x 0.100 0.10 25.00 0.00 x 0.100 = 0.00 25.10 0.00 x 0.100 = 0.00 I 25.20 0.00 x 0.100 = 0.00 25.30 0.00 x 0.100 0.00 25.40 0.00 x 0.100 = 0.00 1 25.50 0.00 x 0.100 = 0.00 25.60 0.00 x 0.100 0.00 25.70 0.00 x 0.100 = 0.00 25.80 0.00 x 0.100 = 0.00 1 25.90 0.00 x 0.100 = 0.00 0I 1 4 1 1 1 1 1 1 41 1 1 HYDROLOGY STUDY FOR RIVERWALK FIRST ADDITION FIRST ADDENDUM PREPARED FOR: STANTON DEVELOPMENT COMPANY 16720 N.E. 116TH STREET REDMOND, WA 98052 PREPARED BY INLAND PACIFIC ENGINEERIN 707 W 7TH AVE, SUITE 200 SPOKANE, WA 99204 6/27/95 PERMIT RE . U ! NOTIFY THE PERMIT ENGINEER 456.3600 PRIOR TO CONSTRUCTION 24 HRS RECEIVED JUN 2 9 1995 SPOKANE COUNTY ENGINEER 6/211/4 4 1 1 1 ' , 1 INTRODUCTION This Hydrology Study includes all Drainage Basins within the Riverwalk First Addition Project, and all Off Project Existing Tributary Areas to said Project. Future phases of the Riverwalk Project may or may not contribute runoff to this First Phase but additional calculation and or Off - Project Storage will be provided with said future phases to prove adequate provisions for said future runoff. For purposes of this study however runoff from future phases of this development are ignored. OVERVIEW Riverwalk First Addition is broken into Drainage Basins A through 4. Drainage Basins A through 0 are contained primarily within the Project Boundaries with Basin K & L having some Off- Project Tributary Runoff. DrainageBasin P contains approximately 13.1 acres of currently ....undeveloped farmland. Based upon the initial absorption.for this area,inb'._runoff will occur and no detention facilities will be required. Drainage Basin Q is runoff generated from the rear 1/2 of proposed lots adjacent to the Commercial Area. A Drainage Map is ;provided:cshowing the Historic Q 50 Tributary to the Commercial ;Sitewhichm:is.24.4 cfs. The developed Q 50 from Drainage Basins A and»Q are cfs and 1.67 cfs respectively for a total of 4.50 cfs, .this is considerably less than the Historic Q 50 of 24.4 cfs, therefore the runoff from the Riverwalk First Addition is allowed. SOIL CLASSIFICATION The existing soil is defined as sand and gravel, under approximately 18 inches of topsoil. Soil classification for this area is the Garrison Series GgA - Garrison gravelly loam, 0 to 5 percent slopes. This soil is somewhat excessively drained and has rapid permeability. Surface runoff is slow, and the hazard of erosion is slight. BASIN CALCULATIONS Basin calculations follow in this report. These calculations consist of the following: - Total Tributary Area From Streets - Number of Lots Within the Basin - Portion of Impervious Area From Lot Included 41 1 1 1 1 1 GEN4004D.LET - Impervious Area From Houses - Impervious Area From Driveways - Total Impervious Area From Streets & Driveways - "C" of Impervious Area - Non Impervious Area - "C" of Non Impervious Area - Total Area of Weighted "C" - 208 Area - Weighted "C" - Overland Flow Length - Overland Slope - Ditch or Gutter Length - Ditch or Gutter Slope - 208 Area Required - 208 Area Provided - Q 50 Storage Required - Q 50 Storage Provided - Storm Intensity - Q 10 cfs - Q 50 cfs J 18 SOIL SURVEY occupy rolling to hilly uplands. They formed in layered they are excellent places for hunting migratory waterfowl. loess under coniferous forest. The annual precipitation is (Capability unit VIIIw -1; not in a woodland gron or about 23 inches, and the frost -free season is about 12 days. range site) p Freeman soils are used for grain, peas, clover, alfalfa, and grass, and as woodland. Garfield Series Freeman silt loam, 5 to 20 percent slopes (Fad). —This is the dominant soil on the silty upland north and east of The Garfield series consists of well - drained, severely Rockford. Most slopes are between 8 and 15 percent; a eroded soils that formed in loess under grass and small few small areas have slopes of more than 30 percent, and shrubs. These soils occupy ridgetops, knobs, and the up- some of less than 5 percent. Slopes of more than 20 per - per slopes on rolling to hilly uplands. They have a surface cent are short and are along the edges of the clrainageways. Layer of silty clay loam and a subsoil of silty clay that is Representative profile: very hard, sticky, and plastic. The annual precipitation 0 to 7 inches, very dark grayish - brown, friable silt roam; is 1S to 22 inches, and the frost -free season is about 140 granular structure: neutral. days. i to 17 inches, brown, friable silt loam. grayish brown at a These soils are used mainly for grain, alfalfa, and grass. depth of 12 inches: neutral. Garfield silty clay loam, 0 to 30 percent slopes, severe - 17 t t o _' -inch pri, grayish-brol n, firm silt loam that breaks into ly eroded (GcC31. —This soil occupies the narrow ridgetops 22 to 72 inches, dark - brown. firm silty clay loam, almost silt and upper slopes on loessal uplands in the southeastern loam; breaks into prisms 1 to 2 inches wide, and then into part of the county. Most slopes are between 3 and 20 per - angular blocks =F. inch to 1 inch wide; neutral. cent; a few small areas have slopes of more than 30 percent, The surface soil, when moist, ranges from very dark and some narrow ridgetops have slopes of Less than 5 per - grayish brown to dark brown in color. The texture of the cent. Representative profile: subsoil ranges from heavy silt loam to silty clay loam. . •o to s inches, dark- brown, firm silty clay loam; granular struc- As much as 7 percent of some areas consists of Larkin, cure; neutral. Dearyton, or severely eroded Freeman soils. 8 to 43 inches, dark-brown, firm silty clay, yellowish -brown This is a moderately well drained soil., that has a very silty. clay loam below a depth of 23 inches; breaks into prisms 1 inch to 2 inches wide and then into angular blocks slowly permeable subsoil and is saturated for short periods 1 y to i/a inch thick; clay films coat the prisms and angular in spring. It holds about 5 to 7 inches of water that plants. • ;' blocks; neutral. s can use. It is easy to work except when saturated. Roo ts, as to co inches +, yellowish- brown. firm heavy silt loam ; break along ped faces. Tlie`<,`; _ ` into prisms 1 to 2 inches wide and then into angular blocks penetrate the lower lavers mainly fertility is medium. Surface runoff is median, and ;the' ; ' " ''to i inch thick; neutral. hazard of erosion is moderate. The texture of the upper subsoil is silty clay or clay. As More than 95 percent of the acreage is cultivated the much as 10 percent of some areas consists of Athena. Naff, rest is farm woodlots. Wheat is the chief cash crop, Ii, , : fez Perce; or Palouse soils. is gown in rotation with peas and agrees- manure crop .This soil is well drained and slowly permeable. It holds' or in awheat- fallow rohuion. Other crops grown are ,peas 0 or 10 inches of water that plants can use. It is sticky and barley; clover or al for ha or green manure: and- 'and plastic when wet; consequently, it can be cultivated eras for seed, hay, or pasture.' All . ..rain and grass crops only within a rather narrow range of moisture content. respond to nitrogen. 7.etrumes res a- Amid to sulfur. Gay 'Root penetration is very deep. The fertility is medium. unit IIIe woodland group 5; not in a range site) Surface runoff is rapid,�and the hazard of further erosion bilir Freeman silt loam, 5 to 20 percent slopes, severely is severe. eroded IFc831. More than 50 percent of the surface layer More than 93 percent of the acreage is cultivated; the of this soil has been removed be erosion. Fertility is me- rest is seeded to alfalfa or grass. Wheat is the chief crop. drum to low. Surface runoff is rapid, and the hazard of Other crops grown are barley and dry field peas. Ail erasion is severe. As much as Ui percent of some areas crops respond to nitrogen, sulfur, and phospllorns. (Ca- consists of uneroded Freeman soils. pability unit IVe-3; not in a woodland group or •anU *e site) The same crops are grown as on Freeman silt loam, 5 to • 20 percent slopes, but yields are lower. (Capability unit Garrison Serie5 ; woodland group b :not na rangesite) ely he Garrison ris is Freeman silt loam, 20 to 30 percent slopes, severely dr filed, gravelly or stone forined ("rase: eroded (FoC31. — More than 50 percent of the surface layer in glacial outwash mixed in the upper part with volcanic of this soil has been removed be erosion. Surface runoff. precipitation 11 l is rapid, and the erosion hazard is severe. Included in ash. These soils are on nearly level to moderately steep mapping were a few areas of Dearyton soils. terraces. The annual precipirlon is 1S to 22 inches, and e The same crops are grown as Freeman silt loam, 5 the fros-free season is about 170 days. to 20 percent slopes, but yields are re e"er. (Capability Soils of the Garrison series ;ire lased for a variety of unit Ipe -3; woodland group 5; not in range site) crops and as farmsteads and suburban lots.' p ' Garrison gravelly loam, 0 to 5 percent slopes (GgA). ,, This is the dominant soil in the Spokane Palley east 'of Fresh Water Marsh ,This city of Spokane. Most slopes are between 2 and 5 Fresh water marsh (Fail consists of shallow-, swampy pe Representative profile: ponds and of fringes around lakes that have a fluctuating. 0 to 15 inches, black, very - friable gravelly loam ; granular water level. The cegehation consists of rules, reeds, and ',structure; slightly acid, 15'to 44 inches. dark - brown; friable very gravelly loam; neutral! rushes. These areas are of little value for grazing, but 44 to 00 inches -{-, multicolored sand, gravel, and cobblestones! The surface color, when moist, ranges from very dark brown to black. The texture of the surface layer is gray- ' elly or very gravelly loam or silt loam. The subsoil ranges a gn color from dark brown to yellowish •brown. Clay and Slime have accumulated on the bottom of the pebbles in the lower subsoil. The depth to the gravel substrat ranges from 30 to 55 inches. As much as 10 percent of some areas consists of Bong or Phoebe soils or of other Garrison soils. This soil is somewhat excessively drained anti has mod- erately rapid permeability. It holds about 5 inches of water that plants can use. It is easy to work. Roots ppenetrate to the layer of sand, gravel, and cobblestones. The fertility is medium. Surface runoff' is:slow, and the hazard of erosion is slight. About S0 percent of the_acreage is cultivated; the rest is used for grazing, and as farmsteads or suburban lots. Most of the acreage is irrigated. Irrigated areas are used or orchard fruits and berries; cabbage, corn, cantaloup, ucumbers, celery, and squash; wheat, oats, and barley: alfalfa for hay: and crass for seed and pasture. Dryland areas are used for wheat, barley, and native buncltgrass. There is no difficulty in the use of machinery; but the gravel is hard on tillage implements. All crops except legumes respond to nitrogen. Some crops,-respond to boron, and phosphorus. (Capability unit Ills-2; oamy range site; not in a woodland group) Garrison gravelly loam, 5'to 20 percent slopes (GgBI.— This soil has a surface laic er:3.to. 5 inches thinner than that. of Garrison gravelly loan; 016_5 percent slopes. Runoff is medium, and theerosioin hazard is moderate. This soil is used in much the`saiine way as Garrison oravelly loam, 0 to" 5'liefceinti slopes. (Capability unit WVe-5; Loamy range site; not in a woodland group) Garrison very gravelly loam, 0.to.8 percent slopes IGmB1. —This soil has athinher; inore gravelly surface laver than Garrison gravelly loam; 0 to 5 percent slopes, and holds less than 5 inehe; of'icaiter'that plants can use. The gravel causes extreine`ivear;dh tillage machinery. As much as 7 percent of some ai•eitS'consists of other Garrison oils. (Capability unit IVe -5': Shallow range site; not in a woodland group) Garrison very stony loam, 0 to 20 percent slopes (GnBl. —This soil holds less than 5 inches of water that plants can use, and it is too stony to be cultivated. As much as 15 percent of some areas consists of other Garrison soils, and as much as 2 percent is made up of granite Outcrops. This soil is used for grazing. (Capability unit VIs -2; Shallow range site; not in a woodland group) Glenrose Series The Glenrose series consists of well- drained, mostly medium- textured soils. These soils formed under grass and scattered pine trees in glacial till mixed in the upper part with loess and volcanic ash. Many areas are gravelly or stony. These soils are nearly level to very steep. The annual precipitation is about 21 inches, and the frost -free season is about 135 days. Glenrose soils are used for grain, peas, lentils, vegetables, alltlfalfa, and grass, and for g razing. Glenrose silt loam, 5 to 20 percent slopes (GpB). —This soil occurs on glaciated uplands in the east - central part of SPOKANE COUNTY, WASHINGTON 19 the county. Most slopes are between 6 and 15 percent. Representative profile: 0 to 13 inches, black. very friable silt loam; granular structure: neat rod. 13 to 61 inches, dark- brown. firm loam [bat breaks into prisms 1 to 2 inches wide: slightly acid. G2 to 72 -, dark- brown, friable loam; .slightly acid. Dt places the surface layer is very dark brown. It is 10 to 10 inches thick. The texture of the subsoil ranges from silt luaus to li_Im silty clay loam. From 5 to 25 percent of the lower subsoil is composed of gravel anti stones. As much as 5 percent of some areas consists of Bernhill, Dearyton, or Larkin soils. This soil is well drained and moderately permeable. It holds 0 to 11 inches of water that plants can use. It. is easy to work. hoot penetration is very sleep. The fer- tility is high. Surface runoff is medium, and the hazard of erosion is moderate. More than 00 percent of the acreage is cultivated; the rest is grazed. Wheat is the chief crap. It is grown in rotation with barley, oats, pens, lentils, alfalfa, or grass. All grass and grain crops respond to nitrogen; legumes respond to sulfur. (Capability unit. IIIe -2; Loamy range site not in a woodland group) Glenrose silt loam, '0 to 5 percent slopes (GpAI. —This soil has a surface layer 2 to 4 inches thicker than that of Glenrose silt loam, 5 to 20 percent slopes • Surface runoff' is slow, and the erosion hazard is slight. Included i n.titap - ping were small areas of Lift aml Dearyton suit.' The sane crops are grown as on Glenrose Silt loam. 5 to 20 percent slopes; in addition-, Vegetables ";ti:e grown. (Capability unit IIe -2; Loamy range, site; not Ma wood- land group) Glenrose silt loam, 20 to 30 percent slopes (Goa . —Phis soil has a surface layer 3 to 5 incites tliiimer than that of Glenrose silt loans, 5 to 20 percent slopes: Surface 1 II10If is rapid, and the erosion hazard is,severe: About 5 percent of some areas consists of I3eruhill and Dearv.tonsi ils.. The same crops are grown as on Glenrose silt lo;fm, 5 to 20 percent slopes, but more of the acreage is iirg'rass and legumes. (Capability unit IIIe-2 ; Loamy range site not in a woodland group) Glenrose silt loam, 30 to 55 percent slopes (GpO). —This soil has a surface layer 3 to 5 incites thinner than that of Glenrose silt loam, 5 to 20 percent slopes. Surface run- off is rapid, and the erosion hazard is severe. About 3 percent of some areas consists of Bernhill or Dearyton soils. This soil is usecl only for grazing. (Capability unit VIe -1; North Exposure range site; not. in a wood- land group) Glenrose gravelly silt loam, 5 to 20 percent slopes IGfBI. —This soil holds from 7 to 9 inches of water that plants can use. Small areas of Bernhill and Dearyton soils were included in mapping. This soil is used in much the same way as Glenrose silt loam, 5 to 20 percent slopes, but yields are less. (Capa- bility unit IVe-1; Loamy range site; not in a woodland group) Glenrose gravelly silt loam, 20 to 55 percent slopes (GrO).—This soil holds 7 to 9 inches of water that plants can use. Surface runoff is rapid, and the erosion hazard is severe. Incluclecl in mapping were areas of Bernhill silt loam, 30 to 55,percent slopes. 1 •1 1 1 1 01 1 41 tii 4Y19 S_'.'Nn �ij 4.i t i t iziEganT; 1,1 if , w SPOKANE COUNTY, WASHINGTON — SHEET NUMBER 67 R. 44 E. 1 R.45 E . Joins sheet 58) ar O BASIN TOTAL AREA STREET NO. LOTS LOT USAGE HOUSE AT 2.6K DRIVE- WAYS TOTAL IMPERV C =0.9 A *C NON- IMPERV C =0.15 A *C TOTAL A *C C A 46500 27960 0 0 0 0 27960 25164 18540 2781 27945 0.60 B 10540 3600 0 '0 0 ..0 3600 3240 6940 1041 4281 0.41 C 38330 4730 3 0 0 - '1800 6530 5877 31800 4770 10647 0.28 D 20210 12220 0 0 0 0 12220 10998 7990 1198.5 12196.5 0.60 E 146800 12220 11 1 28600 6600 47420 42678 99380 14907 57585 0.39 F 12710 4250 1 0.5 1300 600 6150 5535 6560 984 6519 0.51 G 12200 5560 0 0 0 0 5560 5004 6640 996 6000 0.49 H 12650 7000 0 0 0 0 7000 6300 5650 847.5 7147.5 0.57 I 59000 15700 5.5 0.5 7150 6600 29450 26505 29550 4432.5 30937.5 0.52 J 45260 6000 4 1 10400 2400 18800 16920 26460 3969 20889 0.46 K 81220 6020 2 1 5200 1200 12420 11178 68800 10320 21498 0.26 L 31150 2660 0 0 0 0 2660 2394 28490 4273.5 6667.5 0.21 M 30050 6150 3 1 7800 1800 15750 14175 14300 2145 16320 0.54 N 27000 11800 0 0 0 0 11800 10620 15200 2280 12900 0.48 0 44180 6820 4 1 10400 2400 19620 17658 24560 3684 21342 0.48 P NOT USED 0 0 0 0 0 0 0 0 0 0 ERR Q 38600 0 6.5 0.5 16900 0 16900 15210 21700 3255 18465 0.48 0 0 0 0 0 0 0 ERR PRE- 0 0 0 0 0 ' 0 0 ERR DEVELOPED - 0 0 0 0 0 0 0 ERR COMMERCIAL 1476200 51660 0 - 0-' 0 0 51660 46494 1424540 213681 260175 0.18 0 . 0 0 0 0 0 0 ERR 0 0 0 0 0 0 0 ERR RT,O EJEER. - •= = . - - % -• I n J6 DRAINAGE BASIN CALCULATION SHEET 1 BASIN TOTAL AREA (F AREA (ACRES) 208 AREA C OVRLND FLOW (F SLOPE (' /FT) GUTTER FLOW (F SLOPE (' /FT) OTHER A 46500 1.07 27960 0.60 23 0.005 160 0.008 CURB AND GUTTER B 10540 0.24 3600 0.41 30 0.005 240 0.008 SAME AS A C 38330 0.88 6530 0.28 220 0.008 140 0.017 C 8 G AND PRIVATE ROAD DITCH D 20210 0.46 12220 0.60 23 0.005 470 0.008 SAME AS A E 146800 3.37 18820 0.39 50 0.008 470 0.008 SAME AS A F 12710 0.29 4850 0.51 50 0.01 160 0.015 PRIVATE ROAD DITCH G 12200 0.28 5560 0.49 40 0.008 300 0.008 SAME AS F 1-1 12650 0.29 7000 0.57 50 0.01 260 0.008 SAME AS F I 59000 1.35 22300 0.52 50 0.005 570 0.01 SAME AS F J 45260 1.04 8400 0.46 210 0.024 260 0.01 SAME AS F K 81220 1.86 7220 0.26 460 0.007 190 0.01 SAME AS F L 31150 0.72 2660 0.21 290 01006 120 0.01 SAME AS F M 30050 0.69 7950 0.54 240 0.008 350 0.014 SAME AS F N 27000 0.62 11800 0.48 `' . '150 ..0.01 530 0.009 SAME AS F O 44180 1.01 9220 0.48: 310 - :0:005 160 0.008 SAME AS F P NOT USED 0.00 0 ERR .. '1300 0 :005 .. 0 0 SAME AS F Q 38600 0.89 0 0.48 . 570 01008 0 0 SAME AS F PRE - DEVELOPED COMMERCIAL 1476200 33.89 51660 0.18 2200 0.005 2780 0.005 EXISTING CONDITION PROJECT: Riverwalk First Addition DRAINAGE BASIN CALCULATION SHEET 2 as • m _ a, so NI i i i EN %me I=•i t -1.1 BOWSTRING METHOD • PROJECT: Riverwalk First Addition PEAK FLOW CALCULATION PROJECT Riverwalk First Addition <: DETENTION BASIN DESIGN . BASIN: A BASIN: A • DESIGNER: M.H. Tot. Area 1.07 Acres DATE: 06 /07/95 Imp. Area - 27960 SF C= 0.60 Time Increment (min) 5 CASE 1 ................ `3'•s Time of Conc. (min) 5.00 Outflow (cfs) 1 23 ft. Overland Flow ,..,.,,.,.,,..,'? Design Year Flow 10 1 Area (acres) - 1.07 Ct = 0.15 " •!_; Impervious Area (sq ft) 27960 L = 23 ft. i- -,'C' Factor 0.6 n = 0.40 i r: 208' Volume Provided 1180 S= 0.005 ':Area 'C 0.642 CASE 2 Tc = 2.78 min., by Equation 3 -2 of Guidelines 160 ft. Gutter flow NORTH IDAHO ENGINEERING Z2= 1 Type B =1.0 n = 0.016 Rolled = 3.5 S = 0.005 d = 0.228 ft. A R Q Tc Tc total 1 Qc 1.33 0.11 2.04 1.73 5.00 3.18 2.04:: Qpeak for Case 1 = 2.04 cfs Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow = .90(3.18)(Imp. Area) = 1.84 cfs So, the Peak flow for the Basin is the greater of the two flown, 2.04 cfs Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 ............:'<rE 5.00 300 3.18 2.04 821 300 521 < == 5 300 3.18 2.04 821 300 521 < == 10 600 2.24 1.44 1010 600 410 15 900 1.77 1.14 1139 900 239 20 . 1200 1.45 0.93 1212 1200 12 25 1500. ' 1.21 0.78 1244 1500 -256 30 -1800 1.04 0.67 1270 1800 -530 . 35 . 2100. 0.91 0.58 1286 2100 -814 40 . 2400. 0.82 0.53 1317 2400 -1083 45 < .2700.. -.,, 0.74 0.48 1331 2700 -1369 ,,50 . ,3000 ., 0.68 0.44 1354 3000 -1646 - /55 3300 • 0.64 0.41 1398 3300 -1902 60 3600 _0.61 0.39 1450 3600 -2150 • 65 3900 0.60 0.39 1542 3900 -2358 70 ,4200 .0.58 0.37 1602 4200 -2598 .. 75 4500 0. 0.36 1655 4500 -2845 _ ' - 80 ' 4800' 0.53 034 1668 4800 -3132 .85 5100' 0.52 0.33 1737 5100 -3363 90 5400 0.50 0.32 1766 5400 -3634 95 5700 0.49 0.31 1825 5700 -3875 100 6000 0A8 0.31 1880 6000 -4120 208' DRAINAGE POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required .. * NM I i - i i 1165 cu It 1180 cult 521 cu ft 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: B Tot. Area Imp. Area C = CASE 1 A Qpeak for Case 1 = CASE 2 024 Acres 3600 SF 0.45 30 ft. Overland Flow Ct = L n= 5= Tc = 3.27 min., by Equation 3-2 of Guidelines 240 ft. Gutter flow R Z1 = Z2 = n = S = d = 0.26 0.05 So, the Peak flow for the Basin is the greater of the two flows, 0.29 cfs NORTH IDAHO ENGINEERING 0.15 30 ft. 0.40 0 005 50.0 For Z2 1 Type B = 1.0 0.016 Rolled = 3.5 0.008 0.100 ft. Tc Tc total 0.29 3.56 0.29 cfs 6.82 2.71 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow =.90(3.18)(Imp. Area) = 0.24 cfs Qc BOWSTRING METHOD DETENTION BASIN DESIGN • • Time Increment (min) • '• • ••• Time of Conc. (min). • Outflow (cfs) • ' • ' ' • Design Year FloW Area (acres) • Impervious Area (sq 11) 'C' Fecti1r: '208 ProXide`ci•i:: ,••• Area • C • • Time Time Inc. Intens. (min) 5 300 10 600 15 900 20 1200 25 1500 30 1800 35 2100 40 2400 45 2700 50 3000 55 3300 60 3600 65 3900 70 4200 75 4500 80 4800 85 5100 90 5400 95 5700 100 6000 • • . (in/hr) 6.82 a 2.71 5 6.82 1 10 0.24 3600 0.45 205 0.108 206 DRAINAGE POND CALCULATIONS Required '208' Storage Volume • = Imperybous Area x .5 in / 12 in/ft '• - "• .±"- 208 Storage Volume Provided . • DRYWELL REQUIREMENTS 10 YEAR DESIGN STOR Maximurn'Storage Required by Bowstring - Number and Type,of Drywells Required 3.18 2.24 1.77 1.45 1.21 1.04 0.91 0.82 0.74 0.68 0.64 0.61 0.60 0.58 0.56 0.53 0.52 0.50 0.49 0.48 PROJECT: Riverwalk First Addition BASIN: B DESIGNER: M.H. DATE: 06/07/95 o Devel. Vol.ln Vol.Out Storage (cfs) (cu ft) (cu ft) (cu ft) 0.29 161 409 -249 0.34 138 300 -162 a= 0.24 179 600 -421 0.19 199 900 -701 0.16 210 1200 -990 0.13 214 1500 -1286 0.11 218 1800 -1582 0.10 220 2100 -1880 0.09 225 2400 -2175 0.08 227 2700 -2473 0.07 231 3000 -2769 0.07 238 3300 -3062 0.07 246 3600 -3354 0.06 262 3900 -3638 0.06 272 4200 -3928 0.06 281 4500 -4219 0.06 283 4800 -4517 0.06 294 5100 -4806 0.05 299 5400 -5101 0.05 309 5700 -5391 0.05 318 6000 -5682 150 cu ft 205 cu ft -162 cu ft 0 Single 1 Double BOWSTRING METHOD PEAK FLOW CALCULATION PROJECT Riverwalk First Addition .............. ? >`1 DETENTION BASIN DESIGN BASIN: C Tot. Area Imp. Area C= CASE 2 0.88 Acres 6530 SF 0.32 Time Increment (min) 5 CASE 1 ,,._.,,._... '2'ta Time of Conc. (min) 10.67 Outflow (cfs) 1 220 11. Overland Flow „_,...,., : ° Design Year Flow 10 Area (acres) 0.88 Ct = 0.15 Impervious Area (sq ft) 6530 L = 220 ft. :; l'C' Factor 0.32 n = 0.40 €/'1206' Volume Provided 595 S = 0.008 ...............::'i Area • C 0 282 Tc = 9.37 min., by Equation 3 -2 of Guidelines 140 ft. Gutter flow A R Q Tc Tc total 1 Qc 0.34 0.06 0.61 1.30 10.67 2.16 Qpeak for Case 1 = 0.61 cfs Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow = .90(3.18)(Imp. Area) = 0.43 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.61 cfs NORTH IDAHO ENGINEERING 21 = 50.0 For 22 Z2= 1 Type B =1.0 n = 0.016 Rolled = 3.5 5= 0.017 d = 0.115 It 0.61 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) . (cfs) (cu ft) (cu ft) (cu ft) 10.67 640 2.16 0.61 523 640 -118 5 300 318 0.90 360 300 60 < == • 10 600 2.24 0.63 507 600 -93 ,: 15 ' 900' 1.77 0.50 557 900 -343 20 1200 - 1.45 0.41 579 1200 -621 25 1500 1.21 0.34 585 1500 -915 30 1800 1.04 0.29 591 1800 -1209 ,. 35 • .2100 • 0.91 0.26 594 2100 -1506 .40 • 2400 0.82 0.23 604 2400 -1796 1:45 2700 ' 0.74. 0.21 608 2700 -2092 -50 ,'.3000 0.68 0.19 616 3000 -2384 ., - .55 3300 0.64 0.18 634 3300 -2666 60 • 3600, . 0.61 0.17 656 3600 -2944 65 3900 0.60 0.17 696 3900 -3204 -;70 ; 4200 •.0.58 0.16 722 4200 -3478 75 4500 .0.56 0.16 744 4500 -3756 . 80 4800. 0.53 0.15 749 4800 -4051 85 5100 • 0.52 0.15 779 5100 -4321 90 5400 0.50 0.14 791 5400 -4609 95 5700 0.49 0.14 817 5700 -4883 100 6000 0.48 0.14 840 6000 -5160 208' DRAINAGE POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 INft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required � • MI MEI MN i a 111111 PROJECT: Riverwalk First Addition BASIN: C DESIGNER: M.H. DATE: 06/07/95 272 cu ft 595 cu ft 60 cu ft 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: D Tot. Area Imp. Area C= CASE 1 CASE 2 0.46 Acres 12220 SF 0.60 23 ft. Overland Flow Ct = L.= n= S= Tc = 2.78 min., by Equation 3-2 of Guidelines 470 ft. Gutter flow 0.15 23 ft. 0.40 0.005 Z1 = 50.0 For Z2 Z2 = 1 Type B = 1.0 n = 0.016 Rolled = 3.5 S= 0008 d = 0.138 ft A R Q Tc Tc total 1 Qc 0.49 0.07 0.68 5.62 8.41 2.45 0.68 Qpeak for Case 1 = 0.68 cfs Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow = .90(3.18)(Imp. Area) = 0.80 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.80 cfs NORTH IDAHO ENGINEERING BOWSTRING METHOD DETENTION BASIN Time Increment (min) ' - • 5 Time of Conc. (min) • 8.41 Outflow (cfs) 1 Design Year Flow , . - 10 Area (acres). :. . - - 0.46 Impervious Area (sqft) _ 12220 C' Factor, 't.l , 'i., - 0.6 208' Volume Provided --" 2030 Area • C ., 0.276 Time Time.lnc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) _(sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 8.41 . 504 2.45 0.68 458 504 -47 5 . 300 3.18 088 353 300 53 <__ 10 600 2.24 0.62 477 600 -123 15 900 1.77 0.49 523 900 -377 20 1200 1.45 0.40 549 1200 -651 25 1500 1.21 0.33 558 1500 -942 30 1800 1.04 0.29 566 1800 -1234 35 2100 0.91 0.25 571 2100 -1529 40 2400 0.82 0.23 582 2400 -1818 45 2700 0.74 0.20 586 2700 -2114 50 3000 0.68 0.19 595 3000 -2405 55 3300 0.64 0.18 613 3300 -2687 60 3600 0.61 0.17 635 3600 -2965 65 3900 0.60 0.17 674 3900 -3226 70 4200 0.58 0.16 700 4200 -3500 75 4500 0.56 0.15 722 4500 -3778 80 4800 0.53 0.15 727 4800 -4073 85 ' 5100 0.52 0.14 757 5100 -4343 90 5400 0.50 0.14 769 5400 -4631 95 5700 - 0.49 0.14 794 5700 -4906 100 6000 0.48 0.13 818 6000 -5182 208' DRAINAGE CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS 1 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of.Drywells Required PROJECT: Riverwalk First Addition BASIN: D DESIGNER: M.H. DATE: 06 /06/95 509 cu ft 2030 cu ft 53 cu ft ' 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: E Tot. Area Imp. Area C= CASE 1 3.37 Acres 18820 SF 0.39 50 ft. Overland Flow Ct = L= n= S= Tc = 3.85 min., by Equation 3 -2 of Guidelines 470 ft. Gutter flow NORTH IDAHO ENGINEERING 0.15 50 ft. 0.40 0.008 BOWSTRING METHOD DETENTION BASIN'DESIGN- Time Increment (min) 5 Time of Conc. (min) - 7.61 Outflow (cfs) 1 Design Year Flow 10 Area (acres) 3.37 Impervious Area (sq ft) 18820 'C' Factor 0.39 '208' Volume Provided 2030 Area' C 1.314 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (inlhr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 For Z2 t1t:; +'¢ 7.61 457 2.58 3.39 2075 457 1618 Z2 = 1 Type B = 1.0 n = 0.016 Rolled = 3.5 5 300 3.18 4.18 1680 300 1380 S = 0.008 ... 10 600 2.24 2.94 2223 600 1623 < == 15 900 ' , 177 2.33 2455 900 1555 d = 0.253 ft. ' 20 ..1200 1.45 1.91 2583 1200 1383 25 1500 1.21 1.59 2632 1500 1132 A R 0 Tc Tc total I Qc «::`:( :.'- ;;;.'. %i 30 .1800 1.04 1.37 2673 1800 873 35 2100 ' 0.91 1.20 2697 2100 597 1.63 0.13 3.39 3.76 7.61 2.58 3 39 . - , ; ; " ` " -. 40 ' 2400 ' ' 0.82 1.08 2754 2400 354 _....._,....._..f �- - - -- : "45 2700 ' " ' 0.74 0.97 2777 2700 77 Qpeak for Case 1 = 3.39 cfs 7:50 3000 - •.0.68 0.89 2820 3000 -180 55 3300 0.64 0.84 2906 3300 -394 60 '3600 • 0.61 0.80 3011 3600 -589 CASE 2 ' ' 65 3900 0.60 0.79 3198 3900 -702 °' ° ""' ° "' X70 • .: -:0.58 0.76 3320 4200 4880 Case 2 assumes a Time of Concentration less than 5 minutes so that the : 75 4500 ,.0.56 0.74 3426 4500 -1074 peak flow = .90(3.18)(Imp. Area) = 1.24 cfs .:- 80 ' -4800 - - 0.53 0.70 3452 4800 -1348 85 5100, 0.52 0.68 3592 5100 -1508 90 5400 • • 0.50 0.66 3651 5400 -1749 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.64 3771 5700 -1929 3.39 cfs ; > > "'G 100 6000 0.48 0.63 3883 6000 -2117 208' DRAINAGE POND CALCULATIONS • Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: E DESIGNER: M.H. DATE: 06/07/95 784 cu ft 2030 cu ft 1623 cu ft 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: F Tot. Area Imp. Area C= CASE 1 0.29 Acres 4850 SF 0.51 Time Increment (min)• • • • • - 5 Time of Conc. (min) • ' • 5.00 iiI Outflow (cfs) - 0.33 50 ft. Overland Flow Design Year Flow - ' 10 Area (acres) • • 0.29 Ct = 0.15 ' Impervious Area (sq ft) '- 4850 L = 50 ft. :;,,s'C! Factdr 0.51 n = 0.40 <;<37 '208' Volume Provided > . 450 S = 0.010 .....:..::::::::i::S+. Area • C'' 0.148 Tc = 3.60 min., by Equation 3-2 of Guidelines 160 ft. Gutter flow NORTH IDAHO ENGINEERING ::ll BOWSTRING METHOD DETENTION BASIN DESIGN Time Time.lnc:... .Interis. Q Devel. Vol.ln Vot.Out Storage (min) ; ;(sec)' .. (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 For Z2 . 5.00 3.18 0.47 189 99 90 <__ Z2= 3 Type B= 1.0 n = 0.016 Rolled = 3.5 5 : 300 3.18 0.47 189 99 90 < == S = 0.015 10 600 2.24 0.33 233 198 35 15 900 1.77 0.26 262 297 -35 d = 0.242 ft. . 20 1200 1.45 0.21 279 396 -117 25 1500 1.21 0.18 287 495 -208 A R Q Tc Tc total 1 Qc .. 30 1800 1.04 0.15 293 594 -301 35 2100 0.91 0.13 296 693 -397 0.18 0.11 0.47 0.99 5.00 3.18 0.47 ^ >sa 40 2400 0.82 0.12 303 792 -489 45 2700 0.74 0.11 307 891 -584 Qpeak for Case 1 = 0.47 cfs 50 3000 0.68 0.10 312 990 -678 55 3300 0.64 0.09 322 1089 -767 60 3600 0.61 0.09 334 1188 -854 CASE 2 ,,,,,,,,,,,,,,,,,,,,, 65 3900 0.60 0.09 355 1287 -932 70 4200 0.58 0.09 369 1386 -1017 Case 2 assumes a Time of Concentration less than 5 minutes so that the Zc7 €i 75 4500 0.56 0.08 381 1485 -1104 peak flow = .90(3.18)(Imp. Area) = 0.32 cfs t ' 80 4800 0.53 0.08 384 1584 -1200 85 5100 0.52 0.08 400 1683 -1283 90 5400 0.50 0.07 407 1782 -1375 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.07 420 1881 -1461 0.47 cfs E!:::; >i3t::::: ?s >: 100 6000 0.48 0.07 433 1980 -1547 208' DRAINAGE POND CALCULATIONS Required:'208' Storage Volume • = Impervious Area x .5 in / 12 in/ft • 208' Storage Volume Provided DRYW ELL REQUIREMENTS - 10 YEAR DESIGN STOR _ '. Maximum Storage Required by Bowstring • Number Type of Drywells Required • PROJECT: Riverwalk First Addition BASIN: F DESIGNER: M.H. DATE: 06/07/95 202 cu It 450 cu ft 90 cult 1 Single 0 Double Tot. Area Imp. Area C= CASE 1 40 ft. Overland Flow 300 ft. Gutter flow NORTH IDAHO ENGINEERING i - •_ _ Nu PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: G 0.28 Acres 5560 SF 0.51 Ct = L= n= S= Tc = 3.37 min., by Equation 3-2 of Guidelines Z1 = 3.0 For Z2 ,.a.,....,.....,i4:'s 5.79 348 2.96 0.42 197 348 -151 Z2= 3 Type B =1.0 n = 0.016 Rolled = 3.5 5 300 3.18 0.45 183 300 -117 < == S = 0.008:::`: 10 600 224 0.32 230 600 -370 15 900 1.77 0.25 257 900 -643 d = 0260 ft. ; ;;::'' 20 1200 " 1.45 0.21 273 1200 -927 25 1500 . 1.21 0.17 280 1500 -1220 A R Q Tc Tc total I Qc 30 1800 1.04 0.15 285 1800 -1515 35 2100 0.91 0.13 288 2100 -1812 0.20 0.12 0.42 2.42 5.79 2.96 0.42 r >: E Eis.. ' - 40 - 2400 0.82 0.12 295 2400 -2105 45 2700 0.74 0.11 298 2700 -2402 Qpeak for Case 1 = 0.42 cfs ?' "" 50 • 3000. 0.68 0.10 303 3000 -2697 -55 " 3300 0.64 0.09 312 3300 -2988 60 3600 0.61 0.09 324 3600 -3276 CASE 2 65 3900" 0.60 0.09 344 3900 -3556 .70 • -4200 0.58 0.08 358 4200 -3842 Case 2 assumes a Time of Concentration less than 5 minutes so that the ' > ??''. ..' x475 ' "' 4500.. 0.56 0.08 369 4500 -4131 peak flow = .90(3.18)(Imp. Area) = 0.37 cfs e• . 80 4800' '0.53 0.08 372 4800 -4428 :._...._::,.. - .85 5100 ' 0.52 00.07 387 5100 -4713 `90 ' ''5400.' ' 0.50 0.07 394 5400 -5006 So, the Peak Flow for the Basin is the greater of the two flows, • 95 5700 • 0.49 0.07 407 5700 -5293 0.42 cfs ? `u tiy'E... 100 6 0.48 0.07 419 6000 -5581 BOWSTRING METHOD DETENTION 8ASIN+DESIGN Time Increment (min). 5 Time of Conc. (min) 5.79 Outflow (cfs) 1 Design Year Flow 10 Area (acres) 0.28 0.15 fll§ >): Impervious Area (sq ft) 5560 40 ft. iil! ' " ` <<ts 'C' Factor 0.51 0.40 '208' Volume Provided 675 0.008 .. >:'> Area • C 0.143 Time Time Inc. Intens. Q Devet. Vol.ln Vol.Out Storage (min) (sec) (in /hr) (cfs) (cu ft) (cu ft) (cu ft) 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in /ft 232 cu ft 208' Storage Volume Provided 675 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring -117 cu ft Number and Type of Drywells Required .O. * MI MN si - .1 -:III - PROJECT: Riverwalk First Addition BASIN: G DESIGNER: M.H. DATE: 06/07/95 0 Single 1 Double i- 1 6E1 MO • am 1 E i- L .. • lim m= i a BOWSTRING METHOD PEAK FLOW CALCULATION PROJECT Riverwalk First Addition ......_.......:> >' DETENTION BASIN DESIGN BASIN: H Tot. Area Imp. Area C= CASE 1 0.29 Acres 7000 SF 0.57 50 ft. Overland Flow Ct = L= n= S= 0.15 50 ft. 0.40 0.010 Tc = 3.60 min., by Equation 3-2 of Guidelines 260 ft. Gutter flow NORTH IDAHO ENGINEERING Time Increment (min)' 5 Time of Conc. (min)' 5.62 Outflow (cfs) 1 Design Year Flow . 10 Area (acres) - 0.29 Impervious Area (sq ft) . 7000 'C' Factor 0.57 '208' Volume Provided • - 650 Area' C 0.165 PROJECT: Riverwalk First Addition BASIN: H DESIGNER: M.H. DATE: 06/07/95 • ..Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) . .(sec), , (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 For Z2 ,......._. }<xs> ? 5.62 , '337.' ' 101 0.50 225 337 -112 Z2= 3 Type B =1.0 n = 0.016 Rolled = 3.5 5 - '800 3.18 0.53 211 300 -89 •__ S = 0.008 r>..._..,.a,,. 10 : .600 2.24 0.37 265 600 -335 15 900 1.77 0.29 297 900 -603 d = 0.277 ft . 20 ' 1200 1.45 0.24 315 1200 -885 25 1500 1.21 0.20 323 1500 -1177 A R Q Tc Tc total I Qc . .:, 30 1800 1.04 0.17 329 1800 -1471 35 2100 0.91 0.15 333 2100 -1767 0.23 0.13 0.50 2.01 5.62 3.01 0.50i='c 40 2400 0.82 0.14 341 2400 -2059 45 2700 0.74 0.12 344 2700 -2356 Qpeak for Case 1 = 0.50 cfs ' ;;';'il^ 50 3000 0.68 0.11 350 3000 -2650 55 3300 0.64 0.11 361 3300 -2939 60 3600 0.61 0.10 375 3600 -3225 CASE 2 :.... ............... 65 3900 0.60 0.10 398 3900 -3502 70 4200 0.58 0.10 414 4200 -3786 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.09 427 4500 -4073 peak flow = .90(3.18)(Imp. Area) = 0.46 cfs 80 4800 0.53 0.09 431 4800 -4369 85 5100 0.52 0.09 448 5100 -4652 90 5400 0.50 0.08 456 5400 -4944 So, the Peak flow for the Basin is the greater of the two flows, ?tt:i1: € "`' 95 5700 0.49 0.08 471 5700 -5229 0.50 cfs . > ................... 100 6000 0.48 0.08 485 6000 -5515 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 292 cu ft 208' Storage Volume Provided 650 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring -89 cu fl Number and Type of.Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: I Tot. Area Imp. Area C= 1.35 Acres 22300 SF 0.52 Tc = 4.44 min., by Equation 3 -2 of Guidelines 570 ft. Gutter flow NORTH IDAHO ENGINEERING BOWSTRING METHOD - ' PROJECT: Riverwalk First Addition DETENTION BASIN'DESIGN` BASIN: I DESIGNER: M.H. •'.' DATE: 06/07/95 Time Increment (min) 5 CASE 1 > Time of Conc. (min) 7.36 Outflow (cfs) ' 1 50 ft. Overland Flow _ __:� Design Year Flow 10 Area (acres) 1.35 Ct = 0.15 : <;„ Impervious Area (sq ft) 22300 L = 50 ft. :.'C' Factor 0.52 n = 0.40 .::'::'208 Volume Provided 1030 S = 0.005 "Area' C 0.702 Time Time Inc. Intens. 0 Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 For Z2 :..:.:.::::.::..z3:;ii 7.36 442 2.62 1.84 1089 442 648 <_= Z2 = 3 Type B = 1.0 n = 0.016 Rolled = 3.5 5 300 3.18 2.23 897 300 597 S = 0.010 10 600 2.24 1.57 1180 600 580 15 900 1.77 1.24 1305 900 405 d = 0.435 ft. ...................� • 20 1200 , 1.45 1.02 1374 1200 174 25 1500 • 1.21 0.85 1402 1500 -98 A R 0 Tc Tc total 1 Qc ........... 30 1800 ' 1.04 0.73 1424 1800 -376 2100 0.91 0.64 1437 2100 -663 0.57 0.21 1.84 2.92 7.36 2.62 1.84P 40 2400 ' " 0.82 0.58 1468 2400 -932 45 - 2700 0.74 0.52 1481 2700 -1219 Qpeak for Case 1 = 1.84 cfs . 50 3000 0.68 0.48 1504 3000 -1496 55 • 3300 0.64 0.45 1550 3300 -1750 '.:60 3600 0.61 0.43 1606 3600 -1994 CASE 2 ...:. ..:.........:.. ' 65 3900 1 0.60 0.42 1706 3900 -2194 70 4200 0.58 0.41 1771 4200 -2429 Case 2 assumes a Time of Concentration less than 5 minutes so that the :: ?i .. ' 75 "4500' ° 0.56 0.39 1828 4500 -2672 peak flow = .90(3.18)(Imp. Area) = 1.47 cfs 1:: "s( ` "80 `4800 ' 0.53 0.37 1842 4800 -2958 ' 85 • `5100 ` .' . 0.52 0.37 1917 5100 -3183 -.90 5400 0.50 0.35 1948 5400 -3452 So, the Peak flow for the Basin is the greater of the two flows, . 95 5700 0.49 0.34 2012 5700 -3688 1.84 cfs . 100 6000 0.48 0.34 2072 6000 -3928 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required �• _ MIN -i -ILO 929 cu n 1030 cu ft 648 cu ft 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: J Tot. Area Imp. Area C= CASE 2 1.04 Acres 8400 SF 0.46 Tc = 6.56 min., by Equation 3-2 of Guidelines 260 ft. Gutter flow NORTH IDAHO ENGINEERING Z1 = 3.0 For Z2 Z2= 3 Type B =1.0 n = 0.016 Rolled = 3.5 S = 0.010 d = 0.370 ft. A R 0 Tc Tc total 1 Qc 0.41 0.18 1.20 1.48 8.04 2.50 1.20 ()peak for Case 1 = 1.20 cfs Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow = .90(3.18)(Imp. Area) = 0.55 cfs So, the Peak flow for the Basin is the greater of the two flows, 1.20 cfs BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment (min) ' 5 CASE 1 ...............': Time of Conc. (mini).. 8.04 Outflow (cfs) -- 3 210 ft. Overland Flows' Design Year Flow 10 :...:..:.::::..:..:..:i Area (acres) 1.04 Ct = 0.15 . F Impervious Area (sq ft) - 8400 L = 210 ft. ''is C' Factor - - 0.46 n = 0.40 is '208' Volume Provided i 585 S = 0.024 ...:.:..:..:.. s Area • C 0.478 :Time Time Inc. -- 4ntens. Q Devel. Vol.ln Vol.Out Storage .I•,(niin) '•%(sec):" ' (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 8.04 482 2.50 1.20 774 1447 -673 5 - :_ 300 3.18 1.52 612 900 -288 <_= - 10 .: 600 . -2:24 1.07 819 1800 -981 15 :::900 1.77 0.85 901 2700 -1799 .20 - 1200 1.45 0.69 946 3600 -2654 25 1500 1.21 0.58 963 4500 -3537 . 30 1800 1.04 0.50 977 5400 -4423 35 2100 0.91 0.44 986 6300 -5314 40 2400 0.82 0.39 1006 7200 -6194 45 2700 0.74 0.35 1014 8100 -7086 50 3000 0.68 0.33 1029 9000 -7971 55 3300 0.64 0.31 1061 9900 -8839 60 3600 0.61 0.29 1098 10800 -9702 65 3900 0.60 0.29 1167 11700 -10533 70 4200 0.58 0.28 1211 12600 -11389 75 4500 0.56 0.27 1250 13500 -12250 80 4800 0.53 0.25 1259 14400 -13141 85 5100 0.52 0.25 1310 15300 -13990 90 5400 0.50 0.24 1331 16200 -14869 95 5700 0.49 0.23 1375 17100 -15725 100 6000 0.48 0.23 1415 18000 -16585 208' DRAINAGE POND CALCULATIONS • RequiredV208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided Maximum Storage Required by Bowstring PROJECT: Riverwalk First Addition BASIN: J DESIGNER: M.H. DATE: 06/07/95 350 cu ft 585 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR -288 cu It Numberand Type of Drywells Required 0 Single 3 Double • N L s PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: K Tot. Area Imp. Area C= 1.86 Acres 7220 SF 0.26 Time Increment (min) • • . - 5 CASE 1 ';id "`j °`'" Time of Conc. (min) 16.38 Outflow (cfs) • • - 1 460 ft. Overland Flow , `;': Design Year Flow 10 - ----------- - - - - -- Area (acres) • . 1.86 Ct = 0.15 t:. Impervious Area (sq ft) 7220 L = 460 ft. 'C' Factor 0.26 n = 0.40 ::'::;208' Volume Provided 1140 S= 0.007 Area 'C 0.484 Tc = 15.19 min., by Equation 3-2 of Guidelines 190 ft. Gutter flow n = 0.016 Rolled = 3.5 5 300 3.18 1.54 618 300 318 a= S = 0.010 "' ` 10 600 2.24 1.08 871 600 271 ................c.a. 15 900 1.77 0.86 1032 900 132 d = 0.319 It 20 1200 1.45 0.70 1076 1200 -124 -;5 : : :: " '"' "' 25 1500 1.21 0.59 1073 1500 -427 A R - Q Tc Tc total I Qc ,._...,t "z # %aa; '• 30 ,1800 1.04 0.50 1073 1800 -727 35 2100 = 0.91 0.44 1071 2100 -1029 0.31 0.15 0.81 1.20 16.38 1.67 0.81 :' >`.r13 F?<'- . 40 2400 - 0.82 0.40 1084 2400 -1316 ` 45 .2700 0.74 0.36 1086 2700 -1614 Qpeak for Case 1 = 0.81 cfs ?.'. .. i' 50 • 3000 0.68 0.33 1096 3000 -1904 55 3300 0.64 0.31 1125 3300 -2175 60 3600 0.61 0.29 1161 3600 -2439 CASE 2 is ?```Ss>>> .v*' . 65 3900 0.60 0.29 1229 3900 -2671 -, .170 • 4200 0.58 0.28 1272 4200 -2928 Case 2 assumes a Time of Concentration less than 5 minutes so that the < :. ' .: • ;.::75 - °4500 . • 0.56 0.27 1309 4500 -3191 peak flow = .90(3.18)(Imp. Area) = 0.47 cfs * - `�' 80 - •_ - 4800.E - : - - -•0.53 0.26 1316 4800 -3484 i9 5. "85 '.5100 'r 0.52 0.25 1367 5100 -3733 - 90 .5400 0.50 0.24 1387 5400 -4013 So, the Peak flow for the Basin is the greater of the two Flows, '95 5700 0.49 0.24 1430 5700 -4270 0.81 cfs 100 6000 0.48 0.23 1470 6000 -4530 NORTH IDAHO ENGINEERING Z1 = 3.0 For Z2 Z2= 3 Type B =1.0 • Y BOWSTRING METHOD - DETENTION BASIN DESIGN' • Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 16.38 983 1.67 0.81 1066 983 83 208' DRAINAGE :POND CALCULATIONS Required 208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRVWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: K DESIGNER: M.H. DATE: 06 /07/95 301 cu ft 1140 cuft 318 cuft 0 Single 1 Double Tot. Area Imp. Area C= 0.72 Acres 2660 SF 0.24 Time Increment (min) 5 CASE 1 . :. '.:' :( Time of Conc. (min) 13.01 Outflow (cfs)' 1 290 ft. Overland Flow .,,,,...,.., Design Year Flow 10 Area (acres) - n 0.72 Ct = 0.15 .1 Impervious Area (sq ft) • 2660 L = 290 ft. i'C' Factor . . 0.24 n = 0.40 - :1:208' Volume Provided • 112 S= 0.006 .........:......:::: Area' C - 0.173 120 ft. Gutter flow Tc = 12.06 min., by Equation 3-2 of Guidelines BASIN: L Z1 = 3.0 For Z2 - 13.01 .. • `780 ' '1 0.33 349 780 -432 Z2 = 3 Type B = 1.0 ._..........__.._ n = 0.016 • Rolled = 3.5 - 5 300 3.18 0.55 221 300 -79 <__ S = 0.010 10 600 - 2.24 0.39 311 600 -289 • 15 900. , 1.77 0.31 356 900 -544 d = 0.228 ft. a.: i:< .:..::.::.:...:.`. ` +: r . ' 20 :.. :1200.: . 1.45 0.25 367 1200 -833 25 • . 1500. 1.21 0.21 369 1500 -1131 A R Q Tc Tc total I Qc - 30 1800 1.04 0.18 371 1800 -1429 35 2100 0.91 0.16 372 2100 -1728 0.16 0.11 0.33 0.95 13.01 1.93 0.33r %( ?: & 40 2400 0.82 0.14 378 2400 -2022 • 45 2700 0.74 0.13 379 2700 -2321 Qpeak for Case 1 = 0.33 cfs 50 3000 0.68 0.12 384 3000 -2616 55 3300 0.64 0.11 394 3300 -2906 60 3600 0.61 0.11 407 3600 -3193 CASE 2 65 3900 0.60 0.10 432 3900 -3468 70 4200 0.58 0.10 448 4200 -3752 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 .0.56 0.10 461 4500 -4039 peak flow = .90(3.18)(Imp. Area) = 0.17 cfs x, :'; ,? 80 4800 0.53 0.09 464 4800 -4336 85 5100 0.52 0.09 482 5100 -4618 90 5400 0.50 0.09 489 5400 -4911 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.08 505. 5700 -5195 0.33 cfs ..................... 100 6000 0.48 0.08 520 6000 -5480 NORTH IDAHO ENGINEERING BOWSTRING METHOD PEAK FLOW CALCULATION PROJECT Riverwalk First Addition DETENTION BASIN DESIGN Tithe Time Inc. Intens. O Devel. Vol.ln Vol.Out Storage (miri) .'(sec) -. (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS. 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: L DESIGNER: M.H. DATE: 06/21/95 111 cult 112 cu ft -79 cu ft 0 Single 1 Double PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: M Tot. Area Imp. Area C= 0.69 Acres 7950 SF 0.54 Tithe .Increment (min)":' ' ' 5 CASE 1 ...............:::! Time of Conc. (min) _. 11.85 Outflow (cfs) • , - 1 240 ft. Overland Flow ,) Design Year Flow - 10 Area (acres) • • - 0.69 Ct = 0.15 .. Impervious Area (sq ft) 7950 L = 240 ft. �,.,,..., .....' Factor 0.54 n = 0.40 :::::;208' Volume Provided 460 S= 0.008 „, ,,. ....::: ?Area • C 0.373 Tc = 9.87 min., by Equation 3-2 of Guidelines BOWSTRING METHOD PROJECT: Riverwalk First Addition DETENTION BASIN•DESIGN' BASIN: M DESIGNER: M.H. ' DATE: 06/07/95 Time Time Inc. Intens. O Devel. VoLln Vol.Out Storage 350 ft. Gutter flow i7; (min) (sec) (in/hr) (cfs) (cu ft) (cult) (cu ft) Z1 = 3.0 For Z2 11.85 711 2.04 0.76 723 711 12 Z2= 3 TypeB =1.0 n = 0.016 Rolled = 3.5 5 300 3.18 1.18 476 300 - 176 c == S = 0.014 : �'- : ^>>;' >'_, ";, 10 600 2.24 0.83 671 600 71 15 900 1.77 0.66 753 900 -147 d = 0.293 ft. . ,,, 20 1200 1.45 0.54 779 1200 -421 25 1500 1.21 0.45 785 1500 -715 A R 0 Tc Tc total I ac � ..:........ . . 30 1800 1.04 0.39 791 1800 -1009 35 2100 0.91 0.34 794 2100 -1306 0.26 0.14 0.76 1.97 11.85 2.04 0.76; -< _._ 40 2400 0.82 0.31 807 2400 -1593 45 2700 0.74 0.28 811 2700 -1889 Qpeak for Case 1 = 0.76 cfs .;,.! .. 50 3000, 0.68 0.25 821 3000 -2179 55 3300 0.64 0.24 845 3300 -2455 60 3600 0.61 0.23 873 3600 -2727 CASE 2 ...::.....:..:..:.... 65 3900 0.60 0.22 926 3900 -2974 70 4200 0.58 0.22 960 4200 -3240 Case 2 assumes a Time of Concentration less than 5 minutes so that the °' 3 i' ". ':; '$ 75 ' '4500' 0.56 0.21 989 4500 -3511 peak flow = .90(3.18)(Imp. Area) = 0.52 cfs :........... i`:aa. :.80 4800 ' 0.53 0.20 996 4800 -3804 •r;-85 - 5100. 0.52 0.19 1035 5100 -4065 90 5400. _ 0.50 0.19 1051 5400 -4349 So, the Peak Flow for the Basin is the greater of the two flows, ^' 95 ' 5700 ' 0.49 0.18 1085 5700 -4615 0.76 cfs ................ ', 1 6000 0:48 0.18 1116 6000 -4884 NORTH IDAHO ENGINEERING 208' DRAINAGE POND CALCULATIONS Required ;208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywelis Required 331 cu f1 460 cu ft 176 cu ft 0 Single 1 Double Tot. Area Imp. Area C= 0.62 Acres 11800 SF 0.48 Time Increment (min) 5 CASE 1 i';ji!;y; ;y;3i Time of Conc. (min) • 10.65 Outflow (cfs) - 0.33 150 ft. Overland Flow ' ?" ! } -, - Design Year Flow 10 Area (acres) -'•-----.:".- 7t:` •r' 0.62 Ct = 0.15 i:°2iii "'`:::!i Impervious Area (sq ft) 11800 L = 150 ft. '` 'C' Factor . 0.48 n = 0.40 '': ' •: .•,.ri '208' Volume Provided ' ' 540 S= 0.010 "' ......: Area •C 0.298 Tc = 6.97 min., by Equation 3-2 of Guidelines 530 ft. Gutter flow Z1 = 3.0 For Z2 • . 10.65 :639 •'' 2.16 0.64 552 211 341 <__ Z2 = 3 Type B = 1.0 - • n = 0.016 Rolled = 3.5 5 300 3.18 0.95 380 99 281 S = 0.009 ,,,,,>,,,,,,,,,,,,,,, , 10 . : 600 2.24 0.67 536 198 338 15 900 1.77 0.53 589 297 292 d = 0.298 ft. 3i 'i-. - ' "• 20 1200. . 1.45 0.43 612 396 216 " 25 1500; 1.21 0.36 618 495 123 A R Q Tc Tc total I Qc - - 30 •1800 • 1.04 0.31 624 594 30 35 2100 0.91 0.27 628 693 -65 0.27 0.14 0.64 3.68 10.65 216 0.64 40 2400 0.82 0.24 639 792 -153 45 2700 0.74 0.22 642 891 -249 Qpeak for Case 1 = 0,64 cfs ( „yit!` ;5t. ".: 50 3000 0.68 0.20 651 990 -339 55 3300 0.64 0.19 670 1089 -419 60 3600 0.61 0.18 693 1188 -495 CASE 2 :,.: >., :...:.... >.... 65 3900 0.60 0.18 735 1287 -552 70 4200 0.58 0.17 762 1386 -624 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.56 0.17 786 1485 -699 peak now = .90(3.18)(Imp. Area) = 0.78 cfs (` i>' ^,- , -`i 80 4800 0.53 0.16 791 1584 -793 Pe iii :......:......:..::.. 85 5100 0.52 0.15 823 1683 -860 90 5400 0.50 0.15 836 1782 -946 So, the Peak flow for the Basin is the greater of the two flows, '� <- ' .. ` 95 5700 0.49 0.15 863 1881 -1018 0.78 cfs ...........:...:....: 100 6000 0.48 0.14 888 1980 -1092 NORTH IDAHO ENGINEERING BOWSTRING METHOD PEAK FLOW CALCULATION PROJECT Riveriralk First Addition >...,,,..:.: >,.33: DETENTION BASIN DESIGN BASIN: N Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (secj (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in /ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywelis Required PROJECT: Riverwalk First Addition BASIN: N DESIGNER: M.H. DATE: 06/07/95 492 cu ft 540 cu ft 341 cu ft 1 Single 0 Double NMI Tot. Area Imp. Area C= CASE 2 1.01 Acres 9220 SF 0.48 Tc = 13.26 min., by Equation 3-2 of Guidelines 160 ft. Gutter flow d = 0.345 ft ()peak for Case 1 = 0.89 cfs So, the Peak flow for the Basin is the greater of the two flows, 0.89 cfs NORTH IDAHO ENGINEERING PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: 0 Z1 = 3.0 For Z2 Z2 = 3 Type B = 1.0 n = 0.016 Rolled = 3.5 S = 0.008 A R Q Tc Tc total 1 Qc 0.36 0.16 0.89 1.07 14.33 1.83 0.89 Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow = .90(3.18)(Imp. Area) = 0.61 cfs I l $ BOWSTRING METHOD ''> DETENTION BASIN ;DESIGN • Tiriie lricrement.(ihin):i'i C' 5 CASE 1 ` �<- 1 Time of Conc.. (min)'`` -1 • 14.33 Outflow (cfs) •• - 1 310 It Overland Flow Design Year Flow 10 Area (acres) i - 1.01 Ct = 0.15 ,<; Impervious Area (sq ft) 9220 L = 310 ft. 'C' Factor 0.48 n = 0.40 '208' Volume Provided 870 S = 0.005 . <? Area • C 0.485 PROJECT: Riverwalk First Addition BASIN: 0 DESIGNER: M.H. DATE: 06/07/95 Time Time Inc. Intens. Q Devel. Vol.ln Vol•Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 14.33 860 1.83 0.89 1020 860 161 5 300 3.18 1.54 620 300 320 c == 10 600 2.24 1.09 873 600 273 15 900 1.77 0.86 1023 900 123 20 1200 1.45 0.70 1049 1200 -151 25 1500 1.21 0.59 1051 1500 -449 30 1800 1.04 0.50 1055 1800 -745 35 2100 0.91 0.44 1055 2100 -1045 40 2400 0.82 0.40 1070 2400 -1330 45 2700 .0.74 0.36 1073 2700 -1627 50 3000 0.68 0.33 1085 3000 -1915 55 3300 0.64 0.31 1115 3300 -2185 60 3600 0.61 0.30 1151 3600 -2449 65 3900 0.60 0.29 1219 3900 -2681 70 4200 .0.58 0.28 1263 4200 -2937 75 ' '•0.56 0.27 1301 4500 -3199 "80 4800 ' 0.53 0.26 1308 4800 -3492 85 '5100 '- 0.52 0.25 1359 5100 -3741 "90 5400 0.50 0.24 1380 5400 -4020 • 95 ' 5700 0.49 0.24 1423 5700 -4277 100 6000. 0.48 0.23 1464 6000 -4536 . 208' DRAINAGE POND CALCULATIONS . Required' 208' Storage Volume = Impervious Area x .5 in / 12 in /ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required 384 cu ft 870 cu ft 320 cu 11 0 Single 1 Double a N. i N '`. .■ • la 1 E i L EN • a. Ew - i- tw BOWSTRING METHOD PEAK FLOW CALCULATION PROJECT Riverwalk First Addition :,,,_..,::a DETENTION BASIN DESIGN BASIN: Q Tot. Area Imp. Area C= 0.87 Acres 0 SF 0.48 Time Increment (min) 5 CASE 1 :i Time of Conc. (min) 19.56 ;' Outflow (cfs) • 0 750 ft. Overland Flow i8 %spat 4 Design Year Flow 10 Area (acres) .. ' - 0.87 Ct = 0.15 ' Impervious Area (sq ft) 0 L = 750 ft. ; lq; ;F'C' Factor "" 0.48 n = 0.40 g'20 Volume Provided - 0 S = 0.008 :......:.: :..:£.', Area' C (1418 Tc = 19.56 min., by Equation 3-2 of Guidelines NORTH IDAHO ENGINEERING Z2= 3 Type B =1.0 Time Time Inc. Intens. Q Devel. 0 ft. Gutter flow % >: (min) (sec) ( °rvhr) (cfs) Z1 = 3.0 For Z2 19.56 1174 1.48 0.62 n = 0.016 Rolled = 3.5 ; 5 , 300 3.18 1.33 534 S = 0.010 . `10 `600 -' 2.24 0.94 752 15 ' • 900 1.77 0.74 891 d = 0.289 ft. _ <€ - 20 1200 1.45 1161 . 968 25 ' 1500 1.21 0.51 960 A R 0 Tc Tc total I Qc . 30 1800 1.04 0.43 955 35 2100 0.91 0.38 950 0.25 0.14 0.62 0.00 19.56 1.48 0.62 40 2400 0.82 0.34 958 45 2700 0.74 0.31 958 Qpeak for Case 1 = 0.62 cfs 50 3000 0.68 0.28 965 55 3300 0.64 0.27 989 60 3600 0.61 0.25 1019 CASE 2 ,,,,,,,,,,,,,,,,,,,,, 65 3900 0.60 0.25 1077 70 4200 0.58 0.24 1114 Case 2 assumes a Time of Concentration less than 5 minutes so that the ? 75 4500 0.56 0.23 1146 peak flow = .90(3.18)(Imp. Area) = 0.00 cfs :.,,.,, :.::..,t 80 4800 0.53 0.22 1151 85 5100 0.52 0.22 1194 90 5400 0.50 0.21 1211 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.49 0.20 1248 0.62 cfs .. 100 6000 0.48 0.20 1283 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywalls Required PROJECT: Riverwalk First Addition BASIN: 0 DESIGNER: M.H. DATE: 06/08/95 Vol.ln Vol.Out Storage (cu ft) (cu fl) (cu ft) 970 0 cu ft 0 cu ft 1194 cu ft 0 Single ERR Double 970 534 752 891 968 960 955 950 958 958 965 989 1019 1077 1114 1146 1151 1194 <__ 1211 1248 1283 PEAK FLOW CALCULATION Tot. Area Imp. Area C= CASE 1 1.07 Acres 27960 SF 0.60 160 ft. Gutter flow NORTH IDAHO ENGINEERING 50 -year STORM PROJECT Riverwalk First Addition BASIN: A BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment (min) 5 Time of Conc. (min) 5.00 Outflow (cfs) 1 23 ft. Overland Flow Design Year Flow 50 Area (acres) 107 Ct = 0.15 ' "Impervious Area (sq ft) 27960 L = 23 ft. 'ii'C' Factor 0.6 n = 0.40 >< '208' Volume Provided • 1180 S = 0.005 ....................t Area' C 0.642 Tc = 2.78 min., by Equation 3-2 of Guidelines PROJECT: Riverwalk First Addition BASIN: A DESIGNER: M.H. DATE: 06 /07/95 Time Time Inc.. Intens. O Devel. Vol.ln Vol.Out Storage (min) (sec) (in /hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 - " - `5.00 300 4.00 2.57 1032 300 732 <__ Z2 = 1 n = 0.016 5 300. 4.00 2.57 1032 300 732 < == S = 0.008 >......' > >'s > ?''a . .10 600 2.88 1.85 1298 600 698 ,,,,:t5 , ;900 ,.. i 2.20 1.41 1415 900 515 d = 0.228 8. . ' ' - 20 . 1200 1.75 1.12 1463 1200 263 e>. _.._ ... 25 ..,:1 .. . �' 1.67 1.07 1718 1500 218 A R Q Tc Tc total I Qc .ii _..... 30 • 1800 156 1.00 1905 1800 105 '35 2 100 1.28 0.82 1810 2100 -290 1.32 0.11 2.57 1.37 5.00 4.00 2.57 '40 '2400' . '1.19 0.76 1903 2400 -497 45 2700 1.08 0.69 1943 2700 -757 Qpeak for Case 1 = 2.57 cfs ° 50 300Q 0.99 0.64 1972 3000 -1028 55 3300 0.92 0.59 2009 3300 -1291 60 3600 0.87 0.56 2068 3600 -1532 CASE 2 ?:tt__`? ^' 65 3900 0.82 0.53 2107 3900 -1793 70 4200 0.80 0.51 2210 4200 -1990 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.49 2275 4500 -2225 peak flow = .90(4.00)(Imp. Area) = 2.31 cfs : 80 4800 0.75 0.48 2360 4800 -2440 85 5100 0.72 0.46 2405 5100 -2695 90 5400 0.71 0.46 2508 5400 -2892 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0.44 2570 5700 -3130 257 cfs 100 6000 0.67 0.43 2625 6000 -3375 208' DRAINAGE POND CALCULATIONS Required '208 Storage Volume = Impervious Area x .5 in / 12 in/ft 1165 cult 208' Storage Volume Provided 1180 cu It DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring 732 cu ft Number and Type of Drywells Required 0 Single 1 Double PEAK FLOW CALCULATION Tot. Area Imp. Area C= 0.24 Acres 3600 SF 0.45 Tc = 3.27 min., by Equation 3 -2 of Guidelines 240 ft. Gutter flow NORTH IDAHO ENGINEERING 50 -year STORM PROJECT Riverwalk First Addition BASIN: B • BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment. (min):•9 : /a:.^:. 5 CASE 1 __.._._.. _..s `z; Time of Conc. :(min)'r':- s: : ..-• ' . 6.49 Outflow (cfs) ; - , , . , .. 1 30 ft. Overland Flow ;err Design Year FIov4'�'t`. 50 Area (acres) .•', ' 0.24 Ct = 0.15 "( Impervious Area (sq ft) 3600 L = 30 ft. ;:; "s >;;; 'C' Factor . - • ; 0.45 n = 0.40 ?'208' Volume Provided - 205 S = 0.005 ,.._......._t ?;:'Area' C 0.108 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 ,,. ......,.:':s ?? 6.49 389 4.00 0.43 225 389 -164 Z2 = 1 __....._.___ n = 0.016 5 300 4.00 S = 0.008 :.: 10 600 288 15 900 2.20 d = 0.116 ft . :- :!.._...3 20 1200 135 25 1500 1.67 A R 0 Tc Tc total I Qc 30 1800 1.56 35 2100 1.28 0.34 0.06 0.43 3.22 6.49 4.00 043 ..,h 40 2400 1.19 45 2700 1.08 Qpeak for Case 1 = 0.43 cfs _.._,.. _.._?? ?'? 50 3000 0.99 55 3300 0.92 60 3600 0.87 CASE 2 ..................... 65 3900 0.82 70 4200 0.80 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 peak flow =.90(4.00)(Imp. Area) = 0.30 cfs 80 4800 0.75 85 5100 . 0.72 .;:90 5400 0.71. So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0.43 cfs i: ^'�:::.' >. 100 6000 0.67• 208' DRAINAGE•POND CALCULATIONS • Required 208' Storage Volume • = Impervious Area x .5 in / 12 in /ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: B DESIGNER: M.H. DATE: 06/07/95 0.43 174 300 -126 <__ 0.31 228 600 -372 0.24 245 900 -655 0.19 252 1200 -948 0.18 294 1500 -1206 0.17 326 1800 -1474 0.14 309 2100 -1791 0.13 324 2400 -2076 0.12 330 2700 -2370 0.11 335 3000 -2665 0.10 341 3300 -2959 0.09 351 3600 -3249 0.09 357 3900 -3543 0.09 374 4200 -3826 0.08 385 4500 -4115 0.08 400 4800 -4400 0.08 407 5100 -4693 0.08 424 5400 -4976 0.07 435 5700 -5265 0.07 444 6000 -5556 150 cu ft 205 cu ft -126 cu ft 0 Single 1 Double PEAK FLOW CALCULATION Tot. Area Imp. Area C= 0.88 Acres 6530 SF 0.32 Time Increment (min) 5 CASE 1 .. :.: ? ?< Time of Conc. (min) 10.48 Outflow (cfs) 1 220 ft. Overland Flow ..,,,,....,.: %?' Design Year Flow 50 Area (acres) • 0.88 Ct = 0.15 i . ., .,.., „,..;ig Impervious Area (sq ft) 6530 L = 220 ft. 'C Factor 0.32 n = 0.40 ..<z:<::r 208' Volume Provided ' • , 595 S = 0.008 ''`.:'::;` ;Area' C 0282 Tc = 9.37 min., by Equation 3-2 of Guidelines 140 ft. Gutter flow Z1 = 50.0 10.48 629 4.00 1.13 949 629 320 < == Z2 = 1 n = 0.016 ( ' 5 300 4.00 1.13 453 300 153 - +? x:::. ?f :. •• 10 . 600 ' 288 0.81 652 600 52 S = 0.017 ir?:: ?:�<:ss;_;:�::t ":),i.1 5 ,!900 ,-.'' ' : 2.20 0.62 690 900 -210 d = 0.145 8. r •':• 20 - ,T1200 ' i .175 0.49 697 1200 -503 1.67 0.47 806 1500 -694 A R Q Tc Tc total I Qc • 30 , ,, 1800 1.56 0.44 885 1800 -915 1.28 0.36 834 2100 -1266 0.54 0.07 1.13 1.11 1048 4.00 1.13; ;Sii''S'. :. - .. .. 40 .2400', 1.19 0.33 872 2400 -1528 - 2700 1.08 0.30 886 2700 -1814 ()peak for Case 1 = 1.13 cfs 50 • 3000 0.99 0.28 896 3000 -2104 55 3300 0.92 0.26 910 3300 -2390 60 3600 0.87 0.24 934 3600 -2666 CASE 2 .:.::..:..:.......... 65 3900 0.82 0.23 950 3900 -2950 70 4200 0.80 0.23 994 4200 -3206 Case 2 assumes a Time of Concentration less than 5 minutes so that the "" ° "" 75 4500 0.77 0.22 1022 4500 -3478 peak flow = .90(4.00)(Imp. Area) = 0.54 cfs 80 4800 0.75 0.21 1059 4800 -3741 85 5100 0.72 0.20 1077 5100 -4023 90 5400 0.71 0.20 1122 5400 -4278 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 089 0.19 1149 5700 -4551 1.13 cfs ....,......._.__.. 100 6000 867 0.19 1172 6000 -4828 NORTH IDAHO ENGINEERING 50 -year STORM PROJECT Riverwalk First Addition BASIN: C 111111 NM L MI ' s • OM • NM = BOWSTRING METHOD DETENTION BASIN DESIGN • Time Time Inc. lntens. Q Devel. Vol.ln Vol.Out Storage '(min) (sec) (in/hr) (cfs) (cu ft) . (cu ft) (cu ft) 208 DRAINAGE POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: C DESIGNER: M.H. DATE: 06/07/95 272 cu ft 595 cu ft 320 cu ft 0 Single 1 Double 50 -year STORM PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: D Tot. Area Imp. Area C= 0.46 Acres 12220 SF 0.60 Z1 = 50.0 7.76 466 4.00 1.10 689 466 223 <== Z2= 1 n = 0.016 5 300 4.00 1.10 444 300 144 S = 0.008 10 600 2.88 0.79 603 600 3 15 900 2.20 0.61 643 900 -257 d= 0.166 ft. ........ .......... 20 1200 1.75 0.48 656 1200 -544 25 1500 1.67 0.46 764 1500 -736 A R Q Tc Tc total I Qc 30 1800 1.56 0.43 843 1800 -957 35 2100 1.28 0.35 798 2100 -1302 0.70 0.08 1.10 4.98 7.76 4.00 1.10;;: %;2;3t!af_;:': `' 40 2400 1.19 0.33 837 2400 -1563 45 2700 1.08 0.30 852 2700 -1848 ()peak for Case 1 = 1.10 cfs 50 3000 0.99 0.27 863 3000 -2137 55 3300 0.92 0.25 878 3300 -2422 60 3600 '- 0.87 0.24 902 3600 -2698 CASE 2 £ > # ;'yq' > >s 65 3900 ` 0.82 0.23 918 3900 -2982 70 4200 0.80 0.22 962 4200 -3238 Case 2 assumes a Time of Concentration less than 5 minutes so that the tr -.; 75 4500 • 0.77 0.21 990 4500 -3510 peak flow = .90(4.00)(Imp. Area) = 1.01 cfs 80 4800 0.75 0.21 1026 4800 -3774 85 5100 ' 0.72 0.20 1045 5100 -4055 90 5400 0.71 0.20 1089 5400 -4311 So, the Peak flow for the Basin is the greater of the two flows, i`g 1 ` > • • 95 5700 - 0.69 0.19 1116 5700 -4584 1.10 cfs 100 6000 0.67 0.18 1139 6000 -4861 208'. DRAINAGE -POND CALCULATIONS Required 208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208'.Statage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring NORTH IDAHO ENGINEERING BOWSTRING METHOD ' DETENTION BASIN DESIGN 'Tithe Increment-(min)I �% ••••••,=- �.• . 5 CASE 1 :t ;;g>3;r!:_ >; Tithe of Conc: (min) ' " • 7.76 ... ..Outflow (cfs):" : . l'• • 1 23 ft. Overland Flow t; „; ° Design Year Flow::' 50 Area (acres) ' ;'' <r ':r, ' 0.46 Ct = 0.15 • . Impervious Area (sq ft) - _ 12220 L = 23 ft. Sxit "s 'C' Factor i'..' • . 0.6 n = 0.40 i Volume Provided 2030 S= 0.005 .:...:...: ::::: >'i >`; Area 'C 0.276 PROJECT: Riverwalk First_Addition BASIN: D DESIGNER: M.H. DATE: 06/06/95 Tc = 2.78 min., by Equation 3-2 of Guidelines ---- - - - - -- - Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 470 ft. Gutter flow ;' (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Number and Type of Drywells Required 509 cu ft 2030 cu ft 223 cu ft 0 Single 1 Double PEAK FLOW CALCULATION Tot. Area Imp. Area C= CASE 1 3.37 Acres 18820 SF 0.39 50 ft. Ovedand Flow Ct = L= n= S= 0.15 50 ft. 0.40 0.008 50 -year STORM PROJECT Riverwalk First Addition BASIN: E Tc = 3.85 min., by Equation 3-2 of Guidelines 470 ft. Gutter flow BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment (min) 5 Time of Conc. (min) 7.22 Outflow (cfs) 1 Design Year Flow 50 Area (acres) 3.37 Impervious Area (sq ft) 18820 Factor 0.39 '208' Volume Provided 2030 Area' C 1.314 • • • • = IS l I NM OM PROJECT: Riverwalk First Addition BASIN: E DESIGNER: M.H. DATE: 06 /07/95 Time Time Inc. Intens. O Devel. Vol.ln Vol.Out Storage (min) '(sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 50.0 :). .. 7.22 433 4.00 5.26 3052 433 2618 c == Z2 = 1 n = 0.016 . :5 300 4.00 5.26 2113 300 1813 S = 0.008 ... _ '10 . - • 2.88 3.79 2829 600 2219 ; • 15 �' 900 ; 2.20 2.89 3028 900 2128 d = 0.298 ft. .;.r,,; � 20 ... :1200 -; 1.75 2.30 3099 1200 1899 - , 25 1506,-, 2.19 3616 1500 2116 A R 0 Tc Tc total I Oc r:( - 30 ,..1800 1.56 2.05 3993 1800 2193 35 2100 : •, r. 128, 1.68 3781 2100 1681 • 2.26 0.15 5.26 3.37 7.22 4.00 526 _., _., . 40 , 2400 1.19 1.56 3967 2400 1567 45 2700- 1.08 1.42 4042 2700 1342 Qpeak for Case 1 = 5.26 cfs i ,; _... . 50 . 3000 0.99 1.30 4095 3000 1095 55 3300 0.92 1.21 4168 3300 868 60 3600 0.87 1.14 4285 3600 685 CASE 2 ., 65 3900 0.82 1.08 4362 3900 462 70 4200 0.80 1.05 4571 4200 371 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 1.01 4703 4500 203 peak flow = .90(4.00)(Imp. Area) = 1.56 cfs ?,[�:; „_z_ � 80 4800 0.75 0.99 4877 4800 77 -__ -- - - - -- - -- 85 5100 0.72 0.95 4965 5100 -135 90 5400 0.71 0.93 5176 5400 -224 So, the Peak flow for the Basin is the greater of the two Flows, : 95 5700 0.69 0.91 5303 5700 -397 5.26 cfs ............... 100 6000 0.67 0.88 5413 6000 -587 NORTH IDAHO ENGINEERING 208' DRAINAGE POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required 784 cu ft 2030 cu ft 2618 cu ft 0 Single 1 Double 50 -year STORM PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: F Tot. Area Imp. Area C= CASE 1 0.29 Acres 4850 SF 0.51 Timelncremeht(mih) 5 Time of Conc: (min) :•, - 5.00 Outflow (cfs) . • ":,a "' 0.33 50 ft. Overland Flow Design.Year Flow., t'. 50 _..... Area (acres) :.:; ;,r� %g :!. ;.�.' •• 0.29 Ct = 0.15 } Impervious Area (sq ft) - 4850 L = 50 ft. r jt w' a j'C'' Factor .. ..? - :' 0.51 n = 0.40 c' >S208 Volume Provided' 450 S = 0.010 ' ;ii >E: "'t?'( Area' C 0.148 Tc = 3.60 min., by Equation 3 -2 of Guidelines BOWSTRING METHOD DETENTION BASIN•DESIGN PROJECT: Riverwalk First Addition BASIN: F DESIGNER: M.H. DATE: 06/07/95 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 160 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 ..................... 5.00 300 4.00 0.59 238 99 139 <__ Z2 = 3 n = 0.016 " "' ^! 5 300 4.00 0.59 238 99 139 <_= S = 0.015 ..............','':: 10 600 2.88 0.43 299 198 101 15 900 2.20 0.33 326 297 29 d = 0.263 11. 20 1200 1.75 0.26 337 396 -59 25 1500 1.67 0.25 396 495 -99 A R Q To Tc total I oc „,.,,, 30 1800 1.56 0.23 439 594 -155 35 2100 1.28 0.19 417 693 -276 0.21 0.12 0.59 0.94 5.00 400 0.59 40 2400 1.19 0.18 439 792 -353 • 45 2700 1.08 0.16 448 891 -443 Qpeak for Case 1 = 0.59 cfs 50 3000 0.99 0.15 454 990 -536 55 3300 0.92 0.14 463 1089 -626 60 3600 0.87 0.13 476 1188 -712 CASE 2 . ...........:... :..» 65 3900 0.82 0.12 485 1287 -802 70 4200 0.80 0.12 509 1386 -877 Case 2 assumes a Time of Concentration less than 5 minutes so that the ` >`z3 75 4500 0.77 0.11 524 1485 -961 peak flow= .90(4.00)(Imp. Area) = 0.40 cfs .................. 80 4800 -.. 0.75 0.11 544 1584 -1040 85 5100 0.72 0.11 554 1683 -1129 - 90 5400 • 0.71 0.11 578 1782 -1204 So, the Peak flow for the Basin is the greater of the two flows, =?'i 95 ' 5700 0.69 0.10 592 1881 -1289 0.59 cfs 100 600Q 0.67 0.10 605 1980 -1375 208' DRAINAGE.POND CALCULATIONS ;'__,,...;.' Required l'208' Storage Volume = Impervious Area x .5 in / 12 in/ft 202 cu ft ..: 208' Storage Volume Provided 450 cu ft DRYWELL REQUIREMENTS : 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring 139 cu ft Number and Type of Drywells Required 1 Single 0 Double NORTH IDAHO ENGINEERING i ow i =L EN 1mi. - .1 i PEAK FLOW CALCULATION Tot. Area Imp. Area C= 0.28 Acres 5560 SF 0.51 Tc = 3.37 min., by Equation 3 -2 of Guidelines 300 ft. Gutter flow NORTH IDAHO ENGINEERING 50 -year STORM PROJECT Riverwalk First Addition BASIN: G : =:) BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment (min) 5 CASE 1 ............:: )(i Time of Conc. (min) 5.62 Outflow (cfs) 1 40 ft. Overland Flow Design Year Flow 50 Area (acres) 0.28 Ct = 0.15 it %2'i Impervious Area (sq ft) 5560 L = 40 ft. Si: 'C' Factor 0.51 n = 0.40 s;;i >'208' Volume Provided 675 S = 0.008 ,,; Area' C 0.143 Time Time Inc. Intens. Q Devel. Vol.ln VolOut Storage (min) (sec) . (In/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 ..............€&<? 5.62 337 4.00 0.57 258 337 -79 Z2= 3 n = 0.016 5 300 4.00 0.57 230 300 -70 <__ S = 0.008 10 600 2.88 0.41 294 600 -306 15 ..900 2.20 0.31 319 900 -581 . d = 0.291 ft. 201200 : 1.75 0.25 329 1200 -871 ere... e . 1500 - 1.67 0.24 385 1500 -1115 A R 0 Tc Tc total I Qc _ 30 . 1800 1.56 0.22 427 1800 -1373 35 2100 ,'1.28 0.18 405 2100 -1695 .. . 0.25 0.14 0.57 2.25 5.62 4.00 0.57; ' - _ 40 2400 _1.19 0.17 426 2400 -1974 2700 . . 1.08 0.15 434 2700 -2266 Opeak for Case 1 = 0.57 cfs 50 .. 3000 0.99 0.14 440 3000 -2560 55 3300 0.92 0.13 449 3300 -2851 60 3600 0.87 0.12 461 3600 -3139 CASE 2 ....................: 65 3900 0.82 0.12 470 3900 -3430 70 4200 0.80 0.11 493 4200 -3707 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 ,0.77 0.11 507 4500 -3993 peak flow = .90(4.00)(Imp. Area) = 0.46 cfs 80 4800 0.75 0.11 526 4800 -4274 85 5100 0.72 0.10 536 5100 -4564 90 5400 0.71 0.10 559 5400 -4841 So, the Peak flow for the Basin is the greater of the two flows, ?" `? 95 5700 0.69 0.10 573 5700 -5127 0.57 cfs ..................., 100 6000 0.67 0.10 585 6000 -5415 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in /ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: G DESIGNER: M.H. DATE: 06 /07/95 232 cu ft 675 cu ft -70 cu ft 0 Single 1 Double PEAK FLOW CALCULATION Tot. Area Imp. Area C= 0.29 Acres 7000 SF 0.57 Time Ilicrement_(min) 5 CASE 1 " Time of Conc. (min) .' r -'. 5.48 Outflow (cfs) - t 1 50 ft. Overland Flow > Design Year Flow 50 Area (acres) ' .k ."} ` 0.29 Ct = 0.15 .; ? Impervious Area (sq ft) • 7000 L = 50 ft. x..: >A:.'• 'C' Factor' .. 1 ' ' - 0.57 n = 0.40 ; ;;;":; ? >'' >'208' Volume Provided r ' 650 S = 0.010 ``.'.':rf Area' C 0.165 Tc = 3.60 min., by Equation 3-2 of Guidelines Time Time Inc. Intens. Q Devel, Vol.In Vol.Out Storage 260 ft. Gutter flow :.'. ? ?��'; ?`c (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 21 = 3.0 5.48 329 4.00 0.66 291 329 -37 Z2= 3 _........_.... n = 0.016 5 300 4.00 0.66 266 300 -34 < == S = 0.008 x x' i 10 600 2.88 0.48 339 600 -261 15 900 2.20 0.36 368 900 -532 d = 0.308 ft. ..o s 20 1200 1.75 0.29 379 1200 -821 25 1500 1.67 0.28 445 1500 -1055 A R Q Tc Tc total I Qc ... 30 1800 1.56 0.26 493 1800 -1307 35 2100 1.28 0.21 468 2100 -1632 0.28 0.15 0.66 1.88 5.48 4.00 0.66 :ih 40 2400 1.19 0.20 492 2400 -1908 45 2700 1.08 0.18 502 2700 -2198 Qpeak for Case 1 = 0.66 cfs : %?F;.:t'.;;tE 50 3000 0.99 0.16 509 3000 -2491 55 3300 0.92 0.15 519 3300 -2781 60 3600 0.87 0.14 534 3600 -3066 CASE 2 ij » >' > > { > >ll( 65 3900 0.82 0.14 544 3900 -3356 70 4200 0.80 0.13 570 4200 -3630 Case 2 assumes a Time of Concentration less than 5 minutes so that the ,.,_,.., 75 4500 0.77 0.13 587 4500 -3913 peak flow = .90(4.00)(Imp. Area) = 0.58 cfs ; 80 4800 0.75 0.12 609 4800 -4191 85 5100 0.72 0.12 620 5100 -4480 90 5400 0.71 0.12 647 5400 -4753 So, the Peak flow for the Basin is the greater of the two (lows, 95 5700 0.69 0.11 663 5700 -5037 0.66 cfs 100 6000 0.67 0.11 677 6000 -5323 NORTH IDAHO ENGINEERING 50 -year STORM PROJECT Riverwalk First Addition BASIN: 1-1 BOWSTRING METHOD DETENTION BASIN DESIGN DRAINAGE POND CALCULATIONS , Required ,208 Storage Volume = Impervious Area x .5 in / 12 in/ft 208'_Stdrage Volume Provided DRYWELL REQUIREMENTS -.10 YEAR DESIGN STOR Maximum Storage, Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: H DESIGNER: M.H. DATE: 06/07/95 292 cu ft 650 cu ft -34 cu ft 0 Single 1 Double • • • • • • • • • • wit t - - n 50 -year STORM PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: I Tot. Area Imp. Area C= CASE 1 1.35 Acres 22300 SF 0.52 Tc = 4.44 min., by Equation 3-2 of Guidelines 570 ft. Gutter flow NORTH IDAHO ENGINEERING BOWSTRING METHOD i DETENTION BASIN DESIGN Time Increment (min) 5 Time of Conc. (min) 7.07 Outflow (cfs) 1 50 ft. Overland Flow Design Year Flow 50 Area (acres) 1.35 Ct = 0.15 iEii ? Impervious Area (sq ft) 22300 L = 50 ft. C' Factor 0.52 n = - 0.40 208' Volume Provided 1030 S = 0.005 ,,,;,,; £ Area • C 0.702 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 7.07 424 4.00 2.81 1596 424 1171 < == Z2= 3 _......... _........ n = 0.016 > > " > "! 5 300 4.00 2.81 1129 300 829 S = 0.010 !? „ 10 600 2.88 2.02 1505 600 905 15 900 2.20 1.54 1613 900 713 d = 0.509 ft. ._., !£'`iii 1 ?> """20 • 1200 ' 1.75 1.23 1651 1200 451 • 25 . 1500 - 1.67 1.17 1928 1500 428 A R Q Tc Tc total I Qc ) " • .30 ' ' 1800 . 1.56 1.10 2129 1800 329 • ' • 35 - 2100 1.28 0.90 2017 2100 -83 0.78 0.24 2.81 2.63 7.07 4.00 2.8 z�' • • ^ -40 '2400- - " : -1:19 0.83 2116 2400 -284 2700 1.08 0.76 2156 2700 -544 Qpeak for Case 1 = 2.81 cfs _`' "> < 50 - 3000 ' ' 0.99 0.69 2185 3000 -815 ' 55 3300 - 0.92 0.65 2224 3300 -1076 60 3600 0.87 0.61 2287 3600 -1313 CASE 2 ,,,,,,...s,. ^'`.? 65 3900 ' 0.82 0.58 2328 3900 -1572 70 4200 0.80 0.56 2440 4200 -1760 Case 2 assumes a Time of Concentration less than 5 minutes so that the >>`? 75 4500 .0.77 0.54 2510 4500 -1990 peak flow = .90(4.00)(Imp. Area) = 1.84 cfs 80 4800 0.75 0.53 2603 4800 -2197 •85 5100 0.72 0.51 2651 5100 -2449 90 5400 0.71 0.50 2763 5400 -2637 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0.48 2831 5700 -2869 2.81 cfs ..................... 100 6000 0.67 0.47 2890 6000 -3110 208' DRAINAGE POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 in /ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: I DESIGNER: M.H. DATE: 06/07/95 929 cu ft 1030 cu ft 1171 cu ft 0 Single 1 Double PEAK FLOW CALCULATION Tot. Area Imp. Area C= 1.04 Acres 8400 SF 0.46 Tc = 6.56 min., by Equation 3-2 of Guidelines NORTH IDAHO ENGINEERING 50 -year STORM PROJECT Riverwalk First Addition BASIN: J BOWSTRING METHOD' DETENTION BASIN DESIGN Time Increment (miny- -• • . L.: 5 CASE 1 „ of Conc. (min) • • ' •. }. 7.88 Outflow (cfs)•+ : t •:^ +..._•• ' 3 210 ft. Overland Flow ::.: � Design Year Flow ' 50 . _... . .�Area:(acres) "- ii; . -.Far: .a, •ur'e' • 1.04 Ct = 0.15 „Impervious Area (sq fl) 8400 L = 210 ft. ,::<':'C'•Factdri i-•.' J 0.46 n = 0.40 .!13208' Volume Provided - 585 S = 0.024 ..:..::...: >::.:i «:': Area • C 0.478 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 260 ft. Gutter flow , j (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 7.88 473 4.00 1.91 1212 1418 -206 Z2 = 3 _........._ n = 0.016 z1'sl 5 300 4.00 1.91 769 900 -131 <__ S = 0.010 Si`1'1t3e 10 600 2.88 1.38 1048 1800 -752 15 900 2.20 1.05 1116 2700 -1584 d = 0.441 ft. ..::..: >.:.:..3'`.3`'RS 20 1200 1.75 0134 1139 3600 -2461 25 1500 1.67 0.80 1327 4500 -3173 A R 0 Tc Tc total I Qc 1 „<:ti111a <111 30 1800 1.56 0.75 1463 5400 -3937 -- -- -- - 35 2100 1.28 0.61 1384 6300 -4916 0.58 0.21 1.91 1.32 7.88 4.00 1.91 :':1:1:1111112' ?1Z 40 2400 1.19 0.57 1452 7200 -5748 45 2700 1.08 0.52 1478 8100 -6622 Qpeak for Case 1 = 1.91 cfs „• 50 3000 0.99 0.47 1497 9000 -7503 55 3300 0.92 0.44 1523 9900 -8377 60 3600 0.87 0.42 1565 10800 -9235 CASE 2 .....:....... "`:.. 65 3900 0.82 0.39 1593 11700 -10107 70 4200 0.80 0.38 1669 12600 -10931 Case 2 assumes a Time of Concentration less than 5 minutes so that the . -. 75 4500 0.77 0.37 1717 13500 -11783 peak flow = .90(4.00)(Imp. Area) = 0.69 cfs ? :` >; 80 4800 l 0.75 0.36 1780 14400 -12620 85 5100 • 0.72 0.34 1812 15300 -13488 90 5400 0:71 0.34 1889 16200 -14311 So, the Peak Flow for the Basin is the greater of the two flows, 95 5700 0.69 0.33 1935 17100 -15165 1.91 cfs ...,. �.....:...;;> 100 6000 067 0.32 1975 18000 -16025 208'' ,DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area a .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS = 10 YEAR DESIGN STOR • Maximum Storage'Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: J DESIGNER: M.H. DATE: 06/07/95 350 cu ft 585 cu ft -131 cu ft 0 Single 3 Double PEAK FLOW CALCULATION Tot. Area Imp. Area C= CASE 1 1.86 Acres 7220 SF 0.26 460 ft. Overland Flow Ct = L= n= S= 190 ft. Gutter flow NORTH IDAHO ENGINEERING 0.15 460 ft. 0.40 0.007 50 -year STORM PROJECT Riverwalk First Addition BASIN: K Tc = 15.19 min., by Equation 3 -2 of Guidelines 11 6. NE a BOWSTRING METHOD tI DETENTION BASIN DESIGN Time Increment (min) 5 Time of Conc. (min) 16.15 Outflow (cfs) 1 Design Year Flow 50 Area (acres) 1.86 Impervious Area (sq ft) 7220 Factor 0.26 208' Volume Provided 1140 Area • C 0.484 208' DRAINAGE POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 in/ft Z1 = 3.0 16.15 969 4.00 1.93 2512 969 1543 <__ Z2 = 3 n = 0.016 ?n' ;;i; 5 300 4.00 1.93 778 300 478 S = 0.010 r , 10 600 2.88 1.39 1120 600 520 15 . e 900. 2.20 1.06 1283 900 383 d= 0.442 ft. :; x ..20 _1200, 1.75. 0.85 1294 1200 94 25 1500 - 1.67 0.81 1477 1500 -23 A R Q Tc Tc total I Qc _ _ 30 .. .1800 1.56 0.75 1606 1800 -194 35. 2100 1.28 0.62 1504 2100 -596 0.59 0.21 1.93 0.96 16.15 4.00 1.93 , s 40 , 2400 1.19 0.57 1564 2400 -836 - - - - - -- - - -- - 45. . 2700 - 1.08 0.52 1582 2700 -1118 Qpeak for Case 1 = 1.93 cfs - 50 3000 0.99 0.48 1594 3000 -1406 55 3300 0.92 0.44 1615 3300 -1685 60 3600 0.87 0.42 1653 3600 -1947 CASE 2 „_,_,,,,,,..I'i':i 65 3900 0.82 0.40 1677 3900 -2223 70 4200 .0.80 0.39 1752 4200 -2448 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.37 1798 4500 -2702 peak flow = .90(4.00)(Imp. Area) = 0.60 cfs 80 4800 0.75 0.36 1860 4800 -2940 85 5100 0.72 0.35 1890 5100 -3210 90 5400 0.71 0.34 1967 5400 -3433 So, the Peak flow for the Basin is the greater of the two flows, ?`�' 95 5700 0.69 0.33 2012 5700 -3688 1.93 cfs 100 6000 0.67 0.32 2051 6000 -3949 PROJECT: Riverwalk First Addition BASIN: K DESIGNER: M.H. DATE: 06/07/95 Time Time Inc. Intens. 0 Devel. , Vol.ln Vol.Out Storage (min) (sec) ;'- (in/hr) (cfs) (cu ft) (cu ft) (cu ft) 301 cu ft 208' Storage Volume Provided 1140 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring 1543 cu ft Number and Type of Drywells Required 0 Single 1 Double Nil IMO 11111 � NB •I• • - • - 111= - M. N '� .: ME - PEAK FLOW CALCULATION Tot. Area Imp. Area C= 0.72 Acres 2660 SF 0.24 50 -year STORM PROJECT Riverwalk First Addition BASIN: L Tc = 12.06 min., by Equation 3-2 of Guidelines NORTH IDAHO ENGINEERING BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment (min) " - 5 CASE 1 Time of Conc. (min) .'" 12.85 Outflow .(cfs) • .. - 1 290 ft. Overland Flow a Design Year Floww .: - 50 Area (acres) . . ;;,< '- t -, 0.72 Ct = 0.15 Impervious Area (sq ft)'' 2660 L = 290 It ,.: "C' factor• ' - 024 n = 0.40 '208' Volume Provided • 112 S = 0.006 „,,.,.:�,.,,') Area' C . 0.173 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage 120 ft. Gutter flow (min) (sec) (in /hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 12.85 771 4.00 0.69 714 771 -57 Z2 = 3 _._ .............._ n = 0.016 5 300 4.00 0.69 278 300 -22 <_= S = 0.010 �._......'? 10 600 2.88 0.50 400 600 -200 15 900 2.20 0.38 442 900 -458 d = 0.300 R. ';t..........< 20 1200 1.75 0.30 442 1200 -758 25 1500 1.67 0.29 508 1500 -992 A R Q Tc Tc total I Qc .. 30 1800 1.56 0.27 556 1800 -1244 35 2100 1.28 0.22 522 2100 -1578 0.27 0.14 0.69 0.79 12.85 4.00 0.69 40 2400 1.19 0.20 545 2400 -1855 45 2700 1.08 0.19 553 2700 -2147 ()peak for Case 1 = 0.69 cfs ..................._ 50 3000 0.99 0.17 558 3000 -2442 55 3300 0.92 0.16 566 3300 -2734 60 3600 0.87 0.15 581 3600 -3019 CASE 2 .. .. 65 3900 0.82 0.14 590 3900 -3310 70 4200 0.80 0.14 617 4200 -3583 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.13 634 4500 -3866 peak flow = .90(4.00)(Imp. Area) = 0.22 cfs - 80 4800 0.75 0.13 656 4800 -4144 85 5100 " 0.72 0.12 667 5100 -4433 90 5400 0.71 0.12 695 5400 -4705 So, the Peak flow for the Basin is the greater of the two Rows, 95 5700 0.69 0.12 711 5700 -4989 0.69 cfs ..................... 100 6000 0.67 0.12 725 6000 -5275 208'. DRAINAGE.POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208'.Storage Volurne'Provided DRYWELL REQUIREMENTS'- 10 YEAR DESIGN STOR • ' Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: L DESIGNER: M.H. DATE: 06/21/95 111 cu ft 112 cu ft -22 cu ft 0 Single 1 Double i _ i - L 1.1 • - PEAK FLOW CALCULATION Tot. Area Imp. Area C = CASE 1 0.69 Acres 7950 SF 0.54 240 ft. Overland Flow Ct = L= n= S= 350 ft. Gutter flow 0.15 240 ft. 0.40 0.008 50 -year STORM PROJECT Riverwalk First Addition BASIN: M Tc = 9.87 min., by Equation 3 -2 of Guidelines BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment (min) 5 Time of Conc. (min) 11.54 Outflow (cfs) 1 Design Year Flow 50 Area (acres) 0.69 Impervious Area (sq ft) 7950 'C' Factor 0.54 3;'208' Volume Provided 460 Area ' C 0.373 PROJECT: Riverwalk First Addition BASIN: M DESIGNER: M.H. DATE: 06 /07/95 Time Time Inc. Intens. O Devel. Vol.ln Vol.Out Storage (min) , (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 11.54 693 4.00 1.49 1383 693 691 < == Z2 = 3 n = 0.016 5 300 4.00 1.49 599 300 299 S = 0.014 ......... ±is? 10 600 2.88 1.07 863 600 263 15 900 2.20 082 931 900 31 d = 0.377 ft. x :' 's3 : 20 1200 1.75 0.65 936 1200 -264 25 ' 1500 1.67 0.62 1080 1500 -420 A R Q Tc Tc total 1 :> 30 1800 1.56 0.58 1183 1800 -617 35 2100 . 1.28 0.48 1114 2100 -986 2400' ' 1.19 0.44 1164 2400 -1236 ". 2700 1.08 0.40 1181 2700 -1519 Qpeak for Case 1 = 1.49 cfs 50 ' 3000 , • ' 0.99 0.37 1193 3000 -1807 55 3300 ' 0.92 0.34 1212 3300 -2088 60 3600 0.87 0.32 1243 3600 -2357 CASE 2 65 3900 0.82 0.31 1264 3900 -2636 70 4200 0.80 0.30 1322 4200 -2878 :5:x:::1:! Case 2 assumes a Time of Concentration less than 5 minutes so that the ' 75 4500 4 '0.77 0.29 1359 4500 -3141 peak flow = .90(4.00)(Imp. Area) = 0.66 cfs ,',3 , 80 4800 ' 0.75 0.28 1407 4800 -3393 85 5100 0.72 0.27 1431 5100 -3669 90 5400 0.71 0.26 1491 5400 -3909 So, the Peak flow for the Basin is the greater of the two flows, ' :3 95 5700 0.69 0.26 1526 5700 -4174 1.49 cfs 100 6000 0.67 0.25 1557 6000 -4443 NORTH IDAHO ENGINEERING 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required 331 cu ft 460 cu It 691 cu ft 0 Single 1 Double 50 -year STORM PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BASIN: N Tot. Area Imp. Area C= 0.62 Acres 11800 SF 0.48 Tc = 6.97 min., by Equation 3-2 of Guidelines NORTH IDAHO ENGINEERING BOWSTRING METHOD DETENTION BASIN'DESIGN Time'Increment (miu) • 5 CASE 1 Time of Conc. (mini 10.12 Outflow (cfs) - ' * - 4 - 4 - - . ‘ 1 - 0.33 150 R. Overland Flow '•° t? � " ' Design Year Flow 50 ................: >: Area (acres)'.:• l'l,..• + 0.62 Ct = 0.15 Impervious Area (sq ft) � , 11800 L = 150 ft. 'C'- Factor %' 6'"' r:: - 0.48 n = 0.40 •'208' Volume Provided' •■• 540 S = 0.010 :.:.:.::. €'' Area' C ' 0.298 Time Time Inc. Intens. 0 Devel. Vol.ln Vol.Out Storage 530 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) Z1 = 3.0 ...._ ............... .10.12 607 4.00 1.19 969 200 768 c == Z2= 3 _..___...... n = 0.016 5 300 4.00 1.19 479 99 380 5 = 0 009 10 600 2.88 0.86 1 689 198 491 15 900 2.20 0.65 724 297 427 d = 0.376 R. ";` "- 20 1200 1.75 0.52 732 396 336 25 1500 1.67 0.50 848 495 353 A R 0 Tc Tc total I Qc 30 1800 1.56 0.46 932 594 338 35 2100 1.28 038 879 693 186 0.42 0.18 1.19 3.16 10.12 4.00 1.19a'):' °; 40 2400 ' 1.19 035 919 792 127 45 2700 1.08 0.32 934 891 43 Qpeak for Case 1 = 1.19 cfs .._.._..___. > i 50 3000 0.99 0.29 945 990 -45 55 ' 3300 0.92 0.27 960 1089 -129 60 3600 0.87 0.26 986 1188 -202 CASE 2 65 3900 0.82 0.24 1002 1287 -285 70 4200 0.80 0.24 1049 1386 -337 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.23 1078 1485 -407 peak flow = .90(4.00)(Imp. Area) = 0.98 cfs 80 4800 0.75 0.22 1117 1584 -467 85 5100 0.72 0.21 1137 1683 -546 90 5400 0.71 0.21 1185 1782 -597 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0.21 1213 1881 -668 1.19 cfs . ............... 100 6000 0.67 0.20 1238 1980 -742 208' DRAINAGE POND CALCULATIONS Required' 206 Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR MaximuniStorage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: N DESIGNER: M.H. DATE: 06/07/95 492 cu ft 540 cu ft 768 cu It 1 Single 0 Double PEAK FLOW CALCULATION Tot. Area Imp. Area C= CASE 1 as- 1.01 Acres 9220 SF 0.48 50 -year STORM PROJECT Riverwalk First Addition BASIN: 0 Time Increment (min) 5 Time of Conc. (min) 14.14 Outflow (cfs) 1 310 ft. Overland Flow > Design Year Flow 50 Area (acres) 1.01 Ct = 0.15 :: Impervious Area (sq ft) 9220 L = 310 ft. :: 'C' Factor 0.48 n = 0.40 :`.':208' Volume Provided 870 5= 0.005 ..:....:::.:. ::.....:<i Area 'C 0.485 Tc = 13.26 min., by Equation 3-2 of Guidelines BOWSTRING METHOD DETENTION BASIN DESIGN Time Time Inc. Intens. Q Devel. Vol.ln VOI.Out Storage 1Q0 ft. Gutter flow (min) (sec) (in/hr) (cfs) (cu ft) (cu ft) (cu ft) PROJECT: Riverwalk First Addition BASIN: 0 DESIGNER: M.H. DATE: 06/07/95 Z1 = 3.0" .__...s 14.14 848 4.00 1.94 2204 848 1356 <== Z2 = 3 n = 0.016 !:. i . `! 5 300 4.00 1.94 760 300 480 S = 0.008 ... ri ?. _........ 10 600 2.88 1.40 1123 600 523 15 900 2.20 1.07 1268 900 368 d = 0.462 ft. 20 1200 175 0.85 1263 1200 63 25 ' -1500 1.67 0.81 1448 1500 -52 A R Q Tc Tc total I Qc ..- 30 1800 i 1.56 0.76 1579 1800 -221 • 35 2100 1.28 0.62 1482 2100 -618 0.64 0.22 1.94 0.88 14.14 4.00 1.94 is ......_:! 40 2400' . "1.19 0.57 1544 2400 -856 .2700 `. • 1.08 0.52 1565 2700 -1135 Qpeak for Case 1 = 1.94 cfs _.. - �l;50 3000 '0.99 0.48 1578 3000 -1422 ' 55 . 3300 - 0.92 0.45 1600 3300 -1700 60 3600 0.87 0.42 1640 3600 -1960 CASE 2 .. ..: 65 3900 ' 0.82 0.40 1665 3900 -2235 70 4200 0.80 0.39 1741 4200 -2459 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.37 1787 4500 -2713 peak Flow = .90(4.00)(Imp. Area) = 0.76 cfs 80 4800 0.75 0.36 1850 4800 -2950 85 5100 ' 0.72 0.35 1881 5100 -3219 90 5400 0.71 0.34 1958 5400 -3442 So, the Peak flow for the Basin is the greater of the two flows, 95 5700 0.69 0.33 2003 5700 -3697 1.94 cfs 100 6000 0.67 0.32 2043 6000 -3957 NORTH IDAHO ENGINEERING 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in/ft 384 cu ft 208' Storage Volume Provided 870 cu ft DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring 1356 cu ft Number and Type of Drywells Required 0 Single 1 Double i- i- 16. m 1 ■. i ow L - a i no ,PEAK FLOW CALCULATION Tat. Area Imp. Area C= CASE 1 0.87 Acres 0 SF 0.48 570 ft. Overland Flow Ct = L= n= S= 0.15 570 ft. 0.40 0.008 50 -year STORM PROJECT Riverwalk First Addition BASIN: Q Tc = 16.59 min., by Equation 3-2 of Guidelines BOWSTRING METHOD DETENTION BASIN DESIGN Time Increment (min) 5 'Time of Conc. (min) . 16.59 Outflow (cfs) ' ' ' 0 Design'Year Flow 50 Area (acres) '• '' r ' V. : 0.87 Impervious Area (sq ft) 0 "CL Factdr l - 0.48 208' Volume Provided .i ' 0 Area' C 0.418 Time Time Inc. Intens. Q Devel. 0 fL Gutter flow (min) (sec) (in/hr) (cfs) Z1 = 3.0 16.59 996 4.00 1.67 2228 Z2= 3 __..__.. n = 0.016 " "` " " "'t 5 300 4.00 1.67 672 S = 0.010 ,,,,,,,,,,,,,,i2::.: 10 600 2.88 1.20 967 15 900 2.20 0.92 1108 d = 0.419 ft. .............. ?1 ?'st 20 1200 1.75 0.73 1124 25 1500 1.67 0.70 1282 A R 0 Tc Tc total I Qc 30 1800 1.56 0.65 1393 35 2100 1.28 0.53 1303 0.53 0.20 1.67 0.00 16.59 4.00 1.67: 40 2400 1.19 0.49 1355 45 2700 1.08 0.45 1370 Qpeak for Case 1 = 1.67 cfs 50 3000 0.99 0.41 1380 55 3300 0.92 0.38 1398 60 3600 0.87 0.36 1431 CASE 2 ..............:'::':'? 65 3900 0.82 0.34 1451 70 4200 0.80 0.33 1516 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 0.32 1556 peak flow = .90(4.00)(Imp. Area) = 0.00 cfs _ 80 4800 0.75 0.31 1609 85 5100 0.72 0.30 1635 ); 90 5400 0.71 0.30 1701 So, the Peak flow for the Basin is the greater of the two flows, 11'sii?;y 95 5700 0.69 0.29 1740 1.67 cfs ..................... 100 6000 0.67 0.28 1773 NORTH IDAHO ENGINEERING 208' DRAINAGE POND CALCULATIONS Required' 208' Storage Volume = Impervious Area x .5 in / 12 in/ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: 0 DESIGNER: M.H. DATE: 06/08/95 Vol.ln Vol.Out Storage (cu ft) (cu ft) (cu ft) 0 cu ft 0 cu ft 2228 cu ft 0 Single ERR Double 2228 < == 672 967 1108 1124 1282 1393 1303 1355 1370 1380 1398 1431 1451 1516 1556 1609 1635 1701 1740 1773 1.013 404 •1 NORTH IDAHO ENGIhiEERING SEIM No. / OF 2 4200 W. SEZTIC2 TAT SUITE 2 cALCIJLITD By --mfr DAT' I COEUR D'AL.NYE, ID 83814 PE (208)887 -1171 FAX (208)884 -3507 CZ= sY DAT= SCAL? DAT' 1 1 . • • 1 C j- e; /v/n— . 0 T a G i 1 1 _" i . . . . . . . . • : : ( /se 4/2.-/D T 4 • (1' c,') • • _ s . . . . . . . O / 1. SG /7 :of (0./3,) . '. � . C f :./:: ". cc /ier 9,2 j J j P c r i , Q !;\ //4, ":- \.) z i 49 2 E L t . • . rF = . b. . /� . . iet rf - U i7 � � �r.,✓ . � :_ / eA3. . .. j EXPIRES . 09/23 / 95z1 a � . `r •1 1 • 1 • 1 • 1 1 U N KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.4A NOMOGRAPH FOR SIZING CIRCULAR DRALNS FLOWING FULL —1000 — 900 — - 800 — - 700 — 600 500 400 300 200 — - 100 —90 — 80 — 70 v — 60 Z - 40 w CO 2 — 30 2 1 10 9 8 7 6 5 • i 41Yraba4 rit rtW aftwalf c4c4 —120 —108 — 90 — 84 — 78 —72 —66 —60 —54 — 48 —42 — 36 — 33 — 30 — 27 .0001 1 .0002 Minimum .0006- .0003 Al lowable .0004 .0001 Velocity (Flowing .0006 Full) , 3.0 . .0008 .0002 N .001 d = .0003 A • u = —.0004 / 4.0 7:^S c .002 ..0005 '/ ' cc .0006 �—y p .003 .00 ( ? A li ) ICI 072 eio Lit '°I oz4-fr SAMPLE USE 24" dia. CMP @ 2% slope yields I7cfs @ 5.2 FPS velocity (n = 0.024) Values per Manning's Equation O =( 1.49) AR " s' n This table can be converted to other "n' values by applying formula: 01 n1 02 n2 4.3.4 -18 — 20.0 2.0 = - 30.0 — 40.0 /o" o Use /Z "$ t'.Z 1190 MISSION AVENUE STA CL ELEV. E.P. ELEV. DIST FROM CL TO E.P. DIST FROM E.P. TO CURB MIN. CURB ELEV. MAX. CURB ELEV. SELECTED ELEV. % GRADE 1500 2034.77 2034.66 13.4 16.1 2,034.39 2,034.75 2,034.44 0.46% 1525 2034.74 2034.73 13 16.5 2,034.44 2,034.82 2,034.56 0.46% 1550 2034.77 2034.78 13 16.5 2,034.49 2,034.87 2,034.67 0.46% 1575 2034.81 2034.78 13 16.5 2,034.49 2,034.87 2,034.79 0.46% 1590 2034.85 2034.79 13.1 16.4 2,034.50 2,034.88 2,034.85 0.46% Oa OM MI MI — MI • =I M— MI i n_ no N. w !! GEN4004C.GRD D� 1wi95 twBAl rr►ih, RECEIVED JUN 3 Q 1 :33 SPOKANE COUNTY ENGINEER MISSION AVENUE STA CL ELEV. E.P. ELEV. DIST FROM CL TO E.P. DIST FROM E.P. TO CURB MIN. CURB ELEV. MAX. CURB ELEV. SELECTED ELEV. % GRADE 1500 2034.77 2034.66 13.4 16.1 2,034.39 2,034.75 2,034.44, 0.6% 1525 2034.74 2034.73 13 16.5 2,034.44 2,034.82 2,034.60 0.6% 1550 2034.77 2034.78 13 16.5 2,034.49 2,034.87 2,034.67/ 0.3% 1575 2034.81 2034.78 13 16.5 2,034.49 2,034.87 2,034.80 0.5% 1600 2034.85 2034.79 13.1 16.4 2,034.50 2,034.88 2,034.85)( 0.2% MI E M - -- NM NM NM I i MO MI I WI = NM NM Ea GEN4004C.GRD ct4 8 ?At/Ai (4,+G vL rrn cat,v4 - og, 1 04-&) getteeD H RECEIVED JUN 2 9 1995 SPOKANE COUNTY ENGINEER L 8? 0 15+9 • li$ �' 4'° ✓e.467z' e. MISSION AVENUE STA CL ELEV. E.P. ELEV. DIST FROM CL TO E.P. DIST FROM E.P. TO CURB MIN. CURB ELEV. MAX. CURB ELEV. SELECTED ELEV. % GRADE 1500 2034.77 2034.66 13.4 16.1 2,034.39 2,034.75 2,034.44 0.6% 1525 2034.74 2034.73 13 16.5 2,034.44 2,034.82 2,034.60 0.6% 1550 2034.77 2034.78 13 16.5 2,034.49 2,034.87 2,034.67 0.3% 1575 2034.81 2034.78 13 16.5 2,034.49 2,034.87 2,034.80 0.5% 1600 2034.85 2034.79 13.1 16.4 2,034.50 2,034.88 2,034.85 0.2% 0 0 NM M E - - - - ME M_ MINI= I MN MN GEN4004C.GRD RECEIVED 30 29 1995 scorn E c 0UNN ENGINEEP W - M M - IM - - - - W - M I IM PEAK FLOW CALCULATION PROJECT Riverwalk First Addition BOWSTRING METHOD i' DETENTION BASIN DESIGN BASIN: PRE - DEVELOPED COMMERCIAL Tot. Area Imp. Area C= CASE 1 CASE 2 33.89 Acres 51660 SF 0.18 2200 ft. Overland Flow Ct = L= n= S= 0.15 2200 ft. 0.40 0.005 Tc = 42.96 min., by Equation 3 -2 of Guidelines 2780 ft. Gutter flow , tam QOM- o ENO\NEERW%e Z1 = 50.0 For Z2 Z2 = 1 Type B = 1.0 n= 0.016 Rolled = 3.5 S = 0.005 d = 0.349 ft. A R Q Tc Tc total 1 Oc 3.10 0.17 6.34 22.67 65.63 1.04 6.34 ()peak for Case 1 = 6.34 cfs Case 2 assumes a Time of Concentration less than 5 minutes so that the peak flow = .90(3.18)(Imp. Area) = 3.39 cfs So, the Peak flow for the Basin is the greater of the two flows, 6.34 cls Time Increment (min)' Time of Conc. (min) • Outflow (cls) Design Year Flow Area (acres) Impervious Area (sq ft) 'C Factor '208' Volume Provided Area' C 5 65.63 0.33 10 33.89 51660 0.18 25830 6.100 20O'DRAINAGE POND ,CALCULATIONS Required '2C8' Storage Volume = Impervious Area x .5 in / 12 in/ft • 208' Storage Volume Provided DRYWELL REQUIREMENTS :10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Number and Type of Drywells Required PROJECT: Riverwalk First Addition BASIN: PRE- DEVELOPED DESIGNER: M.H. DATE: 05/25/95 Time Time Inc. Intens. O Devel. Vol.ln Vol.Out Storage (min) (sec) (in /hr) (cfs) (cu ft) (cu ft) (cu ft) 65.63 3938 0.00 0.00 0 1299 -1299 5 300 3.18 19.40 7798 99 7699 10 600 2.24 13.66 10986 198 10788 15 900 1.77 10.80 13022 297 12725 20 1200 1.45 8.85 14223 396 13827 25 1500 1.21 7.38 14836 495 14341 30 1800 1.04 6.34 15302 594 14708 35 2100 0.91 5.55 15621 693 14928 40 2400 0.82 5.00 16087 792 15295 45 2700 0.74 4.51 16332 891 15441 50 3000 0.68 4.15 16676 990 15686 55 3300 0.64 3.90 17264 1089 16175 60 3600 0.61 3.72 17951 1188 16763 65 3900 060 3.66 19128 1287 17841 70 4200 058 3.54 19597 1386 18211 75 4500 0.56 3.42 19946 1485 18461 80 4800 0.53 3.23 19847 1584 18263 5100 , - 052 3.17 20425 1683 18742 < == .90 5400. .0.50 3.05 20554 1782 18772 . 95 5700 0.49 2.99 21040 1881 19159 • 100 6000 ' 0.48 2.93 21489 1980 19509 2153 cu ft 25830 cu ft 18742 cu ft 1 Single 0 Double 5-E 1R-55 r2LL1J RECEIVED JUN 3 0 1995 SPOKANE COUNTY ENGINEER MI En 11.1 1.1 Miln PEAK FLOW CALCULATION Tot. Area Imp. Area C= CASE 1 33.89 Acres 51660 SF 0.18 2200 ft. Overland Flow Ct = L= n= S= 2780 ft. Gutter flow MOW EtiCra.E.6.M140. 0.15 2200 ft. 0.40 0.005 Tc = 42.96 min., by Equation 3-2 of Guidelines 50 -year STORM PROJECT Riverwalk First Addition BASIN: PRE - DEVELOPED COMMERCIAL BOWSTRING METHOD 'DET.ENTION BASIN DESIGN'. Time Increment (min) 5 Time of Conc. (min) 59.15 Outflow (cfs) 0.33 Design Year Flow 50 Area (acres) 33.89 Impervious Area (sq ft) 51660 Factor 0.18 '208' Volume Provided 25830 Area' C 6.100 PROJECT: Riverwalk First Addition BASIN: PRE - DEVELOPED COMMERCI DESIGNER: M.H. DATE: 05/25/95 Time Time Inc. Intens. Q Devel. Vol.ln Vol.Out Storage (min) (sec) (in /hr) (cfs) (cu ft) (cu ft) (cu ft) 21 = 50.0 59.15 3549 4.00 24.40 116036 1171 114864 <__ Z2 = 1 n = 0.016 5 300 4.00 24.40 9809 99 9710 S = 0.005 ..s.._...,,,.,,3'. 10 600 2.88 17.57 14125 198 13927 15 900 2.20 13.42 16185 297 15888 d = 0.578 ft. ,..di...,,......,;;: ?. 20 1200 1.75 10.68 17166 396 16770 25 1500 1.67 10.19 20477 495 19982 A R 0 Tc Tc total I Qc t 30 1800 1.56 9.52 22953 594 22359 35 2100 1.28 7.81 21972 693 21279 8.52 0.29 24.40 16.18 59.15 4.00 2440 s; 40 2400 1.19 7.23 23248 792 22456 45 2700 1.08 6.59 23836 891 22945 Qpeak for Case 1 = 24.40 cfs 50 3000 0.99 6.04 24278 990 23288 55 3300 0.92 5.61 24817 1089 23728 60 3600 0.87 5.31 25509 1188 24321 CASE 2 65 3900 0.82 5.00 25544 1287 24257 70 4200 0.80 4.88 26385 1386 24999 Case 2 assumes a Time of Concentration less than 5 minutes so that the 75 4500 0.77 4.70 26805 1485 25320 peak flow = .90(4.00)(Imp. Area) = 4.27 cfs 80 4800 0.75 4.58 27481 1584 25897 85 ',5100 0.72 4.39 27699 1683 26016 i 90 5400 -- - 0:71 4.33 28614 1782 26832 So, the Peak Bow for the Basin is the greater of the two flows, ' 95 5700 •. - 0.69 4.21 29071 1881 27190 24.40 cfs 100 6000 0.67 4.09 29454 1980 27474 208' DRAINAGE POND CALCULATIONS Required '208' Storage Volume = Impervious Area x .5 in / 12 in /ft 208' Storage Volume Provided DRYWELL REQUIREMENTS - 10 YEAR DESIGN STOR Maximum Storage Required by Bowstring Nurnber and Type of Drywells Required 2153 cult 25830 cu ft 114864 cu ft 1 Single 0 Double W' " moss t erieste4y RECEIVED JUN 3 0 1995 SPOKANE COUNTY ENGINEER • North Idaho Engineering, Inc. • 4200 Seltice Way, Suite 2 • Coeur d'A1er ej41daho 83814'1keirr ne (208) 667 -1171 • Fax (208) 664 -3507 TRAFFIC IMPACT REPORT FOR THE RIVERWAY VILLA PROJECT APRIL 8, 1994 Prepared on behalf of: Wel Co Group, Inc. P.O. Box 2825 Redmond, WA. 98073 -2825 JOB # P1414 RECEIVED APR 1 SPOKANE COUNTY ENGINEER ,4p qN E It iONAL i : y tl:++ I EXPIRES 09/23/Q4 TRAFFIC REPORT FOR THE RIVERWAY VILLA PROJECT The RIVERWAY VILLA project is currently designed for 365 single family, or manufactured home lots. Since it has not been determined which type of homes will be utilized for the project this study will review both types of homes, and their impact. This report will first outline the existing traffic within the project area. For this we have used both Delta and Beta type traffic counters in conjunction with the JANUS traffic program software. The TIMEMARR DELTA I traffic counter was used for all traffic analysis in this report. This counter automatically analyzes the speed, gap, type of vehicle, and traffic counts, and stores the information in a detachable card for up to a 30 day period. The card is then removed and information automatically transferred to the computers to be deciphered by the JANUS program. We utilized a TIMEMARR BETA counter to verify any data which seemed suspect. The BETA counter only identifies strikes, or vehicle counts in each direction, and was therefor useful to verify suspect counts. For instance, the ratio of ADT's for the Interstate 90 Westbound on ramp to Westbound off ramp seemed out of order after the collected data was analyzed. The BETA counter was therefor placed a week after the DELTA counter was moved to verify the ratio, and the suspect counts were found to be in order. Once the existing traffic is analyzed we will add the additional traffic generated by the RIVERWAY VILLA project to determine the projected level of service impacts to Mission Avenue, Barker Road, the intersection of Barker Road at Mission Avenue, the East and West bound on and off ramps at Interstate 90 and Barker Road, and Barker Road at Trent Avenue. DESIGN AREAS BEING STUDIED 1. Intersection of Barker Road and Mission Avenue 2. I -90 On /Off Ramp West Bound from Barker Road On movements only MODEL: BARKER ROAD AND MISSION AVENUE 1. Existing Area Traffic 2. Anticipated Traffic Manufactured Homes 3. Anticipated Traffic Single - Family Detached Housing 64 n • • To establish lane movements, total daily trips were proportioned until input trips equaled output trips. This established left turn, right turn, and through trips for each lane. With both the lane total average daily trips and each lane • movements individual average daily trips known, a percentage of the total averaage_da ly lane trips was for each lane movement (�appendix 1, pg 1) r-&,, "7 4 e flupnJers wor Now the lane movements have been identified and the percentage of total average daily trips known, the peak hourly • volumes could be broken down into lane movements. This was accomplished by multiplying peak hourly lane volume by a corresponding lane movement percentage calculated in the previous step. Resulting in peak hourly volumes for each lane movement (appendix 1, pg #2). • Next, the information calculated and gathered was entered into the HCS program for unsignalized intersections. The results of the HCS can be found in appendix 1. EXISTING AREA TRAFFIC Barker Rd. & Mission Ave. The Highway Capacity Software (HCS) was used to model Barker Road and Mission Avenue for existing traffic. The data collected shows the evening peak traffic between 3:15 P.M. and 5:00 P.M. Between these hours each lane movements peak hour volume was chosen. htii n C b O • Total average daily trips (ADT) for the Riverway Villa Project were established using ITE Trip Generation Manual, 5th Edition for a mobile home park with 365 units. • (365 units x 4.81 ADT /unit = 1756 ADT) / Ten perceiit)of the 1756 ADT depicts peak hour demand from the Rverway Villa Project. fifty five percent of the peak hour trips represents the north bound = demand =at —the intersection of Barker Rd. and Mission Ave. from the Riverway Villa Project. (1756 ADT x 10% x 55% = 97 VPH) Of the 97 VPH 50% (48 VPH) will enter the intersection north bound during peak hour and travel straight through the • intersection on Barker Road entering Riverway Villa Project at Villa Avenue. The other (48 VPH) will enter north bound then turn east onto Mission Avenue and enter Riverway Villa Project from one of three access roads. These volumes were added to the existing peak hour lane movement to assess a level of service. • The ACS program calculates the future peak hour level of service (appendix 2). It is easy to show that the addition of the 365 manufactured home sites will not significantly impact the intersection. However, a four way stop sign would significantly improve left turn movement level of service. ANTICIPATED TRAFFIC MANUFACTURED HOMES Barker Rd. & Mission Ave. • The procedure for the single - family detached housing model was performed with the same steps as the manufactured home model. The total average daily trips from ITE Trip Generation Manual, • 5th Edition for single - family detached housing and 365 units with 9.55 ADT /units is 3486 ADT. • • (3486 ADT x 10% x 55% = 192 VPH) Therefore 50% (96 VPH) will enter the intersection north bound traveling straight through the intersection on Barker Road entering Riverway Villa Project at Villa Avenue. The other 50% • (96 VPH) will turn East onto Mission Avenue and enter the Riverway Villa Project from one of three access roads. These volumes were added to the existing peak hour lane movement to assess a level of service using the HCS program (appendix 3). Again the addition of 365 Single Family Homes will • not Significantly impact the intersection of Barker Road at Mission Avenue. However a for way stop sign would improve left turn movement. ANTICIPATED TRAFFIC SINGLE - FAMILY DETACHED HOUSING Barker Rd. & Mission Ave. (365 units x 9.55 ADT /unit = 3486 ADT) Ten percent of the 3486 ADT delineates peak hour demand from the total Riverway Villa Project. Fifty five percent of the peak hour trips represents the peak hour demand for north bound traffic at the intersection of Barker Rd. and Mission Ave. • In appendix 4, there is a summary that shows reserve capacity and level of service for all three models for Barker Road and Mission Avenue. Included is Table 10.3. Level -Of- Service Critera For Unsignalized Intersections. • One factor effecting these models was speed. With the existing model, a speed of 43 mph was used for Barker Rd. reflecting the data gathered. For the other two models, a speed of 35 mph was used to reflect the speed limit for Barker Rd. As the speed of major street traffic increases, drivers tend to require longer gaps. By reducing the speed to 35 mph, the • critical gap size decreased improving the intersections level of service. Summary for Barker Road and Mission Avenue Intersection The addition of four way stop signs will both reduce the average vehicle speed and control gap and improve left turn movement level of service for the intersection. • APPENDIX 1 EXISTING AREA TRAFFIC Barker Road & Mission Avenue • Barker Rd, • • • • • • • Barker Rd, C C bi II s -o r • 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 • *,t,t,t,t, *** *,tr,t,t*** * *,t,t**** * *** ****, t******* * *,r,t,t+t,t**** * *** ** *** *** *** IDENTIFYING INFORMATION • AVERAGE RUNNING SPEED, MAJOR STREET 43 PEAK HOUR FACTOR .86 AREA POPULATION 150000 • NAME OF THE EAST /WEST STREET Mission Ave. NAME OF THE NORTH /SOUTH STREET Barker Rd. NAME OF THE ANALYST G.E. Siegford • DATE OF THE ANALYSIS (mm/dd /yy) 03 -29 -1994 TIME PERIOD ANALYZED 3:15 - 5:00 OTHER INFORMATION.... t> s tm j , izEA t/?i FFIt • INTERSECTION TYPE AND CONTROL • • INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN . CONTROL TYPE WESTBOUND: STOP SIGN • TRAFFIC VOLUMES EB .WB NB SB - - -- - - -- - - -- -- -- LEFT 19 28 43 15 THRU 10 7 282 262 RIGHT 39 14 32 17 • NUMBER OF LANES AND LANE USAGE LANES EB WB NB SB • • • • • • • ADJUSTMENT FACTORS PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND 0.00 90 WESTBOUND 0.00 90 90 90 NORTHBOUND 0.00 SOUTHBOUND 0.00 VEHICLE COMPOSITION EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND CRITICAL GAPS MINOR RIGHTS EB WB MAJOR LEFTS SB NB % SU TRUCKS AND RV'S 93 85 91 93 TABULAR VALUES (Table 10 -2) 6.02 6.02 MINOR THROUGHS • EB 6.78 WB 6.78 MINOR LEFTS EB 7.28 WB 7.28 IDENTIFYING INFORMATION 5.26 5.26 NAME OF THE EAST /WEST STREET NAME OF THE NORTH /SOUTH STREET DATE AND TIME OF THE ANALYSIS • OTHER INFORMATION.... % COMBINATION VEHICLES 6 15 8 7 25 25 20 20 % MOTORCYCLES ADJUSTED SIGHT DIST. FINAL VALUE ADJUSTMENT CRITICAL GAP 6.02 0.00 6.02 0.00 5.26 0.00 5.26 0.00 6.78 0.00 6.78 0.00 7.28 0.00 7.28 0.00 1 0 1 0 N N N N Mission Ave. ... Barker Rd. 03 -29 -1994 ; 3:15 - 5:00 6.02 6.02 5.26 5.26 6.78 6.78 7.28 7.28 Page -2 POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) • • • CAPACITY AND LEVEL - OF-SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET SB LEFT NB LEFT p IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M SHARED CAPACITY c (pcph) SH Page -3 RESERVE CAPACITY c = c - v LOS R SH 34 262 231 > 231 > 198 > D 18 314 290 > 393 290 > 273 272 >C C 69 694 694 > 694 > 625 > A 51 251 210 > 210 > 159 > D 13 319 294 > 275 294 > 186 282 >D C 26 665 665 > 665 > 640 > A 27 778 778 77 815 815 778 815 NAME OF THE EAST /WEST STREET Mission Ave. NAME OF THE NORTH /SOUTH STREET Rd. DATE AND TIME OF THE ANALYSIS 03 -29 -1994 ; 3:15 - 5:00 OTHER INFORMATION.... 751 A 739 A • • • • • • • • • • • APPENDIX 2 ANTICIPATED TRAFFIC MANUFACTURED HOMES Barker Road S Mission Avenue Mobile Home Park (240) Average Vehicle Trip Ends vs: Occupied Dwelling Units On a: Weekday Number of Studies: 37 Average Number of Occupied Dwelling Units: 195 Directional Distribution: 50% entering, 50% exiting Trip Generation per Occupied Dwelling Unit Range of Rates Standard Deviation Average Rate 4.81 2.29 - 10.42 2.60 Data Plot and Equation 4,000 3,000 2,000 1,000 0 0 100 200 300 400 500 600 700 800 X = Number of Occupied Dwelling Units Fitted Curve Average Rate X Actual Data Points Fitted Curve Equation: Ln(T) = 0.890 Ln(X) + 2.162 R = 0.85 900 Trip Generation, January 1991 427 Institute of Transportation Engineers • • 1985 RCM: UNSIGNALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAR HOUR FACTOR .86 AREA POPULATION 150000 NAME OF THE EAST /WEST STREET Mission Ave. NAME OF THE NORTH /SOUTH STREET Barker Rd. NAME OF THE ANALYST G.E. Siegford DATE OF THE ANALYSIS (mm/dd /yy) 03 -29 -1994 TIME PERIOD ANALYZED 3:15 - 5:00 OTHER INFORMATION.... ,4n/742p, 7 t 7utlFZC .v1f3nt)FftcT04f0 INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB LEFT 19 28 THRU 10 7 RIGHT 39 14 NB 43 NUMBER OF LANES AND LANE USAGE SB 15 262 17 EB WB NB SB • LANES 1 1 1 1 • • • • • • • ADJUSTMENT FACTORS Page -2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS EASTBOUND 0.00 90 25 N WESTBOUND 0.00 90 25 N NORTHBOUND 0.00, 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 93 6 1 WESTBOUND 85 15 0 NORTHBOUND 91 8 1 SOUTHBOUND 93 7 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 MINOR THROUGHS • EB 6.30 6.30 0.00 6.30 WB 6.30 6.30 0.00 6.30 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET Mission Ave. NAME OF THE NORTH /SOUTH STREET Barker Rd. DATE AND TIME OF THE ANALYSIS 03 -29 -1994 ; 3:15 - 5:00 0 OTHER INFORMATION.... POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) • • • • CAPACITY AND LEVEL -OF- SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET SE LEFT NB LEFT p IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M 27 714 714 77 847 847 SHARED CAPACITY c (pcph) SA 34 251 221 > 221 > 188 > D 18 307 284 > 392 284 > 272 266 >C C 69 745 745 > 745 > 676 > A 51 253 213 > 213 > 162 > D 13 323 298 > 277 298 > 188 285 >D C 26 646 646 > 646 > 621 > A 714 847 NAME OF THE EAST /WEST STREET Mission Ave. NAME OF THE NORTH /SOUTH STREET Barker Rd. DATE AND TIME OF THE ANALYSIS 03 -29 -1994 ; 3:15 - 5:00 • OTHER INFORMATION.... Page -3 RESERVE CAPACITY c = c - v LOS R SH 687 A 771 A APPENDIX 3 ANTICIPATED TRAFFIC SINGLE - FAMILY DETACHED HOUSING Barker Road & Mission Avenue Single- Family Detached Housing • (210) • • • • • • • • • Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday Number of Studies: 348 Average Number of Dwelling Units: 206 Directional Distribution: 50% entering, 50% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.55 4.31 - 21.85 3.66 Data Plot and Equation X Actual Data Points 1000 2000 3000 X = Number of Dwelling Units Fitted Curve Average Rate Fitted Curve Equation: Ln(T) = 0.921 Ln(X) + 2.698 R = 0.96 Trip Generation, January 1991 257 Institute of Transportation Engineers • • • INTERSECTION TYPE: 4 -LEG • MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN • • • 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 t * * *** *** *,t,t,t,t,t,t,t,t, ********, t****, t****** * **** ** *,t,rtr,r,t,r,t,t,t,t,t, *** *t, **** IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAR HOUR FACTOR .86 AREA POPULATION 150000 NAME OF THE EAST /WEST STREET Mission Ave. NAME OF THE NORTH /SOUTH STREET Barker Rd. NAME OF THE ANALYST G.E. Siegford DATE OF THE ANALYSIS (mm /dd /yy) 03 -29 -1994 TIME PERIOD ANALYZED 3:15 - 5:00 OTHER INFORMATION.... SiNGC FAMJty u6i.9G //' L " 3 INTERSECTION TYPE AND CONTROL TRAFFIC VOLUMES EB WB NB SB 19 28 43 10 7 378 262 LEFT THRU RIGHT 39 14 NUMBER OF LANES AND LANE USAGE LANES EB WB 17 NB SB 1 GA/ e- en,i' v o /vies ADJUSTMENT FACTORS Page -2 EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND 0.00 0.00 0.00 0.00 VEHICLE COMPOSITION EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND CRITICAL GAPS PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS 93 85 91 93 MINOR RIGHTS EB 5.70 WB 5.70 MAJOR LEFTS SB 5.10 NB 5.10 MINOR THROUGHS EB 6.30 WB 6.30 MINOR LEFTS EB 6.80 WB 6.80 IDENTIFYING INFORMATION 90 90 90 90 % SU TRUCKS % COMBINATION AND RV'S VEHICLES TABULAR VALUES (Table 10 -2) NAME OF THE EAST /WEST STREET NAME OF THE NORTH /SOUTH STREET DATE AND TIME OF THE ANALYSIS OTHER INFORMATION.... 6 15 8 7 25 25 20 20 % MOTORCYCLES ADJUSTED SIGHT DIST. FINAL VALUE ADJUSTMENT CRITICAL GAP 5.70 0.00 5.70 0.00 5.10 0.00 5.10 0.00 6.30 0.00 6.30 0.00 6.80 0.00 6.80 0.00 1 0 1 0 N N N N Mission Ave. ... Barker Rd. 03 -29 -1994 ; 3:15 - 5:00 5.70 5.70 5.10 5.10 6.30 6.30 6.80 6.80 CAPACITY AND LEVEL -OF- SERVICE POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) • MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET p SB LEFT 27 624 NB LEFT 77 847 IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M SHARED CAPACITY c (pcph) SH Page -3 RESERVE CAPACITY c = c - v LOS R SH 34 208 182 > 182 > 148 > D 18 259 238 > 342 238 > 222 221 >C C 69 745 745 > 745 > 676 > A 51 220 184 > 184 > 133 > D 13 287 264 > 242 264 > 152 251 >D C 26 587 587 > 587 > 561 > A 624 847 624 847 NAME OF THE EAST /WEST STREET Mission Ave. NAME OF THE NORTH /SOUTH STREET Barker Rd. DATE AND TIME OF THE ANALYSIS 03 -29 -1994 ; 3:15 - 5:00 • OTHER INFORMATION.... 598 A 771 A • • • • • • • • • • • APPENDIX 4 SUMMARY Barker Road & Mission Avenue • TABLE 10-3. LEVEL -OF - SERVICE CRITERIA FOR UNSIGNAL- • IZED INTERSECTIONS RESERVE CAPACITY (PCPH) LEVEL OF EXPECTED DELAY TO SERVICE MINOR STREET TRAFFIC ' 2 400 A Little or no delay 300.399 B Short traffic delays 200-299 C Average traffic delays 100 -199 D Long traffic delays 0— 99 E Very long traffic delays • F • W!m demand volume accede the opacity or the Wm extreme delay, will be mmunterd with queuing which may cause severe congestion affecting other traffic movemmu in the intersection. This condition usually warrants improvement to the intersection. • • • (SB) LEFT • (NB) LEFT • • • • : ExISTF . NG :: (EB) LEFT THROUGH RIGHT (WB) LEFT THROUGH RIGHT CAPACITY AND LEVEL -OF- SERVICE BARKER RD. & MISSION AVE. MODELED BY HCS SOFTWARE RESERVE CAPACITY 198 272 625 159 282 640 751 739 :INANUFACTURED:HOMES RESERVE �-� CAPACITY • EXISTING EFT THROUGH 1 RIGHT (WB) LEFT THROUGH RIGHT (58) LEFT (NB) LEFT 'it�t'ti�HED:FIOUSth1G EXISTING (EB)" - L'EFT THROUGH RIGHT (WB) LEFT THROUGH RIGHT (SB) LEFT (NB) LEFT 188 266 676 162 285 621 687 771 RESERVE CAPACITY 148 221 676 133 251 561 598 771 LOS LOS INTERSECTION D C C A D C D A A A A A LOS LOS INTERSECTION D C A D C A A A C 0 A A LOS LOS INTERSECTION D C C A D A A A A A SUMMARY OF RESULTS FROM DATA COLLECTED LOCATION : BARKER RD.; 500 FT. SOUTH OF TRENT • DATE 03 -09 -94 DIRECTIO (NB) NORTH BOUND; (SB) SOUTH BOUND • REF. : TEST #1 VEHICLE PER HOUR (VPH); PEAK (NB) 89 VPH @ 6:45 A.M. • (NB) 139 VPH @ 4:45 P.M. (SB) 119 VPH @ 7:00 A.M. (SB) 141 VPH @ 4:45 P.M. • • • • • VEHICLE PER DAY (VPD); WEEKDAY TOTAL (NB) 1369 VPD (SB) 1416 VPD AXLE CLASS (NB) BIKES 0.9% CARS & 2 AXLE 92.8% BUSES 0.3% TRUCKS 0.6% (SB) BIKES 0.9% CARS & 2 AXLE 90.6% BUSES 1.6% TRUCKS 6.7% LOCATION : BARKER RD.; 200 FT. NORTH OF MISSION AVE. • DATE 03 -02 -94 DIRECTIO (NB) NORTH BOUND; (SB) SOUTH BOUND • REF. : TEST #2 • • (SB) BIKES 0.3% CARS & 2 AXLE 91.2% • BUSES 1.0% TRUCKS 7.5% VEHICLE PER HOUR (VPH); PEAK (NB) 181 VPH @ 11:45 A.M. (NB) 287 VPH @ 4:15 P.M. (SB) 241 VPH @ 7:00 A.M. (SB) 294 VPH @ 3:15 P.M. VEHICLE PER DAY (VPD); WEEKDAY TOTAL (NB) 2725 VPD (SB) 2885 VPD AXLE CLASS (NB) BIKES • 0.2% CARS & 2 AXLE 93.0% BUSES 0.7% TRUCKS 6.1% LOCATION : BARKER RD.; 50 FT. NORTH OF SHARP • DATE 03 -08 -94 DIRECTIO (NB) NORTH BOUND; (SB) SOUTH BOUND REF. : TEST #3 • VEHICLE PER HOUR (VPH); PEAK (NB)203 VPH @11:30 A.M. (NB) 357 VPH @ 4:45 P.M. (SB) 303 VPH @ 7:00 A.M. (SB) 277 VPH @ 3:15 P.M. • • AXLE CLASS (NB) BIKES 0.9% CARS & 2 AXLE 90.9% • BUSES 1.9% TRUCKS 6.3% s VEHICLE PER DAY (VPD); WEEKDAY TOTAL (NB) 2887 VPD (SB) 3190 VPD (SB) BIKES 1.0% CARS & 2 AXLE 90.2% BUSES 2.1% TRUCKS 6.7% LOCATION : MISSION AVE.; 200 FT. EAST OF BARKER RD. DATE 03 -10 -94 DIRECTIO (EB) EAST BOUND; (WB) WEST BOUND • REF. : TEST #4 • • (WB) BIKES 0.0% CARS & 2 AXLE 84.8% • BUSES 10.9% TRUCKS 4.3% VEHICLE PER HOUR (VPH); PEAK (EB) 36 VPH @ 11:15 A.M. (EB) 61 VPH @ 2:15 P.M. (WB) 49 VPH @ 6:30 A.M. (WB) 49 VPH @ 2:00 P.M. VEHICLE PER DAY (VPD); WEEKDAY TOTAL (EB) 475 VPD MB) 528 VPD AXLE CLASS (EB) BIKES • 1.0% CARS & 2 AXLE 86.2% BUSES 9.1% TRUCKS 3.7% MODEL: I-90 ON /OFF RAMP WEST BOUND FROM BARRER ROAD 1. Existing Area Traffic 2. Anticipated Traffic Manufactured Homes 3. Anticipated Traffic Single - Family Detached Housing n EXISTING AREA TRAFFIC I -90 On /Off Ramp West Bound from Barker Road The Westbound I -90 on -ramp traffic movement possessed a With of overburden and was chosen nSoftwarenecessary (HCS)model. used the data gathered, Highway Capacity peak demand usee d to model el the existing the Hi ting system. The data shows a p during the 6.45 A.M. to 7:45 A.M. hour of 361 vehicles. Washington Additional information was obtained from Greg Figg DOT: Transportation Planner) about traffic volumes This characteristics for I -90 both east and west of the ramp• information can be found in appendix All information calculated was gathered into the HCS program. The results of the HCS can be found in appendix A. • • ANTICIPATED TRAFFIC MANUFACTURED HOMES I -90 On /Off Ramp West Bound from Barker Road Total average daily trips (ADT) for the Riverway Villa Project were established using ITE Trip Generation Manual, 5th Edition as shown previously for Barker Road and Mission Ave. Forty percent of the ten percent represents the I -90 west bound on -ramp demand from the project. (1756 ADT x 10% x 40% = 70 VPH) This peak hourly volume was then added to the existing peak hour volume of 361 VPH. (361 VPH + 70 VPH = 431 VPH) With the new peak hour volume, the ACS software was applied and the results can be found in appendix B. • • • This peak hourly volume was then added to the existing peak hour volume of 361 VPH. ANTICIPATED TRAFFIC SINGLE - FAMILY DETACHED HOUSING I -90 On /Off Ramp West Bound from Barker Road The procedure for the single - family detached housing model was performed with the same steps as the manufactured home model. The total average daily trips from ITE Trip Generation Manual, 5th Edition for single - family detached housing was calculated for Barker Road and Mission Avenue to be 3486 ADT. Forty percent of the ten percent represents I -90 west bound on -ramp demand from the project. (3486 ADT x 10% x 40% = 140 VPH) (361 VPH + 140 VPH = 501 VPH) With the new peak hour volume, the HCS software was applied and the results can be found in appendix C. Summary for I -90 On /Off Ramp • The results of each model and Table 5 -1 Level -of- Service Criteria for Checkpoint Flow Rates at Ramp- Freeway Terminals with a description of the different levels of service are included in appendix D. The added volume from single family or manufactured homes • did not change the level of service from its existing level of service C. Therefore no additional improvements to the westbound on ramp are required. • • • • • • • • • • • APPENDIX A EXISTING AREA TRAFFIC I -90 On /Off Ramp West Bound from Barker Road LOCATION : BARKER RD.; 1 -90 ON RAMP, NORTH SIDE DATE 03 -23 -94 AXLE CLASS DIRECTIO (OR) ON RAMP; (OFR) OFF RAMP REF. : TEST #6 VEHICLE PER HOUR (VPH); PEAK (OR) 361 VPH @ 6:45 A.M. (OR) 227 VPH @ 3:30 P.M. VEHICLE PER DAY (VPD); WEEKDAY TOTAL (OR) 2933 VPD (OR) BIKES 1.8% CARS & 2 AXLE 1 87.6% BUSES 1.3% TRUCKS 9.3% • • • • • t Z- 9 � poKF_ tAL oilg9 FE � WF&/s CUT nz.e,v <_�var rro4 pttlf /NEr( #) L So?) 9S2 - 2 559 b/GS% n j !,,ari4J• mc,,Day 7/1x0ob (LI y 3,9 UFO to 771-L 2oT /I LRNF • 8. l %% e ICE k N & sy Oui eouao 7 % runt K,S E#1 of I3AI2 /c6A cv2oaoa y rili<ouL /=nTna/ C 36753 8.9 V. pith HOo,Z 57, 5 Our I`oUNo �6 tit dck • * GOT Got hop 69379 Vpo)( 5-Y6 #- lt.) a29l fif)( W+ioi1- oy) o ?J-,51 < l+oo 0Or y c s2 = TD l.f7 /1 c pJ V V V VPH E 7 7 PCPH - Passenger cars per hour -Lane one volume - Ramp volume - Volume downstream of an on -ramp - Vihicles Per Hour - Passenger -car equivalents for trucks - The adjustment factor for the combined effect of trucks, recreational vehicles, and buses on the traffic stream; PHF -Which is defined as the ratio of total hourly volume to the maximum 15 -min rate of flow within the hour. 1985 HCM:RAMP ANALYSIS PAGE 1 FACILITY LOCATION arker Rd., I -90 Westbound On -Ramp ANALYST G.E. Siegford TIME OF ANALYSIS DATE OF ANALYSIS 03 -30 -1994 OTHER INFORMATION & A) ADJUSTMENT FACTORS PERCENTAGE OF TRUCKS 7 (Typical - 200 # /HP) PEAK HOUR FACTOR 9 HIGHWAY DESIGN SPEED (mph) 70 (BUSES AND RV'S ARE CONSIDERED AS TRUCKS) LEVEL TERRAIN B) INPUT INFORMATION NO. OF LANES ON FREEWAY : 2 (per direction) ANALYSIS RAMP CHARACTERISTICS: * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (1) RIGHT -HAND RAMP. (2) ONE LANE RAMP. VOLUME % TRUCKS RAMP TYPE DISTANCE UPSTREAM RAMP * * * * * * ** N.A. N.A. N.A. N.A. FREEWAY * * * * * ** 1816 7 N.A. N.A. ANALYSIS RAMP * * * * * * ** 361 10 ON N.A. DOWNSTREAM RAMP * * * * * * * * ** N.A. N.A. N.A. N.A. • 1985 HCM:RAMP ANALYSIS PAGE 2 ******************************** * * ***** * * **** ****************** • TRUCK PRESENCE IN LANE 1: 66 % OF FREEWAY TRUCKS • • • C) RAMP ANALYSIS RESULTS RAMP ANALYZED ALONE USING FIGURE I.5- 1 V1 Vr Vf * * ** * * ** * * * ** VPH 721 361 1816 ET 1.7 1.7 1.7 Fhv 0.92 0.93 0.95 PHF 0.90 0.90 0.90 PCPH 871 431 2124 CHECKPOINT VOLUME LOS * * * * * * * * ** * * * * ** * ** FREEWAY: 2555 C MERGE: 1302 C IDENTIFYING INFORMATION FACILITY LOCATION arker Rd., I -90 Westbound On -Ramp TIME AND DATE ; 03 -30 -1994 OTHER INFORMATION APPENDIX B EXISTING AREA TRAFFIC I -90 On /Off Ramp West Bound from Barker Road 1985 HCM:RAMP ANALYSIS PAGE 1 ********************************* ** **** ********* * * * *********** ** FACILITY LOCATION arker Rd., I -90 Westbound On -Ramp ANALYST G.E. Siegford TIME OF ANALYSIS DATE OF ANALYSIS 03 -30 -1994 OTHER INFORMATION ANTFGI A � 4 71r76CF£G At,r3sJUFf.c `joi7v'lJ A) ADJUSTMENT FACTORS PERCENTAGE OF TRUCKS 7 (Typical - 200 # /HP) PEAK HOUR FACTOR 9 HIGHWAY DESIGN SPEED (mph) 70 (BUSES AND RV'S ARE CONSIDERED AS TRUCKS) LEVEL TERRAIN B) INPUT INFORMATION NO. OF LANES ON FREEWAY : 2 (per direction) ANALYSIS RAMP CHARACTERISTICS: * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (1) RIGHT -HAND RAMP. (2) ONE LANE RAMP. VOLUME % TRUCKS RAMP TYPE DISTANCE UPSTREAM RAMP * * * * * * ** N.A. N .A. N.A. N.A. FREEWAY * * * * * ** 1816 7 N.A. N.A. ANALYSIS RAMP * * * * * * ** 431 10 ON N.A. DOWNSTREAM RAMP * * * * * * * * ** N.A. N.A. N.A. N.A. • 1985 HCM:RAMP ANALYSIS PAGE 2 C) RAMP ANALYSIS RESULTS • TRUCK PRESENCE IN LANE 1: 66 % OF FREEWAY TRUCKS RAMP ANALYZED ALONE USING FIGURE I.5- 1 • • • V1 Vr Vf * * ** * * ** * * * ** VPH 705 501 1816 ET 1.7 1.7 1.7 Fhv 0.92 0.93 0.95 PHF 0.90 0.90 0.90 PCPH 851 599 2124 CHECKPOINT VOLUME LOS * * * * * * * * ** * * * * ** * ** FREEWAY: 2723 C MERGE: 1450 C IDENTIFYING INFORMATION FACILITY LOCATION arker Rd., I -90 Westbound On -Ramp TIME AND DATE ; 03 -30 -1994 OTHER INFORMATION • • • • • • • • • • • n APPENDIX C ANTICIPATED TRAFFIC SINGLE -FAMLY DETACHED HOUSING I -90 On /Off Ramp West Bound from Barker Road 0 • 1985 HCM:RAMP ANALYSIS PAGE 1 FACILITY LOCATION arker Rd., 1-90 Westbound On -Ramp ANALYST G.E. Siegford TIME OF ANALYSIS • DATE OF ANALYSIS . 03 -30 -1994 OTHER INFORMATION »1 7f SZ.JGL ! 1 Cy1%ai.lcf4'J A) ADJUSTMENT FACTORS PERCENTAGE OF TRUCKS 7 (Typical - 200 # /HP) PEAK HOUR FACTOR 9 HIGHWAY DESIGN SPEED (mph) 70 (BUSES AND RV'S ARE CONSIDERED AS TRUCKS) LEVEL TERRAIN B) INPUT INFORMATION NO. OF LANES ON FREEWAY : 2 (per direction) ANALYSIS RAMP CHARACTERISTICS: * * * * * * * * * * * * * * * * * * * * * * * * * * * ** (1) RIGHT -HAND RAMP. (2) ONE LANE RAMP. VOLUME % TRUCKS RAMP TYPE DISTANCE UPSTREAM RAMP * * * * * * ** N.A. N.A. N.A. N.A. FREEWAY * * * * * ** 1816 7 N.A. N.A. ANALYSIS RAMP * * * * * * ** 501 10 ON N.A. DOWNSTREAM RAMP * * * * * * * * ** N.A. N.A. N.A. N.A. 1985 HCM:RAMP ANALYSIS PAGE 2 ********************************* ** ***** *** * * * ** * * *** ****** ***** C) RAMP ANALYSIS RESULTS TRUCK PRESENCE IN LANE 1: 66 % OF FREEWAY TRUCKS RAMP ANALYZED ALONE USING FIGURE I.5- 1 V1 Vr Vf * * ** * * ** * * * ** VPH 705 501 1816 ET 1.7 1.7 1.7 Fhv 0.92 0.93 0.95 PHF 0.90 0.90 0.90 PCPH 851 599 2124 CHECKPOINT VOLUME LOS * * * * * * * * ** * * * * ** * ** FREEWAY: 2723 C MERGE: 1450 C IDENTIFYING INFORMATION FACILITY LOCATION arker Rd., I -90 Westbound On -Ramp TIME AND DATE ; 03 -30 -1994 OTHER INFORMATION • • • • • • • • • • • b izi b APPENDIX D SUMMARY I -90 On /Off Ramp West Bound From Barker Road • • CHECKPOINT VOLUME LOS • MANUFACTURED • HOMES • EXISTING FREEWAY: 2555 C MERGE: 1302 C FREEWAY: 2639 C MERGE: 1376 C SINGLE - FAMILY DETACHED HOUSING RESULTS OF EACH MODEL FOR 1 -90 ON /OFF RAMP WESTBOUND FROM HCS PROGRAM FREEWAY: 2723 C MERGE: 1450 C • • • • • 5-6 LEVEL-OF-SERVICE CRITERIA FREEWAYS TABLE 5 -1. LEVEL-OFSFRYICE CRITERIA FOR CHECKPOINT FLOW RATES AT RAMP- FREEWAY TERMINALS e Lane -1 flow rate plus ramp flow rate for one-lane, right -side on -ramps Lane -I flow rate immed upstream of off-ramp for one -lane. right -side ramps e Total freeway flow rate in one direction upstream of otramp and /or downstream of on -ramp. Level of service not attainable due to design speed restrictions Level-of-service criteria for merge, v,., diverge, v, and free- way, v flow rate checkpoints are given in Table 5 -1. The criteria for freeway flow rates are the same as those given in Chapter 3, but are repeated here for the convenience of the user. Note that criteria are stated in terms of lbw rates As in Chapters 3 and 4, computational procedures include the con - • version of peak -hour volumes to equivalent hourly flow rates representing flow during the peak 15 -min interval. The criteria of Table 5 -1 are not specifically correlated to measures of operational quality. They are intended, however, to reflect flow rates which may be accommodated while per- mitting the freeway as a whole to operate at the designated level • of service in the vicinity of the ramp. Thus, the quality of operations is expected to be as described in Chapter 3, with some local turbulence in lane 1. Level-of-service A represents unrestricted operation. Merging and diverging vehicles have little effect on other freeway flows. Merging is smoothly accomplished with only minor speed ad- justments required to fill gaps; diverge movements encounter • no significant turbulence. At level-of-service B. merging vehicles have to adjust their speed slighlty to Ell lane 1 gaps; diverging vehicles still do not experience any significant turbulence. Freeway vehicles not in- WIDELY VARIABLE Levelof- service C though still stable, approaches the range in which small changes in flow result in large changes in op- erating quality. Both lane 1 and on -ramp vehicles must adjust their speed to accomplish smooth merging, and under heavy on -ramp flows, minor ramp queuing may occur. Some slowing may also occur in diverge areas. Turbulence from on- and off- ramp maneuvers is more widespread, and the effects of this turbulence may extend into freeway lanes adjacent to lane 1. Overall speed and density of freeway vehicles are not expected to be seriously deteriorated. At level-of-service D. smooth merging becomes difficult to achieve. Both entering and lane 1 vehicles must frequently adjust their speed to avoid conflicts in the merge area. Slowing in the vicinity of diverge areas is also significant. Turbulence from merge and diverge movements will affect several freeway lanes. At heavily used on - ramps, ramp queues may become a disruptive factor. Level-of-service E represents capacity operation. Merge move - ments create significant turbulence, but continue without no- ticeable freeway queuing. On -ramp queues, however, may be significant. Diverge movements are significantly slowed, and some queuing may occur in the diverge area. All vehicles are affected by turbulence, and vehicles not involved in ramp move- ments attempt to avoid this turbulence by moving towards the median lanes. At level-of-service F all merging is on a stop - and -go basis, and ramp queues and lane 1 breakdowns are extensive. Much tur- bulence is created as vehicles attempt to change lanes to avoid LEVEL OF SERVICE MERGE PLOW RATE (PCPH) P. .. FREEWAY FLOW RATES (PCPH)`, a DIVERGE FLOW RATE (pcpH) e 70-MPH DESIGN SPEED 60-MPH DESIGN SPEED SO -MPH DESIGN SPEED 4-L3/414E 6 -LANE 8 -1-04E 4-LANE 6 -LANE 8 -LANE 4-LANE 6-LANE 8 -L■NE CO V O 14 S 600 5 1,000 5 1,450 5 1,750 5 2,000 s 650 5 1,050 5 1,500 5 1,800 5 2,000 5 1,400 s 2,200 5 3,100 5 3,700, 5 4,000 5 2,100 5 3,300 5 4,650 5 5,350 , 5 6,000 5 2,800 5 4,400 5 6,200 5 7,400 5 8,000 • 5 2,000 5 2.800 5 3,400 5 4,000 d 5 3,000 5 4.200 5 3,100 5 6,000 d 5 4,000 5 5,600 5 6,800 $ 8,000 4 • 52,600 5 3,200 5 3.800 e a 5 3.900 5 4,800 5 3,700 4 a 5 5,200 5 6,400 5 7.600 r 1 • • • • • 5-6 LEVEL-OF-SERVICE CRITERIA FREEWAYS TABLE 5 -1. LEVEL-OFSFRYICE CRITERIA FOR CHECKPOINT FLOW RATES AT RAMP- FREEWAY TERMINALS e Lane -1 flow rate plus ramp flow rate for one-lane, right -side on -ramps Lane -I flow rate immed upstream of off-ramp for one -lane. right -side ramps e Total freeway flow rate in one direction upstream of otramp and /or downstream of on -ramp. Level of service not attainable due to design speed restrictions Level-of-service criteria for merge, v,., diverge, v, and free- way, v flow rate checkpoints are given in Table 5 -1. The criteria for freeway flow rates are the same as those given in Chapter 3, but are repeated here for the convenience of the user. Note that criteria are stated in terms of lbw rates As in Chapters 3 and 4, computational procedures include the con - • version of peak -hour volumes to equivalent hourly flow rates representing flow during the peak 15 -min interval. The criteria of Table 5 -1 are not specifically correlated to measures of operational quality. They are intended, however, to reflect flow rates which may be accommodated while per- mitting the freeway as a whole to operate at the designated level • of service in the vicinity of the ramp. Thus, the quality of operations is expected to be as described in Chapter 3, with some local turbulence in lane 1. Level-of-service A represents unrestricted operation. Merging and diverging vehicles have little effect on other freeway flows. Merging is smoothly accomplished with only minor speed ad- justments required to fill gaps; diverge movements encounter • no significant turbulence. At level-of-service B. merging vehicles have to adjust their speed slighlty to Ell lane 1 gaps; diverging vehicles still do not experience any significant turbulence. Freeway vehicles not in- WIDELY VARIABLE Levelof- service C though still stable, approaches the range in which small changes in flow result in large changes in op- erating quality. Both lane 1 and on -ramp vehicles must adjust their speed to accomplish smooth merging, and under heavy on -ramp flows, minor ramp queuing may occur. Some slowing may also occur in diverge areas. Turbulence from on- and off- ramp maneuvers is more widespread, and the effects of this turbulence may extend into freeway lanes adjacent to lane 1. Overall speed and density of freeway vehicles are not expected to be seriously deteriorated. At level-of-service D. smooth merging becomes difficult to achieve. Both entering and lane 1 vehicles must frequently adjust their speed to avoid conflicts in the merge area. Slowing in the vicinity of diverge areas is also significant. Turbulence from merge and diverge movements will affect several freeway lanes. At heavily used on - ramps, ramp queues may become a disruptive factor. Level-of-service E represents capacity operation. Merge move - ments create significant turbulence, but continue without no- ticeable freeway queuing. On -ramp queues, however, may be significant. Diverge movements are significantly slowed, and some queuing may occur in the diverge area. All vehicles are affected by turbulence, and vehicles not involved in ramp move- ments attempt to avoid this turbulence by moving towards the median lanes. At level-of-service F all merging is on a stop - and -go basis, and ramp queues and lane 1 breakdowns are extensive. Much tur- bulence is created as vehicles attempt to change lanes to avoid V PERCENTAGE OF TRUCKS, ?r; RV S, P,; Or BUSES. P, 1 2 3 4 5 6 7 8 9 10 12 14 16 18 20 2 0.99 0.98 0.97 0.96 0.95 0.94 0.93 0.93 0.92 0.91 0.89 0.88 0.86 0.85 0.83 3 0.98 0.96 0.94 0.93 0.91 0.89 0.88 0.86 0.85 0.83 0.81 0.78 0.76 0.74 0.71 4 0.97 0.94 0.92 0.89 0.87 0.85 0.83 0.81 0.79 0.77 0.74 0.70 0.68 0.65 0.63 5 0.96 0.93 0.89 0.86 0.83 0.81 0.78 0.76 0.74 0.71 0.68 0.64 0.61 0.58 0.56 6 0.95 0.91 0.87 0.83 0.80 0.77 0.74 0.71 0.69 0.67 0.63 0.59 0.56 0.53 0.50 7 0.94 0.89 0.85 0.81 0.77 0.74 0.70 0.68 0.65 0.63 0.58 0.54 0.51 0.48 0.45 8 0.93 0.88 0.83 0.78 0.74 0.70 0.67 0.64 0.61 0.59 0.54 0.51 0.47 0.44 0.42 9 0.93 0.86 0.81 0.76 0.71 0.68 0.64 0.61 0.58 0.56 0.51 0.47 0.44 0.41 0.38 10 0.92 0.85 0.79 0.74 0.69 0.65 0.61 0.58 0.55 0.53 0.48 0.44 0.41 0.38 0.36 11 0.91 0.83 0.77 0.71 0.67 0.63 0.59 0.56 0.53 0.50 0.45 0.42 0.38 0.36 0.33 12 0.90 0.82 0.75 0.69 0.65 0.60 0.57 0.53 0.50 0.48 0.43 0.39 0.36 0.34 0.31 13 0.89 0.81 0.74 0.68 0.63 0.58 0.54 0.51 0.48 0.45 0.41 0.37 0.34 0.32 0.29 14 0.88 0.79 0.72 0.66 0.61 0.56 0.52 0.49 0.46 0.43 0.39 0.35 0.32 0.30 0.28 15 0.88 0.78 0.70 0.64 0.59 0.54 0.51 0.47 0.44 0.42 0.37 0.34 0.31 0.28 0.26 16 0.87 0.77 0.69 0.63 0.57 0.53 0.49 0.45 0.43 0.40 0.36 0.32 0.29 0.27 0.25 17 0.86 0.76 0.68 0.61 0.56 0.51 0.47 0.44 0.41 0.38 0.34 0.31 0.28 0.26 0.24 18 0.85 0.75 0.66 0.60 0.54 0.49 0.46 0.42 0.40 0.37 0.33 0.30 0.27 0.25 0.23 19 0.85 0.74 0.65 0.58 0.53 0.48 0.44 0.41 0.38 0.36 0.32 0.28 0.26 0.24 0.22 20 0.84 0.72 0.64 0.57 0.51 0.47 0.42 0.40 0.37 0.34 0.30 0.27 0.25 0.23 0.21 21 0.83 0.71 0.63 0.56 . 0.50 0.45 0.41 0.38 0.36 0.33 0.29 0.26 0.24 0.22 0.20 22 0.83 0.70 0.61 0.54 0.49 0.44 0.40 0.37 0.35 0.32 0.28 0.25 0.23 0.21 0.19 23 0.82 0.69 0.60 0.53 0.48 0.43 0.39 0.36 0.34 0.31 0.27 0.25 0.22 0.20 0.19 24 0.81 0.68 0.59 0.52 0.47 0.42 0.38 0.35 0.33 0.30 0.27 0.24 0.21 0.19 0.18 25 0.80 0.67 0.58 0.51 0.46 0.41 0.37 0.34 0.32 0.29 0.26 0.23 0.20 0.18 0.17 • • • • 1 E for Trucks E, for Buses E, for RV's FACTOR BASIC FREEWAY SEGMENTS 3 -17 TABLE 3 -9. ADJUSTMENT FACTOR FOR THE EFFECT OF TRUCKS, BUSES, OR RECREATIONAL VEHICLES IN THE TRAFFIC STREAM PCE Passenger-car equivalent, obtained from Table 3 3, 3-3, 3 -3, or 34. NOTE: This table should not be used when the combined percentage of buses and RV's in the traffic st eam is more than one-fifth the percentage of trucks. TABLE 3 -3. PASSENGER -CAR EQUIVALENTS ON EXTENDED GENERAL FREEWAY SEGMENTS TYPE OF TERRAIN LEVEL ROLLING MOUNTAINOUS 1.7 4.0 8.0 1.5 3.0 5.0 1.6 3.0 4.0 ADJUSTMENT FACTOR, fxr 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 - 1171 • Fax (208) 664 - 3507 Prepared on behalf of: North Idaho Engineering, Inc. TRAFFIC IMPACT REPORT FOR THE RIVERWAY VILLA PROJECT JUNE 7, 1994 Wel Co Group, Inc. P.O. Box 2825 Redmond, WA 98073 -2825 J.N. 4004 RECEIVED JUL b J 1994 SPOKANE COUiriY ENGINEER SUMMARY • The added anticipated traffic from Riverway Villa project will not effect the two intersections included in this report beyond average traffic delays. • • The results are still good. The worst case being the East bound left resulting in a LOS of C • • • ANTICIPATED TRAFFIC RESULTS See appendix B for results. ANTICIPATED TRAFFIC MANUFACTURED HOMES Intersection One: (average traffic delays). Intersection Two: The worst case being the East bound left resulting in a LOS of B (short traffic delays). ANTICIPATED TRAFFIC SINGLE - FAMILY DETACHED HOUSING • Intersection One: The worst case being the East bound left resulting in a LOS of C (average traffic delays). There are still plenty of reserve capacity before the LOS turns to a B. Intersection Two: • The worst case being the East bound left resulting in a LOS of C (average traffic delays). • • • • • • • I - 90 • 51146LE- FRMny 0577}[1HEO HeasflJ6 ,+7SS SIon1 A VE. fRoYEc r o % rorAt > +Ar PEAK MovR OR TRAVEL row$vZOS TRAJEL &WAy )0 ,tor �o ROT cA rAh.Do ,VE. I - 90 MANUFACTURED HorE5 MT5SI,A) AVE. c o / 1 fRoTEc r SO % rorAt /4or P5&i< gov ib OR -TRAVEL ToWAROS 53n ; TRAVEL mv"Y 3 r "or cpr, Do RvE. • ANTICIPATED TRAFFIC MANUFACTURED HOMES Travel Towards (106 PH ADT x 50% = 53 PH ADT) • Travel Away (70 PH ADT x 50% = 35 PH ADT) • ANTICIPATED TRAFFIC SINGLE - FAMILY DETACHED HOUSING Travel Towards (209 PH ADT x 50% = 104 PH ADT) • Travel Away (140 PH ADT x 50% = 70 PH ADT) TRAFFIC ROUTE FROM PROJECT Sever`ldefere� ill be used to travel to and away from the project. It has been depicted that fifty percent of the peak hour ADTs will travel the route using the two intersections at question. See the following two pages for route projection. The results of the expected peak hour traffic both to and from the project using this route are listed below. • Single - Family Detached Housing (210) • Number of Studies: 348 • Average Number of Dwelling Units: 206 Directional Distribution: 5O% entering, 50% exiting • • • • • Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.55 4.31 - 21.85 3.66 Data Plot and Equation 30,000 20,000 10,000 X Actual Data Paints :4c X X 1000 2000 X = Number of Dwelling Units Fitted Curve Average Rate Fitted Curve Equation: Ln(T) = 0.921 Ln(X) + 2.698 R = 0.96 3000 Trip Generation, January 1991 257 Institute of Transportation Engineers Average Vehicle Trip Ends vs: Occupied Dwelling Units On a: Weekday Number of Studies: 37 Average Number of Occupied Dwelling Units: 195 Directional Distribution: 50% entering, 50% exiting Trip Generation per Occupied Dwelling Unit Range of Rates Standard Deviation Average Rate 4.81 Data Plot and Equation 4.000 3,000 2.000 1,000 x x x x X 0 X 0 100 200 300 400 500 800 700 800 X = Number of Occupied Dwelling Units Fitted Curve Average Rate X Actual Data Paints Fitted Curve Equation: Ln('n = 0.890 Ln(X) + 2.162 R =0.85 900 Trip Generation, January 1991 Mobile Home Park (240) 2.29 - 10.42 427 2.60 Institute of Transportation Engineers • ANTICIPATED TRAFFIC ANTICIPATED TRAFFIC MANUFACTURED HOMES • Total Average Daily Trips (ADT) for the Riverway Villa Project were established using ITE Trip Generation Manual, 5th Edition for a mobile home park with 365 units. The ADT per unit is • 4.81 resulting in 1756 ADTs for the project. Ten percent of the total ADT or 176 ADT were expected to accrue during the Peek Hour (PH) from the project. Sixty percent ( 106 PH ADT) will travel towards the project while the other forty percent (70 PH ADT) will be traveling away. • ANTICIPATED TRAFFIC SINGLE- FAMILY DETACHED HOUSING • Using the ITE Trip Generation Manual, 5th Edition for single - family detached housing with an average ADT per unit of 9.55 resulted in 3486 ADT. Again ten percent was estimated for peak hour ADTs or 349 ADTs occur during the peak hour. Sixty percent ( 209 PH ADT) will travel • towards the project while the other forty percent (140 PH ADT) will be traveling away. TABLE 10-3. LEVEL -OF - SERVICE CRITERIA FOR LINSIGNAL. IZED INTERSECTIONS RESERVE CAPACITY LEVEL OF EXPECTED DELAY TO (PCPH) SERVICE MINOR STREET TRAFFIC 2 400 A Little or no delay 300 -399 B Short traffic delays 200 -299 C Average traffic delays 1C -i99 D Long traffic delays • 0- 99 E Very long marlin delays • F • When demand volume Banda to =awry of the lane. extreme delays soli he acaunieron with queuing *fief may at=e aware mnIGeen atTecinU other traffic movements in the inaction. Thu condition uauai2y warrants improvement to the .nteneion. • EXISTING AREA TRAFFIC A model was made of the existing traffic for both intersection one and Inclosed in appendix A are the results of these models. Catal Ave. was omitted contributing factor because it is • not a through street. Cataldo is an access road to industrial entities such as United Paint and Coatings, Alpine Motel, and Progress tool & Die, Inc. Co / gQ //may • l frn ,>,, fac a-07 4- E S 1C e ,/ *9 SUMMARY ' ✓ Both intersection one and two are operating at a worst case Level of Service (LOS) of B. • Enclosed on the following page is definitions defining the different LOS for unsignalized • • • intersections. 0 e cot • OVERVIEW The Riverway villa project is currently designed for 365 single family, or manufactured home lots. • Intersections of Barker Road and on / off ramps both North and South of Interstate I -90 will be looked at in this report. Intersection of Barker Road, West bound on/off ramp, and Cataldo Ave. • North of I -90 will be refereed as intersection one. The other intersection South of I -90 will be refereed to as intersection two. To model the intersections performance both for existing an • anticipated traffic, the Highway Capacity Software (HCS) was utilized. Traffic data was gathered using the Timemark Delta I traffic counter and then deciphered by the Janus computer program The results from the Janus program may be found in appendix C. IN T kODUCTION This report is supplemental to the report dated April 8, 1994 and titled TRAFFIC IMPACT REPORT FOR THE RIVERWAY VILLA PROJECT. • • CAPACITY AND LEVEL -OF- SERVICE POTEN- FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) • MINOR STREET EB LEFT THROUGH RIGHT • MINOR STREET WB LEFT THROUGH RIGHT • MAJOR STREET SB LEFT NB LEFT 325 0 49 p IDENTIFYING INFORMATION 684 750 965 ACTUAL MOVEMENT CAPACITY c (pcph) M 669 733 965 SHARED CAPACITY c (pcph) SH > 669 > 697 733 > 965 Page -3 RESERVE CAPACITY c =c -v LOS, R SH > 344 > B > 323 733 >B A > 916 > A 1 661 627 627 626 A 0 767 750 > 750 > 750 > A 0 968 968 > 627 968 > 626 968 >A A 37 999 0 999 999 999 999 999 NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... 962 A 999 A • ADJUSTMENT FACTORS • EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 • SOUTHBOUND 0.00 VEHICLE COMPOSITION • • • • • • PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS IDENTIFYING INFORMATION 90 90 90 90 20 20 20 20 % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 0 WESTBOUND 0 0 0 • NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS N N TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 MINOR THROUGHS EB 6.30 6.30 0.00 6.30 WE 6.30 6.30 0.00 6.30 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... Page -2 • • • • • ra.) TER 56 4. 7Tot' 7 Page -1 1985 HCM: UNSIGNALIZED INTERSECTIONS r************* ********************* *** * * * ** * * * * *** * *** * *** * * * * * ** * * ** IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road • NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm /dd /yy) 07 -07 -1994 TIME PERIOD ANALYZED P.M. Peak Hour rgiteFFLG fli-5 : GEfr►g rWO'4 • OTHER INFORMATION.... EXL'S INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB LEFT 266 - - - i - - - p 30 THRU 0 0 50 70 RIGHT 40 0 30 0 NUMBER OF LANES AND LANE USAGE LANES EB WB NB SB POTEN- • FLOW TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) MINOR STREET EB LEFT RIGHT • MAJOR STREET NB LEFT • CAPACITY AND LEVEL -OF SERVICE 49 p IDENTIFYING INFORMATION 407 12 827 ACTUAL MOVEMENT CAPACITY c (pcph) M 389 827 61 821 821 SHARED CAPACITY c (pcph) SH > 389 > 435 > 827 821 Page - 3 RESERVE CAPACITY c = c - v LOS R. SH > 340 > B > 374 >B > 815 > A NAME OF THE EAST /WEST STREET West -Bound On /Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -07 -199 ; P.M. Peak Hour • OTHER INFORMATION.... 760 A • ADJUSTMENT FACTORS • EASTBOUND 0.00 WESTBOUND NORTHBOUND 0.00 • SOUTHBOUND 0.00 • EASTBOUND WESTBOUND • NORTHBOUND SOUTHBOUND • • • • VEHICLE COMPOSITION CRITICAL GAPS MINOR RIGHTS MAJOR LEFTS MINOR LEFTS PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS % SU TRUCKS % VEHICLES INAT MOTORCYCLES AND RV'S 0 0 0 90 90 90 20 N 0 0 0 0 0 0 20 N 20 N Page -2 TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) ADJUSTMENT CRITICAL GAP EB 5.70 5.70 0.00 5.70 NB 5.10 5.10 0.00 5.10 EB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET West -Bound On /Off Ramp NAME OF THE NORTH /SOUTH STREET Barker19 Road ; P.M. Peak Hour DATE AND TIME OF THE ANALYSIS OTHER INFORMATION..•. IDENTIFYING INFORMATION TN7ErZ. &frog OAIE 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 150000 West -Bound On /Off Ramp AREA POPULATION NAME OF THE EAST /WEST STREET NAME OF THE NORTH /SOUTH STREET • NAME OF THE ANALYST DATE OF THE ANALYSIS (mm/dd /yy) TIME PERIOD ANALYZED • OTHER INFORMATION.... E CL'STT»G INTERSECTION TYPE AND CONTROL • • TRAFFIC VOLUMES • INTERSECTION TYPE: T- INTERSECTION MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN LEFT THRU RIGHT • NUMBER OF LANES LANES 1 EB WB NB SB 40 - - 50 -- 0 0 -- 266 90 10 -- 0 227 EB WE Barker Road GES 07 -07 -1994 P.M. Peak Hour 7*nrrrct fro. NB SB • Exria - v6 pH\/ • 1 4 /lo vE MENT • WE57 E0040 cfF RFM F L7 ` � 7 217 go SU � , riTER SEC Tro Al # I CA 7F:LDO • • POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) • • • • CAPACITY AND LEVEL -OF- SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET 1 0 0 P SB LEFT 50 999 NB LEFT 0 999 IDENTIFYING INFORMATION 643 745 965 ACTUAL MOVEMENT CAPACITY c (pcph) M 605 723 965 999 999 SHARED CAPACITY c (pcph) SH 363 666 646 > 646 > 283 > C 0 731 709 > 672 709 > 260 709 >C A 49 963 963 > 963 > 914 > A 605 > 723 > 605 965 999 999 NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour • OTHER INFORMATION.... Page -3 RESERVE CAPACITY c = c - v LOS R SH 603 A > 723 > A > 603 965 >A A 949 A 999 A • • EASTBOUND 0.00 90 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N • SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION • EASTBOUND 0 0 0 WESTBOUND 0 0 0 • NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS • • • • ADJUSTMENT FACTORS Page -2 MINOR RIGHTS EB WB PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.70 5.70 5.70 5.70 0.00 0.00 5.70 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 • MINOR THROUGHS EB 6.30 6.30 0.00 6.30 WB 6.30 6.30 0.00 6.30 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... • • 1985 HCM: UNSIGNALIZED INTERSECTIONS Page - 1 ************** **************** * * * * * * * * * * * ** ** * * * * * * * * * * * * * ** *max * * * *** IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road • NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -07 -1994 Peak Hour TIME PERIOD ANALYZED P.M. /4i''11'L`' • OTHER INFORMATION....I�r 7r Arta 7w10 c , �& LE F INTERSECTION TYPE AND CONTROL PILE ; 66N E TWO Q INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB LEFT 297 1 0 41 THRU 0 0 55 7 RIGHT 40 0 30 0 NUMBER OF LANES AND LANE USAGE LANES YNTE2566 rro» rwo EB WB NB SB 1 0 1 1 CAPACITY AND LEVEL -OF- SERVICE POTEN- FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph)'c (pcph) p • MINOR STREET EB LEFT 68 337 RIGHT 12 802 • MAJOR STREET NB LEFT 61 784 • IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M 322 802 784 SHARED CAPACITY c (pcph) SH > 322 > 354 > 802 784 Page -3 RESERVE CAPACITY c = c - v LOS R SH > 253 > C > 273 >C > 790 > A NAME OF THE EAST /WEST STREET West -Bound On /Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... 723 A • ADJUSTMENT FACTORS PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS • EASTBOUND 0.00 90 20 N WESTBOUND NORTHBOUND 0.00 90 • SOUTHBOUND 0.00 90 • EASTBOUND 0 0 WESTBOUND ___ • NORTHBOUND 0 0 SOUTHBOUND 0 0 • • • VEHICLE COMPOSITION CRITICAL GAPS MINOR RIGHTS MAJOR LEFTS MINOR LEFTS % SU TRUCKS % COMBINATION AND RV'S EB NB TABULAR VALUES ADJUSTED (Table 10 -2) 5.70 5.10 EB 6.80 5.70 5.10 6.80 20 N 20 N $ MOTORCYCLES 0 0 0 Page - 2 SIGHT DIST. FINAL ADJUSTMENT CRITICAL GAP 0.00 0.00 0.00 5.70 5.10 6.80 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET ...... West -Bound On /Off Ramp NAME OF THE NORTH /SOUTH STREET.... Barker Road DATE AND IDFTIME OF FNTHE ANALYSIS ••••• 07 -07 -199 ; P.M. Peak Hour • DATER • • • • • Page - 1 1985 HCM: UNSIGNALIZED INTERSECTIONS IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 .9 PEAR HOUR FACTOR • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET West -Bound On /Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road • NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm /dd /yy)••••• 07 -07 -199 P.M. Peak Hour TIME PERIOD ANALYZED _r�2�y • OTHER INFORMATION . , RN7uI PA 71 0 7126 rC sLN6 INTERSECTION TYPE AND CONTROL FILE GErJE ° G INTERSECTION TYPE: T- INTERSECTION MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES Z NTEK soc rl'ON omE EB WB NB SB - • LEFT - -56 - - -- 50 0 THRU 0 352 104 RIGHT 10 0 248 NUMBER OF LANES --------- - - - - -- EB WB NB SB - - - - - -- LANES 1 • l,J7rcrPATE pH v • Ltt,d vs /45,1/417 $L'10646 - Pi eln-y t,En4ciEO 14 o uS2'N • • • • • 33 • • • io �, EcCN' G c =T • RFr% r - S U? D OFF RPM p ro pc Tic r Fet h m R BAti � toy 50 3S2 c)? EittIRV,L=R P.D. 1 i :ENTER 5E/ TTOnl r � �Nr.tSEcrZcJ 2 K ,.., EP; 57-- B3U,Lb 01.3 ro°,,rp • • • MINOR STREET • • • CAPACITY AND LEVEL -OF- SERVICE Page -3 - - - - -- ------- - - - - -- POTEN RATE CAPACITY MOVEMENT v(pcph) cp(pcph) MINOR STREET EB LEFT THROUGH RIGHT WB LEFT THROUGH RIGHT MAJOR STREET SB LEFT NB LEFT ACTUAL MOVEMENT CAPACITY c (pcph) M 345 49 676 0 742 964 1 0 0 653 757 967 658 722 964 617 737 967 43 999 999 0 999 999 SHARED CAPACITY c (pcph) SH > 658 > > 685 722 > > 964 > 617 > 737 > 617 967 999 999 RESERVE CAPACITY c = c - v LOS R SH 314 > B 292 722 >C A 915 > A 616 A > 737 > A > 616 967 >A A 956 A 999 A IDENTIFYING INFORMATION _________________________________ East -On West -Off Ramp NAME OF THE EAST/WEST STREET ------ , P M Peak Hour NAME OF THE NOORTH /SOUTH H STREET.... Barker Road DATE AND TIME OF THE ANALYSIS ••••• 07 -07 -1994 OTHER INFORMATION.... • EASTBOUND 0 WESTBOUND A 0 • NORTHBOUND 0 SOUTHBOUND 0 CRITICAL GAPS • ADJUSTMENT FACTORS EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 SOUTHBOUND 0.00 VEHICLE COMPOSITION MINOR RIGHTS EB WB MAJOR LEFTS SB NB MINOR THROUGHS EB WB MINOR LEFTS EB WB PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS 5.70 5.70 5.10 90 20 N 90 20 N 90 20 N 90 20 N % SU TRUCKS % COMBINATION % MOTORCYCLES AND RV'S VEHICLES SIGHT DIST. FINAL TABULAR VALUES ADJUSTED (Table 10 -2) ADJUSTMENT CRITICAL GAP ( 5.10 6.30 6.30 6.80 6.80 0 0 0 0 0 0 0 0 5.70 5.70 5.10 5.10 6.30 6.30 6.80 6.80 Page -2 0.00 5.70 0.00 5.70 0.00 5.10 0.00 5.10 0.00 6.30 0.00 6.30 0.00 6.80 0.00 6.80 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Bar0er1 Road ; P.M. Peak Hour DATE AND TIME OF THE ANALYSIS OTHER INFORMATION.... • • r&7Ed 560 TWO Page - 1 1985 HCM: UNSIGNALIZED INTERSECTIONS IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR 9 • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET East -On, West -Off Ramp NAME OF THE NORTH /SOUTH STREET Barker Road • NAME OF THE ANALYST GES DATE OF THE ANALYSIS ( /dd /yy).... 07 -07 -199 P.M. Peak Hour TIME PERIOD ANALYZED • OTHER INFORMATION.... & graLpn el) 7i2A'FPfl 1 U $c7UVZ lO Fla: . C & S TWO .- INTERSECTION TYPE AND CONTROL Fla: INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB S B_ - - - - -- LEFT -i 282 0 35 THRU 0 0 52 72 RIGHT 40 0 30 0 gemts NUMBER OF LANES AND LANE USAGE EB ------------ --------- -- --- - -- WB N SB - - - - - -- -- 1 1 LANES • • • • CAPACITY AND LEVEL -OF SERVIC POTEN FLOW TIAL RATE CAPACITY MOVEMENT v(pcph) c ( p • MINOR STREET EB LEFT RIGHT 12 814 • MAJOR STREET NB LEFT 61 802 ACTUAL MOVEMENT CAPACITY c (pcph) M 356 339 > 339 > 59 > 377 > > 814 > 814 802 SHARED CAPACITY c (pcph) SH 802 RESERVE CAPACITY c = c - v LOS R SH 281 > C 306 >B 802 > A IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET West -Bound On /Off Ramp NAME OF THE NORTH /SOUTH STREET 0 P.M. Peak Hour DATE AND TIME OF THE ANALYSIS OTHER INFORMATION.... Page - 3 741 A • EASTBOUND WESTBOUND 0 • 0 0 NORTHBOUND 0 SOUTHBOUND 0 0 CRITICAL GAPS ---- --- - - - - -- ---- - - - ---- • --- - - - - -- -------------- FINAL TABULAR VALUES ADJUSTED SIGHT DIST. CRITICAL GAP (Table 10 -2) VALUE ADJUSTMENT -_I-I • • • Page - 2 ----------- -- ----- ------ ADJUSTMENT FACTORS ____ _________ PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS_ FOR RIGHT TURNS_ - --- - 90 - - - - 20 N EASTBOUND 0.\00 WESTBOUND N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 VEHICLE COMPOSIT _____ ______________________________________________________ - ----------------- - -- - - - - - -- % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES - - -° ----- -0 - - -- 0 MINOR RIGHTS MAJOR LEFTS EB 5.70 NB 5.10 5.10 5.70 0.00 0.00 5.10 MINOR LEFTS EB 6.80 6 0.00 IDENTIFYING INFORMATION--_- - - -- NAME OF THE EAST /WEST STREET... NAME OF THE NORTH /SOUTH STREET. DATE AND TIME OF THE ANALYSIS.. OTHER INFORMATION.... • West -Bound On /Off Ramp ▪ Barker Road • 07 -07 -1 ; P.M. Peak 5.70 6.80 Hour • =n1T5RSEcTL'o4 0"JF • I Page -1 1985 HCM: UNSIGNALIZED INTERSECTIONS 1* *,t * * S IGN IZED x * * *+ *ONS * * *ttt *• + *.* * * *.* * * * ** +age -1 IDENTIFYING INFORMATION -- __ -____- • -- ----- -- - --- AVERAGE RUNNING SPEED, MAJOR STREET -. .35 PEAK HOUR FACTOR......... - 150000 • AREA POPULATION------ ---------- - - - --- West -Bound On /Off Ramp NAME OF THE EAST /WEST STREET.- - - - --• NAME OF THE NORTH /SOUTH STREET- -....- Barker Road • NAME OF THE ANALYST ............ . . .. .. GES DATE OF THE ANALYSIS (mm/dd /YY )..... 07 -07 -19 - - - -- P.M. Peak Hour UK�� TIME PERIOD ANALYZED..:......... - �-�'j,RF� rG l MA�Ur�G.T Agar P /4r6fl • OTHER INFORMATION.... INTERSECTION TYPE AND CONTROL F'L'LC a GthNL pNE B -- _ -_ - -_ -- ----- - - - ---- INTERSECTION TYPE: T-INTERSECTION MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN TRAFFIC VOLUMES ----------------------------------- EB WB _ SB- 50 0 LEFT 48 THRU 0 334 97 RIGHT 10 0 238 NUMBER OF LANES WB ____- EB ----- - - - - -- NB SB __ 1 LAN ES 1 • • • s. • RNrictpr3TED phi'/ LE /'9c &Nr AIRNt1F,crURED rio/7ES IS HS 5S rr ro proUcr %3 1 I c R =LATER S Ec ric nJ I � SNr, ssc rro ,., ki 70 0 EF5r- cp3 psemp Location : BAREER RD 50 NO OP SRARP Weather : DRY/SONNY Counter : Delta JANUS Pile: 030894D1 0 Begin < Quarter Hour > Hour Time let 2nd 3rd 4th Total 12:00 03/09 7 6 3 3 19 01:00 am 5 2 0 0 7 02:00 am 6 2 3 2 13 41003:00 am 1 0 4 1 6 04:00 am 5 6 5 5 21 05:00 am 8 15 15 26 64 06:00 am 33 36 55 65 189 07:00 am 65 79 75 84 303 08:00 am 53 51 53 70 227 41009:00 am 60 41 48 54 203 10:00 am 43 43 45 51 182 11:00 an 29 • • • /(.`. 12:00 pm • 01:00 pm • • 02:00 pm • . • 003:00 pm • • • 04:00 pm • • • • 05:00 pm • • • 06:00 pm • • • 07:00 pm • • • • 08:00 pm • • • 4109:00 pm • • • 10:00 pm • • • 11:00 pm • • • e Total 1234 .AN Peak The AN peak hour began 07:00. The peak volume was 303. The largest interval began 07:45, and contained 84 vehicles. The peak hour factor was .90 North Idaho Engineering, Inc. 4200 W. Seltice Way Coeur d'Alene, ID 83814 Initial Study Each • Equals 25 vehicles • •PM Peak There was not enough data to calculate the PM peak hour. Site Code : 4004 Start Date: 03/08/94 Pile I.D. Page 2 • Location Weather Counter .ANO9 Pile: 030894D1 Begin Time 12:00 03/09 01:00 am 41002:00 am 03:00 am 04:00 am 05:00 am 06:00 am 07:00 am •08:00 am 09:00 am 10:00 am 11:00 am 12100 ... 01:00 pm • 02:00 pm 03:00 pa 04:00 pm 05:00 pm 06:00 pm 07:00 pm • 08:00 pm 09:00 pm 10:00 pm 11:00 pm Total • • BARREN RD 50 NO OP SHARP DAY /SONM�j : Delta 1 4 Quarter Hour s. Hour 1st 2nd rd 4th Total Each • E• ale 25 Vehicles AM Peak 9 5 4 4 22 4 3 2 0 9 1 2 0 3 6 0 3 0 1 4 2 3 3 2 10 0 2 5 21 28 15 23 44 26 108 15 27 23 29 94 34 26 45 29 134 37 28 32 30 127 41 24 37 46 148 42 • • • ,� The AM peak hour began 10:15. The peak volume was 149. The largest interval began 10:45, and contained 46 vehicles. The peak hour factor was .81 690 Pr 5 North Idaho Engineering: Inc. 4200 W. Saltine Way Coeur d'Alene, ID 83814 Initial Study • PM Peak There was not enough data to calculate the PM peak hour. Site Code : 4004 Start Date: 03/08/94 Pile I.D. s Location t SARRER RD 50 NO OP SHARP Weather : DRY /SUNNY Counter : Delta It JANUS Pile: 03089401 41 Page : 1 Begin < - Quarter Hour > Eour Time let 2nd 3rd 4th Total Each • Equals 25 Vehicles 12:00 03/08 • • • • 01:00 am • • • 02:00 am • • •03:00 am • • • • 04:00 an • • 05:00 am • • 06:00 am • • 07:00 am • • • 08:00 am • • • • 0 09:00 am • • • 10:00 am • • 11:00 am • • 44 46 • 12:00 pm 64 61 45 54 224 01:00 pm 36 60 47 53 196 02:00 pm 43 47 52 48 190 4073:00 pm 58 61 82 60 261 04:00 pm 74 59 62 59 254 ren <- • 1, I� p b -3190 v p p 05:00 pm 56 55 53 59 223 06:00 pm 59 42 39 30 170 '07:00 pm 33 27 20 26 106 •••• P.M (641< /;two VOGU/t'E 277 pssV 08:00 pm 24 20 20 20 84 ••• 4019:00 pm 14 13 17 6 50 •• 10 :00 pm 7 4 3 12 26 11:00 pm 5 2 3 2 12 Total 1796 401M Peak The AM peak hour began 11:45. The peak volume was 216. The largest interval began 12:00, and contained 64 vehicles. The peak hour factor was .84 iipM Peak The PM peak hour began 03:15. The peak volume was 277. The largest interval began 03:30, and contained 82 vehicles. The peak hour factor was .84 North Idaho Engineering, Inc. 4200 W. Saltine Way Site Code : 4004 Coeur d'Alene, ID 83814 Start Date: 03/08/94 Initial Study Pile I.D. : • Location s BARRER RD 50 NO OP SHARP Weather s DRY /SUNNNY Counter s Delta 1 ems Pile: 03089401 Begin -6 - quarter Sour > Hour Time let 2nd 3rd 4th Total Each • Equals 25 Vehicles - , I / 12:00 03/08 • • • • • / 01:00 am • • • • 40 2:00 am • • • • 03:00 am • • ! • 04:00 am I -05:00 am • I \ 06:00 am • • • • 07s00 am • • • vi: 40 18:00 am • • • • • _ • 09:00 an • • 10:00 am • • I 11:00 am • 49 53 • 12:00 pm 50 51 d7 44 192 01 :00 pm 52 51 4B 45 196 4002:00 pm 63 38 49 52 202 03:00 pm 55 58 61 68 242 04:00 pm 83 79 69 81 312 05:00 pm 97 87 92 64 340 /� 06:00 pm 59 45 54 35 193 / �T/>tL V rD 283-7 07:00 pm 24 36 27 36 123 I 4408:00 pm 33 27 24 27 111 •••' c /� 09 :00 pm 27 22 18 16 B3 (1. M. Pu� plow( Vocu'i 357 P� 10:00 pm 11 7 5 4 27 r 1 - I I 11 :00 pm 10 4 8 4 26 Total 2047 AM Peak PM Peak The AM peak hour began 11:30. The peak volume was 203. The largest interval began 11:45, and contained 53 vehicles. The peak hour factor was .96 The PM peak hour began 04:45. The peak volume was 357. The largest interval began 05:00, and contained 97 vehicles. The peak hour factor vas .92 North Idaho Engineering, Inc. 4200 N. Saltine Way Coeur d'Alene, ID 83814 Initial Study Site Code : 4004 Start Date: 03/08/94 Pile I.D. s Page : 1 NORTH IDAHO ENGINEERING, • "'— COUNTER PLACEMENT REPORT —cDELTA I BETA • • • • LOCATION: Street: r City: Nearest Cross Street:--, DISTANCE/DIRECTION FROM CROSS STREET: SPECIAL GEOGRAPHIC FEATURES: TEMP: • ICPR.WPF/ ▪ 7-77 %•:. TUBE SPACING: 10 Feet Inches BY: INC . START STOP DATE: 31 1 TIME: - DATE: — TIME: 11! 30 ROAD CONDITIONS: — CI>) Wet, Snowy, Icy, { Dry 2Wet, Snowy, Icy,- WEATHER CONDITIONS: - Siinny:›artly Cloudy, Cloudy, (, ,Zungy,..)artly Cloudy, Cloudy, ' Snowing, Raining, Snowing, F \A00---0000 - lb\\G e,(.5-\\-\ e0 - Al Location : I -90 ON/OFF RAMP NORTNSIDE Weather 2 DRY /SONNY 46 Counter : Delta 1 JANUS Pile. 0323944; pa gin < Quarter Hour > Hour Time let 2nd 3rd 4th Total 12:00 03/24 5 5 0 1 11 01200 am 2 3 3 1 9 02:00 am 1 3 1 3 8 03,00 am 2 2 2 4 10 004:00 an 5 5 8 10 28 05:00 am 23 21 27 26 97 06:00 em 48 47 79 77 251 07:00 am 77 93 114 67 351 08:00 am 66 50 53 44 213 09:00 an 48 45 47 41 181 •0:00 an 7 • • • 11:00 am • • • • 12:00 pm 01:00 pm • • • 02:00 pm • • 03:00 pm • • • .04:00 pm • • • 05:00 pm • • • • 06:00 pm • • • • 07:00 pm • • • • 08:00 pm • 09:00 pm • • • 40 0:00 pm • • 11:00 pm • • • Total 1159 • AM Peak The AM peak hour began 06:45. The peak volume was 366 The largest intery al began 07:30, and contained 114 vehicles. The peak hour factor was .79 North Idaho Engineering, Inc. 4200 W. Seltice Way Site Code : 4004 Coeur d'Alene, ID 83814 Start Date: 03/23/94 Initial Study Pile I.D. : Page 2 Each • Equals 25 Vehicle. • PM Peak There was not enough data to calculate the PM peak hour. Location : I -90 ON /OPP RAMP NORTESIDE Weather : DRY /SUNNY 46 Counter : Delta 1 JANUS Pile: 032394D34h. "login < Quarter Hour > Hour Time 1st 2nd 3rd 4th Total 12:00 03/23 • • • 01:00 am • • • 02:00 am • • • 03:00 an • •4:00 am • • • 05:00 am • 06:00 am • • • 07:00 am • • • • 08:00 am • • • • 09:00 an • • 19 40 •0:00 am 28 43 33 35 139 11:00 am 48 39 41 42 170 12:00 pm 49 31 49 39 168 01:00 pm 27 25 39 40 131 02:00 pm 56 31 34 57 178 03:00 pm 37 35 58 49 179 4014300 pm 72 48 53 40 213 05:00 pm 50 35 39 56 180 06:00 pm 48 42 43 32 165 07:00 pm 26 24 19 17 86 08:00 pm 23 14 13 14 64 09:00 pm 13 16 8 15 52 •0:00 pm 6 9 7 16 38 11:00 pm 7 2 0 2 11 Total 1774 • • AM Peak The AM peak hour began 11:15. The peak volume was 171. The largest interval began 12:00, and contained 49 vehicles. The peak hour factor was .87 PM Peak The PM peak hour began 03:30. The peak volume was 227. The largest interval began 04:00, and contained 72 vehicles. The peak hour factor was .79 North Idaho Engineering, Inc. 4200 W. Saltine Way Coeur d'Alene, ID 83814 Initial Study Each • Equals 25 Vehicles 7 L 2933 BP ON 7 r - Site Code : 4004 Start Date: 03/23/94 Pile 2.D. : Page • 1 PM, PE4K /4.ou VocutI 227 Location : I -90 ON /OFF RAMP NORTHSIDE North Idaho Engineering, Inc. Weather : DRY /SUNNY 46 4200 W. Seltice Way Counter : Delta 1 Coeur d'Alene, ID 83814 i rtittS File: 03239401 Initial Study Begin < Quarter Hour > Hour Time let 2nd 3rd 4th Total Each • Equals 25 Vehicles 12:00 03/24 1 0 0 2 3 01:00 am 1 0 0 3 4 • 02:00 am 2 0 0 1 3 03:00 am 0 0 0 0 0 04:00 an 3 0 2 1 6 05:00 am 4 0 4 4 12 06:00 am 3 8 10 7 28 • 07:00 am 5 4 3 2 14 • 0 08:00 am 9 4 7 8 28 • 09:00 an 12 6 3 6 27 • 10:00 am 2 • • • • 11:00 am • • • 12:00 pm • • • • 01:00 pm • 0 02:00 pm • • • 01:00 pm 04:00 pm • • • • 05:00 pm • • • 06:00 pm • • • • .. 07:00 pm • • • • 08:00 pm • 09:00 pm • 10:00 pm • * • • • 11:00 pm • * • • Total 125 • AM Peak The AM peak hour began 08:30. The peak volume was 33. The largest interval began 09:00, and contained 12 vehicles. The peak hour factor was .59 • PM Peak There was not enough data to calculate the PM peak hour. • 1 Site Code : 4004 Start Date: 03/23/94 File I.D. Pace • 2 • Location s I -90 ON /OPP RAMP NORTHSIDE Weather t DRY /SUNNV Counter s Delta 1 *ANUS Piles 03239401 • • AN Peak PM Peak Quarter Hour Hour 4th Total Begin Time let 2nd 3rd 12:00 03/23 • 01:00 am • •32 :00 am • 003:00 am • 34:00 am 05:00 am 06:00 am 07:00 am 4008:00 am 09:00 am 10:00 am 4 11:00 am 11 12:00 pm 7 01:00 pm 5 10 9 8 32 • 02:00 pm 10 9 5 6 30 03:00 pm 7 6 10 8 31 04:00 pm 8 9 9 6 32 •• 05:00 pm 17 8 7 18 50 06:00 pm 9 1 4 9 23 • 07:00 pm 8 5 5 3 21 • • 08:00 pm 2 7 2 1 12 1 4 6 0 11 09:00 pm 10:00 pm 1 3 2 6 12 ll:oo pm 4 2 1 4 11 348 Total • • • • • • • • 2 2 3 4 7 18 • 7 9 10 37 7 7 7 28 The AM peak hour began 11:00. The peak volume was 37. The largest interval began 11:00, and contained 11 vehicles. The peak hour factor was .84 The PM peak hour began 05:00. The peak volume was 50. The largest interval began 05:45, and contained 18 vehicles. The peak hour factor was .69 North Idaho Engineering, Inc. 4200 N. Saltine Way Coeur d'Alene, ID 83814 Initial Study Each • 1. ale 25 Vehicles Site Code : 4004 Start Date: 03/23/94 Pile I.D. J - pT A L Li73 uP OA) TO 13ARK62 R01.40 P•M, QE AK $OUR Vo ur7E CSD Ptif, • • • • • • • (CPR_ WPF NORTH IDAHO ENG I NEER I NG I NC . COUNTER PLACEMENT REPORT DELTA I / SETA LOCATION: Street: ---- tv: DATE: C" ROAD CONDMONS: S DITANCF/DIRECTAON FROM. CROSS STREET: 10) 2.) TUBE SPACiNG: Feet. SPECIAL GEOGRAPHIC FEATURES: T c ME : (Th 11 START STOP BY: DATE: • Dry. Wet, Snowy. icy. Dry, W, Snowy, icy, WEATHESHOOND:TIONS: Sunny, PiArtly. Cioudy, Clcutiy. Sunny. Partly Cloudy, Cloudy, rcainInf Snowing. _ • TEMP: JOB NUMBER — SITE CODE TIME: Location : I -90 OPP H OPP 1 BARKER RD Weather : DRY /SUNNY /42 Counter : SETA I /ANUS Pile: 03079 :S> 'Begin < Ch 1 >< Ch 2 Time P.M. A.M. 12:00 22 • 0 12:15 20 • 0 12:30 6 • 0 12:45 14 62 • • 0 * • 01:00 4 • 0 01:15 20 • 0 01:30 2 • 0 01:45 4 30 • 0 02:00 12 • 0 02:15 20 • 0 41002:30 6 • 0 02:45 11 49 • 0 03:00 2 • 0 03:15 0 * 0 03:30 12 • 0 03:45 10 24 • 0 • 04:00 6 • 0 04:15 4 • 0 04:30 8 • 0 04:45 0 18 • 0 35:00 8 • 0 05:15 6 • 0 • 05:30 10 • 0 05:45 33 57 • 0 06:00 26 • 0 06:15 46 • 0 06:30 39 • 0 06:45 51 162 • 0 • 07:00 46 • 0 07:15 58 • 0 07:30 74 • 0 07:45 84 262 • 0 • 08:00 63 * 0 08:15 76 • 0 • 08:30 63 * 0 08:45 83 285 • 0 09:00 54 • 0 09:15 67 • 0 09:30 63 • 0 39:45 76 260 • 0 • 10:00 77 • 0 10:15 91 • 0 10:30 95 • 0 10:45 • • • 11:00 i • • 11:15 • • • • :1:30 • 11:45 I Totals 1472 0 0 Day Totals 1472 Solit 1 . 100.01 • Peak Hour 09:45 North Idaho Engineering, Inc. 4200 W. Saltice Nay Coeur d'Alene, ID 83814 Initial Study P.M. • >< - Combined A.M. 22 20 • 6 14 62 • 4 • 20 2 4 30 12 • 20 • 6 • • 11 49 • 2 • 0 • 12 • 10 24 • 6 • 4 • 8 • 0 18 8 • 6 • 10 • 33 57 26 • 46 • 39 51 162 • • 46 • 58 • 74 84 262 • * 63 • 76 • 63 • 83 285 • 54 • 67 • 63 76 260 • 77 • 91 • 95 • 263 • • • 0 • I O 1472 0 1472 Site Code : 4004 Start Date: 03/07/94 Pile I.D. : Page 2 • .01 TOT/IL RXZAL c•ouwr : 57/O v R Tunic. v5ttrtL .5 c G4 2.1 QM plAK Hoot- ; 6413 Axrsk.s OK pHv s 306 PMT/ 2'719 • Location : I -90 OPT E OPP 1 BAREER RD Weather : DRY /SUNNY /42 Counter : BETA I ' JANUS Pile: 03079431 Begin < Ch 1 >< Time A.M. P.M. 12:00 • 81 12:15 • 101 12:30 • 86 •12:45 • 93 ♦ 361 01:00 • 108 01:15 • 84 01:30 • 101 01:45 • 104 397 02:00 • 131 •02:15 74 02:30 • 99 02:45 • 93 397 03:00 • 88 03:15 • 105 03 :30 • 111 • 03:45 • • 148 452 04:00 • 163 04:15 • 176 04:30 • 127 04:45 • • 177 643 05:00 • 167 • 05:15 • 201 05:30 • 136 05 :45 • • 115 619 06:00 • 108 06:15 118 06:30 • 75 . 06:45 • • 98 399 07:00 • 96 07:15 • 68 07 :30 • 51 07:45 • • 59 274 08:00 • 25 • 08:15 • 52 08:30 • 36 08:45 • • 38 151 09:00 60 09:15 54 09:30 • 54 • 09:45 • 43 211 10:00 • 37 10:15 22 10:30 • 21 10:45 • • 8 11:00 • 19 • 11:15 • 18 11:30 58 4, 34 11:45 95 153 Totals 153 Day Totals 4238 S -lit % 100.0% • Peak Hour 10:45 A.M. 88 22 93 4085 North Idaho Engineering, Inc. 4200 N. Seltice Way Coeur d'Alene, ID 83814 Initial Study Ch 2 x Combined P.M. A.M. P.M. 0 81 0 101 0 • 86 • 0 • • 93 361 0 • 108 0 84 O 101 0 • 104 397 O 131 0 74 0 99 O * • 93 397 0 88 0 • 105 0 • 111 • 0 • • 148 452 0 • 163 0 • 176 0 127 • * 0 • • 177 643 0 167 0 • 201 0 136 • 0 • • 115 619 0 • 108 0 118 0 • 75 • • 0 • • 98 399 • 0 • 96 0 • 68 O 51 0 • • 59 274 O 25, 0 52 • 0 • 36 • 0 • • 38 151 • 0 60 • 0 • 54 • 0 54 O 43 211 0 • 37 0 • 22 O 21 • 0 8 88 • 0 19 0 18 O 0 58 34 0 • 0 95 153 22 93 O 0 153 4085 4238 0 100.0% .0% .0% 04:45 04:45 Site Code : 4004 Start Date: 03/07/94 Pile I.D. : Page 1 • COUNTER PLACEMENT REPORT — DEL TA I / BETA LOCATION: Street: NORTH IDAHO ENGINEERING, INC. City: Nearest Cross Street: L1/2-1.1L_J-f2j) 2 DISTANCE/DIRECTION FROM CROSS STREET: TUBE SPACING: - Feet SPECIAL GEOGRAPHIC FEATURES: START TIME: ) ,,Rodtp CONDITIONS: • Dry? Wet, Snowy, Icy, WEADil,ER CONDITIONS: Dy_,) Partly Cloudy. Cloudy, . CS„_ Raining, Snowing, 0 TEMP: (CPR.WPF) flH — BY: Inches DATE: STOP TIME: • K/I:i Snowy, Icy, SunnyPartly Cloudy, Cloudy, Snowing, mrs o up) r yY • Pr 13 • Location : I -90 Eastbound Ramp E Weather : Clear - 40 Counter : Delta 1•A 3AN05 Piles 030794D1 Begin < - Quarter Hour > Hour Time let 2nd 3rd 4th Total 12:00 03/08 2 3 1 1 7 01:00 an 0 2 0 2 4 02 :00 am 0 3 1 0 4 •13:00 am 0 2 1 1 4 04:00 an 1 0 0 0 1 05:00 am 3 1 4 0 8 06:00 am 4 8 10 6 28 07:00 am 11 7 9 17 44 08:00 am 9 7 10 9 35 19:00 am 9 4 5 9 27 10:00 am 10 11 7 • • 11:00 am • • • 12:00 pm • • • • 01 :00 pm • • • • 02:00 pm • • • • 03:00 pm • • • • 04:00 pm • • • 05 :00 pm • • • • • 06:00 pm • • • • 07:00 pm • • • • 08:00 pm • • • • 4109:00 pm • • • 10:00 pm • • • 11:00 pm • • • • • Total 162 • AM Peak • • The AM peak hour began 07:00. The peak volume was 44. The largest interval began 07:45, and contained 17 vehicles. The peak hour factor was .65 North Idaho Engineering, Inc. 4200 W. Seltice Way Coeur d'Alene, ID 83814 Initial Study Each • Equals 25 Vehicles • • • PM Peak There was not enough data to calculate the PM peak hour. Site Code : 4004 Start Date: 03/07/94 Pile I.D. : Page : 2 rOTML 573 NiPp ro T - yo FAST 43odit) R M PEMC goal?. VOLUME Location : I -90 Eastbound Ramp E Weather s Clear - 40 Counter s Delta 1a SANDS Pile: 030794D1 Begin < Quarter Hour > Hour Time let 2nd 3rd 4th Total 12:00 03/07 • • • • 01:00 am • • • • 02:00 an • ` ` • • 41 103:00 am • • • • • 04:00 am • • • 05:00 am * ` • • 06:00 am • • • • • 07:00 am ` ` • • • 08:00 am • • • • 39:00 am • • • • • 10100 am • ` • • • 11:00 am 7 10 11 11 39 12:00 pm 7 6 5 8 26 01:00 pm 6 9 7 13 35 02:00 pm 11 13 8 11 44 03:00 pm 16 10 18 16 60 04:00 pm 13 18 12 11 54 05:00 pm 19 18 11 6 54 06:00 pm 11 8 8 9 36 07:00 pm 7 5 6 3 21 08:00 pm 9 0 2 0 11 • 09:00 pm 6 2 6 4 18 10:00 pm 3 5 1 2 11 11:00 pm 0 1. 1 0 2 Total 411 AM Peak • PM Peak The AM peak hour began 11:00. The peak volume was 39. The largest interval began 11:30, and contained 11 vehicles. The peak hour factor was .89 The PM peak hour began 03:30. The peak volume was 65. The largest interval began 03:30, and contained 18 vehicles. The peak hour factor was .90 North Idaho Engineering, Inc. 4200 N. Settles way Coeur d'Alene, ID 83814 Initial Study Each • Equals 25 Vehicles • Site Code : 4004 Start Date: 03/07/94 Pile I.D. Page 1 DATE:` TEMP: NORTH IDAHO ENGINEERING, INC. COUNTER PLACEMENT REPORT — DELTA I BETA LOCATION: Street: DISTANCE /DIRECTION FROM CROSS STREET: TUBE SPACING: SPECIAL GEOGRAPHIC FEATURES: _ROAD CONDITIONS: 'Dry; Wet, Snowy, Icy. Dry. Wet, Snowy, Icy, WEATHER CONDITIONS: Sunny, Partly Cloudy, Cloudy, Sunny, Partly Cloudy, Cloudy. Paining, Snowing, Raining, Snowing, (CPR.WPF) City: Nearest Cross Street: o ' t Feet TIME: -' DATE: BY: Inches START STOP F F • North Idaho Engineering, Inc. • • • • • • • • • 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814. • Phone (208) 667 -1171 • Fax (208) 664 - 3507 ■ Prepared on behalf of: ADDENDUM #2 TRAFFIC IMPACT REPORT FOR THE RIVERWAY VILLA PROJECT JUNE 18, 1994 Wel Co Group, Inc. P.O. Box 2825 Radmond, Wa 98073 -2825 J.N. 4004 RECEIVED JUL 1 9 1994 SPOKANE COUNTY ENGINEER I EXPIRES 09/23/91 I • OVERVIEW The Riverway villa project is currently designed for 365 single family, or manufactured home lots. This report will cover contributing traffic from the first phase. Intersections of Barker Road and • on / off ramps both North and South of Interstate I - 90 will be looked at in this report. Intersection of Barker Road, West bound on/off ramp, and Cataldo Ave. North of I -90 will be • refereed to as intersection one. The other intersection South of I -90 will be refereed to as intersection two. To mode! the intersections performance both for existing an anticipated traffic, the Highway Capacity Software (HCS) was utilized. • EXISTING AREA TRAFFIC A model was mad of the existing traffic for both intersection one and two Inclosed in appendix A are the results for these models. The intersections Peak Hour Volume for left, right, and • through movements were provided by the Washingtons Department of transportation. • SUMMARY Both intersection one and two are operating very poorly. Problems occure at both intersections minor street approches. The worst case, at intersection two, with an East bound LOS of an E. • ANTICIPATED TRAFFIC AND ROUTE • ANTICIPATED TRAFFIC MANUFACTURED HOMES Total Average Daily Trips(ADT) for the Riverway Villa Projects firtst phase was established using ITE Trip Generation Manual, 5th Edition for a mobile home park with 37 units. There are • an averageof 4.81 ADT per unit resulting in 178 average daily trips for the projects first phase. During the peak hour traffic, the ITE Tnp Generation Manual referenced 0.56 trips per unit. This • resulted in a Peak Hour Volume of 21 which will be contributed by the first phase of riverway • • ANTICIPATED TRAFFIC SINGLE-FAMILY DETACHED HOUSING • Total Average Daily Trips(ADT) for the Riverway Villa Projects firtst phase was established using ITE Trip Generation Manual, 5th Edition for a mobile home park with 37 units. There are an averageof 9.55 ADT per unit resulting in 353 average daily trips for the projects first phase. • villa. The ITE Trip Generation Manual also provided a peak hour volume directional distribution of 62% (13) entering, and 38% (8) exiting. During the peak hour traffic, the ITE Trip Generation Manual referenced 1.01 trips per unit. This • resulted in a Peak Hour Volume of 37 which will be contributed by the first phase of riverway villa. The ITE Trip Generation Manual also provided a peak hour volume directional distribution • of 65% (24) entering, and 35% (13) exiting. (pages of ITE manual used may be found in • • appendix B) TRAFFIC ROUTE FROM PROJECT Several deferent routs will be used to travel to and away from the project. It has been depicted that 55% of the peak hour volume will travel the route using the two intersections at question. See the following pages for route projection. Precent represents amount of total peak hour volume expected enterine or leaving project. 7ThFFL6 Room PROX r7, 5S:cp,J AWF, cA1 ..V(, • ANTICIPATED TRAFFIC RESULTS • ANTICIPATED TRAFFIC MANUFACTURED HOMES Intersection One: • The results are still poor. The worst case being the East bound left resulting in a LOS of E. • • • • Intersection Two: See appendix C for results. Intersection Two: The worst case being the East bound left resulting in a LOS of E. ANITICIPATED TRAFFIC SINGLE-FAMILY DETACHED HOUSING Intersection One: The worst case being the East bound left resulting in a LOS of E. The worst case being the East bound left resulting in a LOS of E. SUMMARY • The added anticipated traffic from Riverway Villa project, first edition will effect the two intersections very little. The impact on the intersection does effects the left turn movements. The • results of intersection ones deft turn movements,LOS goes from a D to an E. If one looks at the reserve capacity for the existing traffic, it should be noted that the existing East bound left turn movement is on the border of becoming a LOS of a D. • b b • 1985 HCM: UNSIGNALIZED INTERSECTIONS frti31 cLfJL Jfr'l. (i',JSPage -1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET.. 35 PEAK HOUR FACTOR .9 AREA POPULATION 150000 NAME OF THE EAST /WEST STREET NAME OF THE NORTH /SOUTH STREET NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -15 -1994 TIME PERIOD ANALYZED P.M Peak Hour OTHER INFORMATION.... -4-T79.“\G RO/_ 27 ,ncz /t 4, hl '�/ P. 005 • INTERSECTION TYPE AND CONTRO J �� ]�4 4 -1 G ) P SY' W/43H 6617-‘;'' av, INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SE - - -- - - -- - - -- - - -- • LEFT 27 49 94 6 THRU 13 65 413 247 RIGHT 9 16 25 100 NUMBER OF LANES AND LANE USAGE LANES EB WB i TE6:s tic 7rc4 0/16 Cataldo Ave., I -90 N. Ramp Barker Road NB SB • • • • • • • ADJUSTMENT FACTORS Page -2 EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 SOUTHBOUND 0.00 VEHICLE COMPOSITION MINOR RIGHTS EB WB MAJOR LEFTS SE NB PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.70 5.70 5.10 5.10 IDENTIFYING INFORMATION 90 20 N 90 20 N 90 20 N 90 20 N 5.70 5.70 5.10 5.10 0.00 0.00 0.00 0.00 5.70 5.70 5.10 5.10 MINOR THROUGHS • EB 6.30 6.30 0.00 6.30 WB 6.30 6.30 0.00 6.30 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.80 ' 6.80 0.00 6.80 NAME OF THE EAST /WEST STREET Cataldo Ave., I -90 N. Ramp NAME OF THE NORTH /SOUTH STREET Barker Road • DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour OTHER INFORMATION.... • CAPACITY AND LEVEL -OF- SERVICE POTEN- FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) p MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET 60 79. 20 SB LEFT 7 706 NB LEFT 115 790 IDENTIFYING INFORMATION 208 259 616 ACTUAL MOVEMENT CAPACITY c (pcph) M 179 233 616 706 790 SHARED CAPACITY c (pcph) SH 33 201 135 > 135 > 102 > D 16 277 249 > 186 249 > 126 233 >D C 11 731 731 > 731 > 720 > A > 179 > > 225 233 > > 616 > 706 790 NAME OF THE EAST /WEST STREET Cataldo Ave., I -90 N. Ramp NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour • OTHER INFORMATION.... Page -3 RESERVE CAPACITY c = c - v LOS R SH 119 > D 66 153 >E D 596 > A 699 A 675 A D -/zs/sic r_tcy■.) rip✓o • 1985 HCM: UNSIGNALIZED INTERSECTIONS � TLK 6&1E 4/ t tds Page -1 ************************************* * * * * * * * * * * * ** * * * * * * * * * * * * * * * * ** IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 AREA POPULATION 150000 • NAME OF THE EAST /WEST STREET I -90 South Ramps NAME OF THE NORTH /SOUTH STREET Barker Road NAME OF THE ANALYST GES • DATE OF THE ANALYSIS (mm/dd /yy) 07 -15 -1994 TIME PERIOD ANALYZED P.M Peak Hour OTHER INFORMATION.... 1: (O .50/7 /7 45', D agile/PS) $ J?KEs't SO/149 • INTERSECTION TYPE AND CONTROL 1: & 74' all 'j CI P5 INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: YIELD SIGN TRAFFIC VOLUMES EB WB NB SB LEFT 214 0 0 54 THRU 0 0 319 250 RIGHT 163 1 21 0 NUMBER OF LANES AND LANE USAGE LANES EB WB - NB SE 1 0 1 1 • • • • • • • • ADJUSTMENT FACTORS Page -2 EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 SOUTHBOUND 0.00 VEHICLE COMPOSITION PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS 90 20 N 90 20 N 90 20 N 90 20 N % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.10 5.10 0.00 5.10 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 MINOR THROUGHS • EB 6.30 6.30 0.00 6.30 WB 5.70 5.70 0.00 5.70 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.20 6.20 0.00 6.20 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET I -90 South Ramps NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour OTHER INFORMATION.... CAPACITY AND.LEVEL -OF- SERVICE POTEN- FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET P SB LEFT 66 797 NB LEFT 0 891 IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M 797 891 SHARED CAPACITY c (pcph) SH 262 328 312 > 312 > 50 > E 0 381 362 > 421 362 > -40 362 >F B 199 779 779 > 779 > 580 > A 0 305 236 236 236 C 0 461 438 > 438 > 438 > A 1 808 808 > 808 808 > 807 807 >A A 797 891 NAME OF THE EAST /WEST STREET I -90 South Ramps NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour OTHER INFORMATION.... Page -3 RESERVE CAPACITY c = c - v LOS R SH 731 A ' 891 A • • • • • • • • • • • Mobile Home Park (240) Average Vehicle Trip Ends vs: Occupied Dwelling Units On a: Weekday Number of Studies: 37 Average Number of Occupied Dwelling Units: 195 Directional Distribution: 50% entering, 50% exiting Trip Generation per Occupied Dwelling Unit Average Rate Range of Rates Standard Deviation 4.81 2.29 - 10.42 2.60 Data Plot and Equation 4,000 3,000 2,000 1,000 0 X X X X X xx X X Actual Data Points X X 0 100 200 300 400 500 600 700 X = Number of Occupied Dwelling Units Fitted Curve Equation: Ln(T) = 0.890 Ln(X) + 2.162 R = 0.85 X 800 900 Fitted Curve Average Rate Trip Generation, January 1991 427 Institute of Transportation Engineers Average Vehicle Trip Ends vs: Occupied Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 24 Average Number of Occupied Dwelling Units: 179 Directional Distribution: 62% entering, 38% exiting Trip Generation per Occupied Dwelling Unit Average Rate Range of Rates Standard Deviation 0.56 0.33 - 1.04 0.76 Data Plot and Equation 300 200 100 0 0 X Actual Data Points Mobile Home Park (240) • x 100 200 300 400 500 X = Number of Occupied Dwelling Units Average Rate Fitted Curve Fitted Curve Equation: Ln(T) = 0.897 Ln(X) - 0.044 R = 0.92 Trip Generation, January 1991 429 Institute of Transportation Engineers • Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday • • • • • • Single - Family Detached Housing (210) Number of Studies: 348 Average Number of Dwelling Units: 206 Directional Distribution: 50% entering, 50% exiting Trip Generation per Dwelling Unit Average Rate Range of Rates Standard Deviation 9.55 4.31 - 21.85 3.66 Data Plot and Equation 30,000 20,000 10,000 X Actual Data Points Fitted Curve Equation: Ln(T) = 0.921 Ln(X) + 2.698 1000 2000 3000 X = Number of Dwelling Units Fitted Curve Average Rate R =0.96 Trip Generation, January 1991 257 Institute of Transportation Engineers • • Trip Generation per Dwelling Unit • Data Plot and Equation 3,000 • • • • Single- Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 301 Average Number of Dwelling Units: 222 Directional Distribution: 65% entering, 35% exiting Average Rate Range of Rates Standard Deviation 1.01 0.42 - 2.98 1.05 2,000 1,000 0 X X Actual Data Points X 1000 2000 3000 X = Number of Dwelling Units Fitted Curve Average Rate Fitted Curve Equation: Ln(T) = 0.902 Ln(X) + 0.528 R = 0.92 Trip Generation, January 1991 261 Institute of Transportation Engineers n • • IDENTIFYING INFORMATION • • • • 1985 HCM: UNSIGNALIZED INTERSECTIONS , GbA) //3V , INS Page -1 AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 AREA POPULATION 150000 NAME OF THE EAST /WEST STREET Cataldo Ave., I -90 N. Ramp NAME OF THE NORTH /SOUTH STREET Barker.Road NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -15 -1994 TIME PERIOD ANALYZED P.M Peak Hour OTHER INFORMATION.... M1/2 iMl =_j INTERSECTION TYPE AND CONTROL _j_7)r ERs i; crroA- E ,i,9,uVFftc7Ur J flar9i s INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES • EB WB NB SB - --- - - -- - - -- LEFT 32 49 94 6 THRU 13 65 419 249 • RIGHT 9 16 25 103 NUMBER OF LANES AND LANE USAGE • EB WB NB SB LANES • ADJUSTMENT FACTORS Page -2 • EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 • SOUTHBOUND 0.00 • • • VEHICLE COMPOSITION PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS 90 20 N 90 20 N 90 20 N 90 20 N % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 0 WESTBOUND 0 0 0 • NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS . EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 MAJOR LEFTS 5.10 SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 MINOR THROUGHS 0.00 6.30 EB 6.30 6.30 0.00 6.30 WB 6.30 6.30 MINOR LEFTS 6.80 • EB 6.80 6.80 0.00 WB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET Cataldo Ave., I -90 N. Ramp • NAME OF THE NORTH /SOUTH STREET Barker Road DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour OTHER INFORMATION.... CAPACITY AND LEVEL -OF- SERVICE POTEN FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) p MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET 60 79 20 204 254 611 SB LEFT 7 701 NB LEFT 115 784 ACTUAL MOVEMENT CAPACITY c (pcph) M 175 228 611 701 784 SHARED CAPACITY c (pcph) SH > 175 > > 220 228 > > 611 > 701 784 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET Cataldo Ave., 1 -90 N. Ramp NAME OF THE NORTH /SOUTH STREET 0arker19 Road ; P.M Peak Hour DATE AND TIME OF THE ANALYSIS OTHER INFORMATION.... Page - 3 RESERVE CAPACITY c = c - v LOS R SH 198 132 > 132 > 93 > E 39 > 175 244 > 109 229 >D C 16 273 11 728 728 > 728 > 717 > A 115 > D 61 148 >E D 592 > A 694 A 669 A • IDENTIFYING INFORMATION _MTE(ZSt50iioN TWQ finivoF:PrGTO e. fib HOP155 1985 HCM: UNSIGNALIZED INTERSECTIONS FRG . G[ASE2 /42 . 11 $ Page - * * * * * * , tie*** **************************** * ** ** * * * * * * * ** ** **.* * * ** ** * * ** AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET I-90 South Ramps NAME OF THE NORTH /SOUTH STREET Barker Road • NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -15 -1994 TIME PERIOD ANALYZED P.M Peak Hour • OTHER INFORMATION.... fr/VIrCrt SDZL r F/9 INTERSECTION TYPE AND CONTROL • INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: YIELD SIGN TRAFFIC VOLUMES • - EB - WE NE SE LEFT 219 0 0 55 THRU 0 0 320 251 RIGHT 163 1 21 0 NUMBER OF LANES AND LANE USAGE • EH W B NB SE LANES 1 0 1 1 • ADJUSTMENT FACTORS Page -2 • • EASTBOUND 0 0 0 WESTBOUND 0 0 0 • NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS • • • EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 SOUTHBOUND 0.00 VEHICLE COMPOSITION PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE ' GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS 90 20 N 90 20 N 90 20 N 90 20 N % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.10 5.10 0.00 5.10 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 • MINOR THROUGHS EB 6.30 6.30 0.00 6.30 WB 5.70 5.70 0.00 5.70 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.20 6.20 0.00 6.20 IDENTIFYING INFORMATION NAME OF THE EAST /WEST STREET - I -90 South Ramps NAME OF THE NORTH /SOUTH STREET Barker Road • DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour OTHER INFORMATION.... • POTEN- FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) • • CAPACITY AND LEVEL -OF SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET p IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M SHARED CAPACITY c (pcph) SH Page -3 RESERVE CAPACITY c = c - v LOS R SH 268 327 310 > 310 > 42 > E 0 379 359 > 417 359 > -50 359 >F B 199 778 778 > 778 > 579 > A 0 304 235 235 235 C 0 459 435 > 435 > 435 > A 1 807 807 > 807 807 > 806 806 >A A SB LEFT 67 796 796 NB LEFT 0 890 890 796 890 NAME OF THE EAST /WEST STREET I -90 South Ramps • DATE THE NORTH/SOUTH 07-15- Road 1994; P.M Peak OTHER INFORMATION.... Hour 729 A 890 A • • • • 1985 HCM: UNSIGNALIZED INTERSECTIONS G/ Ofj5 Page -1 IDENTIFYING INFORMATION TRAFFIC VOLUMES LANES _DJ TEr s/-7c /WA; O,4 AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR . • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET Cataldo Ave., I -90 N. Ramp NAME OF THE NORTH /SOUTH STREET Barker Road • NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -15 -1994 TIME PERIOD ANALYZED P.M Peak Hour • OTHER INFORMATION.... S n GGi- - fq, 1t ,n; TALZ'p/9 0 1 , 9r =i =LC, INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN EB WE NB SB - - -- - - -- - - -- - - -- LEFT 28 49 94 6 THRU 13 65 425 249 RIGHT 9 16 25 103 NUMBER OF LANES AND LANE USAGE EB WB NB SB ADJUSTMENT FACTORS Page -2 PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS • EASTBOUND 0.00 90 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N • SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION • EASTBOUND 0 0 0 WESTBOUND 0 0 0 • NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS • 0 MINOR RIGHTS EB WB 5.70 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 MINOR THROUGHS EB 6.30 6.30 0.00 6.30 WB 6.30 6.30 0.00 6.30 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 IDENTIFYING INFORMATION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.70 5.70 0.00 0.00 NAME OF THE EAST /WEST STREET Cataldo Ave., I -90 N. Ramp NAME OF THE NORTH /SOUTH STREET Barker Road • DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour OTHER INFORMATION.... 5.70 5.70 • • • • CAPACITY AND LEVEL -OF SERVIC POTEN FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) cp(pcph) MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET SB LEFT NB LEFT ACTUAL MOVEMENT CAPACITY c (pcph) M 34 16 11 60 79 20 197 270 728 203 251 606 7 696 115 784 IDENTIFYING INFORMATION---- - - -- NAME OF THE EAST /WEST STREET... • NAME OF THE NORTH /SOUTH STREET. DATE AND TIME OF THE ANALYSIS" OTHER INFORMATION.... 130 242 728 174 225 606 784 SHARED CAPACITY c (pcph) SH > 130 > 178 242 > 728 > 174 > 218 225 > 606 696 696 784 Page - 3 RESERVE CAPACITY c = c - v LOS R SH > 96 > E > 117 226 >0 C > 717 > A > 114 > D > 59 146 >E D > 587 > A 688 A 669 A ▪ . Cataldo Ave., I-90 N. Ramp ▪ Barker Road • 07 -15 -1994 ; P.M Peak Hour • • • • • IDENTIFYING INFORMATION TRAFFIC VOLUMES LANES IQ Two 1985 HCM: UNSIGNALIZED INTERSECTIONS ref , 6;E,&5 LA3: jf tJ Page -1 * ** ** * ** *:t * * * ** ** ** tit***** * * *:t *** **** * * **** *** * *** ****** *** ** **** ** AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET I -90 South Ramps NAME OF THE NORTH /SOUTH STREET Barker Road • NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -15 -1994 TIME PERIOD ANALYZED P.M Peak Hour • OTHER INFORMATION .... S 4./6J_ - :EL y ,, fr 1l -rcr f i4 77-30 % rz A y' INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: YIELD SIGN EB WB NB SB - - -- -- -- LEFT 215 0 0 55 THRU 0 0 321 251 RIGHT 163 1 21 0 NUMBER OF LANES AND LANE USAGE EB WB NB SB 1 0 1 1 • • • • Page - 2 ADJUSTMENT FACTORS ______________ _ _ _ _ __ -' -- PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS_ 20 N -------------------------------------------------- -O -oo 90 - - - -- - - - - - - EASTBOUND N WESTBOUND 0.00 90 20 20 N NORTHBOUND 0.00 90 SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION - -____ ------------------------------ • % SU TRUCKS % COMBINATION AND RV'S VEHI CLES % MOTORCYCLES 0 ° EASTBOUND 0 0 0 WESTBOUND 0 • 0 ° NORTHBOUND 0 0 0 SOUTHBOUND 0 CRITICAL GAPS - ---- -- -- --- -- - - - - -- --------------------- • FINAL SIGHT TABULAR VALUES AVAALLUEED ADJUSTMENT CRITICAL GAP (Table 10 -2) -- - - -- -- -------------- 5.70 5.10 MINOR 5.7 0.00 INOR RIGHTS • EB 5.70 WB 5.10 5.10 0.00 MAJOR LEFTS 5.10 0.00 SS 5.10 NB 5.10 5.10 0.00 MINOR THROUGHS 6.30 0.00 EB 6.30 5.70 0.00 WB 5.70 5.10 5.10 6.30 5.70 6.80 EB MINOR LEFTS 6.80 6.80 0.00 6.20 WB WB 6.20 6.20 0.00 --------------- -- IDENTIFYING INFORMATION ______________ ______ __ NAME OF THE EAST /WEST STREET I -90 South Ramps NAME OF THE NORTH /SOUTH STREET.. Bar1er19oad; P.M Peak Hour DATE AND TIME OF THE ANALYSIS OTHER INFORMATION.... POTEN- • FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) p • MINOR STREET EB LEFT 263 THROUGH 0 RIGHT 199 • MINOR STREET WB LEFT THROUGH RIGHT • MAJOR STREET CAPACITY AND LEVEL- OF-SERVICE SE LEFT 67 NB LEFT 0 IDENTIFYING INFORMATION 326 378 778 0 303 234 234, 234 C 0 458 435 > 435 > 435 > A 1 806 806 > 806 806 > 805 805 >A A 795 890 ACTUAL MOVEMENT CAPACITY c (pcph) M 309 359 778 795 890 SHARED CAPACITY c (pcph) SH > 309 > 418 359 778 795 890 Page -3 RESERVE CAPACITY c = c - v LOS R SH > 46 > E > -44 359 >F B > 579 > A NAME OF THE EAST /WEST STREET I -90 South Ramps NAME OF THE NORTH /SOUTH STREET Barker Road • DATE AND TIME OF THE ANALYSIS 07 -15 -1994 ; P.M Peak Hour OTHER INFORMATION.... 728 A 890 A • • • • • • • Prepared on behalf of: • • North Idaho Engineering, Inc. 4200 Seltice Way, Suite 2 • Coeur d'Alene, Idaho 83814 • Phone (208) 667 -1171 • Fax (208) 664 -3507 ADDENDUM #3 TRAFFIC IMPACT REPORT FOR RIVERWAY VILLA PROJECT Edward Dean Dean Building Corp. 16720 N.E. 116 th Street Redmond, WA 98052 J.N. 4004 July 21, 1994 sioxAt EXPIRES /29/94 • • OVERVIEW The Riverway Villa Project is currently designed for 365 single family, or manufactured home lots. This report will cover contributing traffic from the first phase which consists of 37 lots. Intersections of Barker Road and On / Off ramps both North and South of Interstate I -90 will be looked at in this report. Intersection of Barker Road, West bound On / Off ramp, and Cataldo • Avenue North of I -90 will be refereed to as intersection one. The other intersection South of I -90 will be referred to as intersection two. To model the intersections performance both for existing and anticipated traffic, the Highway Capacity Software (HCS) was utilized. All traffic counts • were obtained from Inland Pacific Engineering. Permission was given by Ann Winkler to use those counts for this report. A copy of all information provided by Inland Pacific Engineering is • provided in appendix A. • EXISTING AREA TRAFFIC A model was made, of the existing traffic, reflecting the P.M. Peak Hour Traffic for both intersection one and two . Inclosed in appendix B are the results for these two models • SUMMARY • Both intersection one and two are operating poorly. Problems occur at the intersections minor street left turn movement. The worst case occurs, at intersection two, with an East bound LOS of an E. • ANTICIPATED TRAFFIC MANUFACTURED HOMES • Total Average Daily Trips (ADT) for the Riverway Villa Project, first phase, was established using ITE Trip Generation Manual, 5th Edition for a mobile home park with 37 units. There are • an average of 4.81 ADT per unit resulting in 173 average daily trips for the projects first phase. • • • ANTICIPATED TRAFFIC SINGLE - FAMILY DETACHED HOUSING • Total Average Daily Trips (ADT) for the Riverway Villa Project, first phase, was established using ITE Trip Generation Manual, 5th Edition for Single - Family Detached Housing with 37 units. There are an average of 9.55 ADT per unit resulting in 353 average daily trips for the • projects first phase. • ANTICIPATED TRAFFIC AND ROUTE During the peak hour traffic, the ITE Tnp Generation Manual referenced 0.56 trips per unit. This resulted in a Peak Hour Volume of 21 which will be contributed by the first phase of Riverway Villa. The ITE Trip Generation Manual also provided a peak hour volume directional distribution of 62% (13) entering, and 38% (8) exiting. During the peak hour traffic, the ITE Trip Generation Manual referenced 1.01 trips per unit. This resulted in a Peak Hour Volume of 37. The ITE Trip Generation Manual also provided a peak • • • Several different routes will be used to travel to and away from the project. It has been depicted that 55% of the peak hour volume from phase one will travel the route using the two intersections • at question. See the following pages for route projection. Percent represents amount of total peak hour volume expected entering or leaving project. hour volume directional distribution of 65% (24) entering, and 35% (13) exiting. (pages of ITE manual used may be found in appendix C) TRAFFIC ROUTE FROM PROJECT • • • • • T Rou5, 1 PROJEcr ss% .r.5_510 /kJ ,94 • • • • • ANTICIPATED TRAFFIC SINGLE - FAMILY DETACHED HOUSING Intersection One: • The worst case being the East bound left resulting in a LOS of D. • ANTICIPATED TRAFFIC RESULTS See appendix D for results. ANTICIPATED TRAFFIC MANUFACTURED HOMES Intersection One: The results are still poor. The worst case being the East bound left resulting in a LOS of D. Intersection Two: The worst case being the East bound left resulting in a LOS of E. Intersection Two: The worst case being the East bound left resulting in a LOS of E. SUMMARY • The added anticipated traffic from Riverway Villa Project, first phase will effect the two intersections very little. The added traffic does effect the minor street left turn movements, but • not enough to change the LOS. kv tli t 4a. _Cc r Inland I P!i Engi V 1 '- 5 t_ \r4, •; t em > <:)— 0 _> cine MEMO ❑ PROJECT CALC. ❑ JOE NO. SHEET_0;. ME_TlNG ❑ EY DATE P. a'2 A 1 1:13 t20 P 4 5 24v © n u, -aj-la = .. Dk .[ss !1. !OD M 2 I l V1 A ^I Wil 727 [ 4053 . 2 g. a :.'.: D S 1[ 5.11 1 70 :ll 16 =I a - MO 225 — 1 MD e I 1 1 La 91 __ -- al 1 ®a 25 ar al ... 50. 42 12 52_ _ ]t 5 40 Ie2 1 0.34 ni u 153 al _OTE llc _7 im 1 6405 tO 5 22 9 H in hl 1? I5 4 51 0 N IIIIEI 52 . 5 _ hi 1 ck: nicks �. Kuhl — Mouyh Left 3 App. INLL 1 0 Pc l•_I.1 2 W 3 31 17. a 114025 23 1 1.0 1 ... 17 — 1- a_ �6 1 l 5 e 2V ® IF 5.25 . 4 — ®_ 5.n LI[NI ra hro h • 5: ! ° °[ V 7 :31' M_ .e 3 ]l :92 vl m 2� e !OD M 2 I l V1 A ^I Wil 727 [ 4053 INS cl:, GO Is S 1[ 5.11 1 70 :ll 16 as 225 — 1 1155007. e 5 1 1 La ° ° 3.- 1 _5, p!. U ..5F ... 50. 42 12 52_ _ ]t 5 40 Ie2 I ® ICI 7 u 153 al _OTE llc _7 im 1 6405 tO Apia Total 22 Fsi hurt in hl il 44 1 141/ 1+ � ADD. TM I W . _ hi 1 ck: nicks �. Kuhl — Mouyh Left 3 App. INLL ]t 0 Pc l•_I.1 2 W uh 1 1074°'°' 1074°'°' 17. a 114025 3. N! CL 5:1;11' INTFRSFC 11.7.1.1 INCA L 51 F<'C11! Saut E,xl PEAK w:±:: Ht • • • • • • • • • • • ibppp0Apla 1.10CE0E141 10J 4•I't 4:20 4:4E ois 1,1 pas) ilk p.u. H. bon 7 bh ICIAl PI lc Norihroond Through 20 2 2) 27. 2? 2 114 Loll 9 7 I) 13 4, app. Tel•I t 167 rti tmclo 4.t 003 2.44 420 2.694 Nq 45 1 T5 2 41 "71 Somitatouncl Through 20 37 41 29 2 111 Leh 4 6 1 2 6 . p loLtl 79 6 72 2 95 1 BO 7 323 71 1 rotas 1.16 3.61 1.1872 Farlbcorni _ rWit 2 V Ihrobph 60 1 7S 1 1 ' 85 1 /21 WI 17 6 3.1 70 4 119 on. rabbi 1t2 1 119 2 113 I 101 . 2 460 Pst kinks 0.91 __ 1117 en t9• 1.364a Abislhoenal in-I 4 thiouph 65 74. 1 97 1 00 1 324 Urn 4 6 i 19 .ftp. le/1d 01 1 01 1 95 1 70 2 360 PtlInvals 1.03 1.14 t to 239 I 427.0 6;oI !roes rat ion nokine _ 113 5 Al' 5 331 4 P 1 1100 nietatbooraF -I buck. 1.46 1.62 6 IF 297 1 1' LL 442 II S1L 1 IS jir Nr; , 1 7 6 6t1ICH P 1 k 4. PE fl 171111" 1 - roF 64 • • • • • • • • • • - — - - gi ! us.; _ i 66 Hi _ - 1:•1'., -- 1pn :7 : . 7.1 SI !:..11 ;11 _ 2 2' mini ^5 Illiiili r orm. bound 11901.0. _j 2 ___ 5 _ ie 77 1 ell atp. 16161 72 1 ___ 3 320 01 106.1, 7 5 Ca I Le 1 2.25 3.24/111 1141 Styithirmtvl Through belt 1'cl Initl:; Ed 2 1.6 I I ! 1 ; i ! 51 ..._ ... I 1 11 i 11 f1,9 2?) '. 11 I : I _— iili — Enstesn4 Ihro h . iS ra 011 511 3 20 4 15 2 11 2 21 afp.i10161 rctlrd hs VOnthoun Be 4 01 5 e 94 2 MT 3 02 015 221 — _ _ 2SO 33592 _ — — d 1 hicalh ell 1 1 1 _72. Tot01_ _ tl Truclel 1 0 10 111519.96.11N. Vc19.127 1 0499clIon Psi Init: _ a .. _ r 01 a 1110 o o 0111 a 1 21111 .1 if o 0111 9,3 1; 4.62 345 1, 221 4 2.37 1 11 1 55 21512111• - : 1 11/1% 1 ' 1 5 11' 64= TF 111:1.1 1 1 r 111/ • 1-5 r.r: 1 .11:51 1:11 P115, 660.9 • • • • • • • • • • • nli'9C4C5 tt41,E13E 7 7 ` 7:30 745 ' ."s 31. 'St ;I: - 3731 19: vets OA 1 U167. p its - 7; 34 •..i 1 F IS 55 N. IOr ipI 3. 4 26 2 21 2 40 1 141 1.11 11 1 40 1 112 14 117 APP. Trawl IT . D s3 Icl t'vls 5.40 403 I.p6 403 4.10171 Crii 600lb1.41n41 Ihm,ph 23 1 35 4 22 45 51 135 ler 4 - 4 .. ti. 1 H App. IMO 71 5 .. W. 3 D/ .1 .. •6I 1545 .229 5.1512 _ Fsl lacks 6.56 543 1.47 Fantomd 1 IC - i 4 ' 3 — r te 3 _ _ L r - 1 — Through 3 l 15 1411 2 3 2 1 5 .101,4 7 3 • 00.00 12.5 P41104274 50.00 1253 23222 h'+415ovn4 n.hi I G I 1 2 1 6 I \mu.h 2 5 u P I 1 4 4 'yI bll 6 5 2 I 21 App.INtl ID 5 .. 12 33.23 14.29 2212 50.00 30.]60 lots, hOns+coon'JVlum. 160 IL 150 12 , 1:5 7 107 15 778 hlenr.liln I;ixl.s 5.97 3.15 L37 rnatm Ionn1 (71:,1'1 nE A'•.. p22. 1 11En5£C7,'J11 Cldlr.l.11 1:0.7. L DD I K' °e/pm V'bP, 1, 3!..11 411074114 P /IF. 0.1023 MiLt INCHNIXI NEn ME MI MCI NEN WM I M EMU MO =IMO 11110� ©� _®WI DAV MS WS 113 3 _ 9.1 r ID 10 1.211 6 0 ] l9 1145 992 a 7. 0 icoale I. WHILE CD( 1•L IN I .0 V. 6 16i17i R14C1.1•11. 66 0c5•11; 6 02 I 01 11. ahlahlround 'Imst.hu PC1 I 6/61a flucto Lea App. 1 70161 751 I fucNs 21ghl lfirough tatt App. Tvtal Pa Lucks _ %FR 2hrouph Loh App. Total Pct Imam' Pt.1 115676 120 403 2e 102 9 0.1 17.05 19 7.00 3 62 21 81 2 127 74 3 00 85 1 5 2 Ifl 12 233 5:15 bk DIAL 24 OD 3 87 .o P 12. 2. : 19 15 38 ZaD 2.31 110115 is" s a 49 2 12 1.= 7.3370 5.88 4 12 7 1 31 29 1 " 19 7.14 DIM 10 M 6.75 7•.C, 0.92-1 I AIV1113AUF. NONEVENT /1.30 tau irk st Northbound 1hrct7 h Lea App. Teter E•teral., 16161 In* lee Iroersectbn LEAL: 21C* 13116 oaali7DIN 4:45 jp 2 DOD • • • • • • • • • • • • J 1 ' " ' ` H r.r.l." \ 'v� I Pis= Inland imPmc acific CALC. 1 C — '.c ' ct L, y N Bti 1 , i= t • i Cr -1='i ❑ PROJECT JOB NO. l F' 1z��k•� P. 5:3 SHEET' OF 1.050143100 353•1 Ono 1 tnt 1414340 424 3.3') +21. :553 3 41 1215 4.49 1330 1.7E9 4:1! 1:50. 1.172 3012 1241 1.510 LL 0,059.21• 101111.7 150 11 III" t 1151 3111 91: 5.194111 6 511 -0 .111 1 .11191111 • • • • • • • • • • 424 7 :Xi 10 I. Minutr 154141 1E7033 1(0 30 113100 111011/32111 ro, 3012 t 15 195 510 5:15 5 4 0 5 45 A ru 6 15 111 pan 111 pm trk 001 16: 3-ass 10 034 1 31 son - t . 3 ; ..e.„ LeaL 3 ..ma 1 91 ticehhound 114025105331 110700 2 2 21 30 2 21 72: 1 1 225 11 23 18 11 13 Id! 1 2 .. 2 9 19 . . 2 7 35 -0- 13 40 1] 9 14 11 15 1 9 It :e...1o1.31 . 51 2 37 - 1 46 , . .1 41 leucks 313 3.73 4 ro 000 2.41 400 0.00 001 DM 1.33 0770 913 1114 2 31 2 1 221 2. - 43 ----- 1 22 2 37 39 1 1 "A ----- - le 1 11017020 35 30 1 2 41 37 2 45 43 36 a 31 24 21 1.411 2 IS 2 5 i 20 3 317 1 /0 1 1 2 _ 1 1 1 p.'101.0 rzt INF.': I 1 ;5 ;2 2 1.70 83 1 1.15 00 3 303 70 f 76 0 0t /0. . 3 3.70 .: _U. .: 1 952 . 32.. _ 1 1 89 , 40 541 7. 01 I anneu.d IWO 4 1 _ ___ _ . 8 8 ---- - 3 - - -12.- _....r 5 5 thin , 1:,1 3) 1 0 39 73 !' 3 75 1 12 1 25 AO 1 e9 75 1 90 1 95 1 75 Left 1 34 0223 37 - iii t 3.1 113 70 2 39 2 28 2 40 1 32 74 1 74 I &fi. letal toe 4 3.57 es 1 1 1 . 101 1 112 7. 114 le I rot I ruckt. 5iti I. 331 '53 C.83 1.20 . 2.01 ..2 1,7i'. .125.... 1 ..2 ¶ ,. 1 0.70 . 3 503 6. 1 ...109 1 092 70•01:405ne _ C..% `. ; 1 15 _ • 1 IT 14ant tell . npy, IOW _ 1 _79 __ 7 0 _ _ 1 01 1 08 .1 1 AO 14 41 53 51 1 30 1 7 5 4 4 99 1 31 0 . 93 1 117 1 05 1 .10 .2 las . o 00 .9 ..• es; o do . : d 59 3 41 0 i.11 0.50 1.03 1 51 1.0 1 78 0.03 . 0.80 . 0.00 3.33 . . 000 1001 Inlet set 1:3 9 4113.45 8 2.27 333 5 1.13 112 5 331 _2.03 221 12 217 131054•514.612o 3581 s :1E0 4 229 9 111 3 311 1 113 5 W 1 245 5 114 1.52 1.19 7.31 1.49 0.54 137 2E0 2.(0 358 LL 0,059.21• 101111.7 150 11 III" t 1151 3111 91: 5.194111 6 511 -0 .111 1 .11191111 • • • • • • • • • • 20 PL d 43 .c 1119 , t13 0 k'9 at add 2 1.21 SI 01 CI 93 El s9 a1 ll 911 9 J •HI 919 1 SUS 2 9 Vl n K nac 919 aa3 t5tl It 12 911 2 9:"d 9 •t a' »tc 07P 2 _ 9 w . aa3 O9S ;1- : 10 911 CI a+ II 54113 *An - 1:'1 4 I.Y 014349 al qH Mf34 OdH'a a 64 143 1 a3aHN94GI 19 75143341 1416'011'3.:" 113395 31L1t1 1J3f31:13 • • • • • • • • • • • 9C0 99 it "rot .5'9 npcIL PH acarurva ass I 9 •.9L 9L 91L St <El 9 wanIOA w19o 11113 a1:13 aa3 YJ3 aa3 11 +1 717 :174 Wn°lpn.t 0' 0 :a ..: -0 ..:- 0 a 0 a :0 .., _: ".RNL'dlh ' I 101 4dnw4L 0 waif 9K'.1 •;C9 CI - ;L *it 2E2 1 Pnc -IM3 52 '9 -9C t iC _ P171'00V 2P 01 9 it C 02 E C3 4 Ilona 45 IL at 4 91 51 9 v£->i.'1 SCt Sa 4I CI'I Cd'C • 1,wLId ?L P 4. _. 091 1. 91 9 44 't . 911 0) mos*dot 0: 2 E 2 ' On 9n 1 .la 1 CC 3t 46 0 999 �1 s{aw109 CO22' 402 1179 911 122 2 99 2 Of 9 dt C OS 'Nllot'dd0 0 421 992 .- Si C it 9 4v C U '4 L Z 1 r Rani T'LJI� la arid la an_ la am Y1 asac ;112 CC :2 S C atCZ 1f13L•3.h011 H3r23t1ddN 20 PL d 43 .c 1119 , t13 0 k'9 at add 2 1.21 SI 01 CI 93 El s9 a1 ll 911 9 J •HI 919 1 SUS 2 9 Vl n K nac 919 aa3 t5tl It 12 911 2 9:"d 9 •t a' »tc 07P 2 _ 9 w . aa3 O9S ;1- : 10 911 CI a+ II 54113 *An - 1:'1 4 I.Y 014349 al qH Mf34 OdH'a a 64 143 1 a3aHN94GI 19 75143341 1416'011'3.:" 113395 31L1t1 1J3f31:13 • • • • • • • • • • • AlP11004211 W.IVEMLI)1 ILO( . Ih k1,03.-. lip kat 1.111.4k ___ 0.1 j 1:33 1 10 4:15 - 1.13 1:45 5.40 5 15 530 5:45 510 5:1S _ - 40- 11 Irmss hl 443: Mr sash 10. „ s3 ,,,, 03 ,ass 13 73 5 Irlt 2 ..w21 i 51 1r3 1 5345 - a 45 I,ya. 3 20 Ilk kan 1 41 trI. peas 13 11 PI. I 10201,bountl 5 I . _ ... ___ _ _._ _- 1100.411, 04 I 5/ 110 - 3 5 ee 72 3 3. - fP 1) . . 0 311 Ap2 62 . - . . AO . 5 t 103 ) 69 0 . 1 Ic110.clor 6 51 0.0) 113 t. 0.03 1:03 1.45 5113 .. ace 0 50 1.41 Eardebmind - - 1,--s- 11943031, 07640 11 0 N 17 SI i - 11 0 3 3562 3 1.11 22 -- 73 1 - . 3 3.35 - 52 12 44 1 1 . 2 1.113 41 1! NJ 0 003 62 0 . 11 4 1 3.55 33 5 2 5.00 1 21 7 --- I 3.01 -- 11 3 1 5.56 41 4 5.65 1 1 01 APP. 616,41 _ J! -- 6 7.1.1 86 0 1 04I Ithro11t. 10,1 r .45 Enwbounti II hl .-- T - 145 - 31‘ - 716 - I - n -- F -. 711 - --- .37 4 hrough LT.!, .3! ea 13 a :V; sa 0.00 _ S * 3.04 11 99 a 1 2. 92 Ss se 4 5 1 .55 11 16 2 251 0, 99 2 2 7.M - 15 105 2 - IV 480 23 2 35 I 45 _ app..7ata cl trucl., 5.52 -,... 7 A5 sale IA I Co] sYerA,400,1 /9 1 ._.._ ___ _ hrhough Li 11 _ t, Ouch, 4 11 1 1 0 0 0115 0 0 iron 0 0 00 VIII 0 5 - 0 Enn 0 0 a 41:13 Erin Enn EMI inn um (6111 I our) Interne, Is, 9.1urer• arlesmtion rcl Iltals . 0.: I 112 -- 1r --- - • r 0 -- 4 - -- - :ill 245 I. ::21 2• 4 ;4• >Mt II 4 5 113 10 110 4 152 .1 rn 1 52 105 3 17 0.49 3.25 5 1 61309.01on 1.9,1 (..;r1 I !bp . o. ones •,-• Inn ‘z 4,1.5 1:22 2 vv. ihris„.sh,, 501,. 4..ze Ile r v,..ittoz r., lezc• z 1001 ..- 135 0: 4 :41 h t 1 3:4! 311: 11t> 5 2C 2 15 - 2 552 ..411 2 411 4:Le n55. 2: if i4:30 2 :10 WI.: ol 0. [9,1,3 11.14140 (.13 • ,rut 5.49 Min i t.(215..i2. 115115/ 11 2 :1: 10A113 1 . 1 .101101.11114:1 C0: 1401115111•11 71.11111;11011110 • • • • • • • • • • • ___ 0 : 1 5 533 5.45 91.0 9:%5 Yt Irk alt 16. 19 Ia es bk 1 3 _. 5 5.50 am ar 2r is al, -' I b99 10 -10 11k 3S1 z 15.51 1 : 1 ).f d dr x = i 4,q _ n 42 �... all __.. 11 1 16.el 1 I 15.57 _I In. 1 tJ I0.te 133 e 13 005 i e 14.20 13.1 La ___ . 9G4 __ - 145 13 147 1a 952 • 0 115 /Dr • li b'I riJ / III1EIIfECr [At: 34111..11: r: 1 .1 11 19.76C1._ MC 41:65111 Iterathoutid u 1 1511 APP 11191 MI Inch acNM1ba9n0 Ihou lee M Lucks EniIbo11ry through Leh 4 . Tbb1 7 . hi ?Ricks lUIRCT N.elbould enou lnn /1. l PO Trucks I9141 burefc0nn VNnnv IntnnecaDn tat Trucks - Inlnpr1nn 10141 01 ♦ Hour Valiant 5'.33 __ 711 55445 r•Ip 72C• ;. J J if. •J3 .. __,.________ P.!I 1.; VA 1.1 Y.C4•IV'.) K5•TEE1 N.11'EN; `:5.7115 1I11 11.r ni � INI:3 'LI1Iml • J 5v.i n I CC i 15 7.10 as, IX n'A Mt •Its 51_ - 2J o a 4 P3 2 n 40 • 1f 1 45 1 59 I 4) 1 _62 39 7 3 - 03 a W Op _ _ 31) 69P __,...1.7310 .1 p5 1 IV" 0 pJ Ilhl•In:: 10C 1 3r a 2 28 4 6 55 3 55 5.11 14.1 6.10 DAD _ 3.115 1 2 2.01 1 2 23 4 J 1 4 10 151 4 4; InInnw-Nnr trite CTn Ilma Vel 7:15 092 5!I0 OT_ 5:1f 5,5 e:JD 551 2 1 0.53 3 5 33.33 15 10.11 •et bucks 10.549 10_.010 10 =M PJ:L 45 35 3 3 2 • 1; 1151 4 e 5.43 12.52 2 e 14.9 12 5.21 4a 32 2 e7 2 1 ` .7 li5 1 1.4, 1903 1 22.22 373 1 A_ w _ IOr 16 8.37 1 510 34 1 45 5 3 el 5. 0.45 - 3 • 3 1 1253 4 4 2 5 0.00 ]3 999 11: 30 72 25 3 _ f- 1 132 2 a 5 5 10 3.50 A 3 1 1,19 003 3 5 • 11.31 21 13. • • • • • • • • • -._ AV110/41:. 51111VAL411 _ _. ', nun...: 1•454.td 1 3 nw 33. 3:11; 4 03 4:15 4:20 1.45 559 5:15 530 5.45 994 6. 15 Esj. 11 1. pis: Id. __ 1.4.45 61 th 444 11 )s 114 plass bh pm 41 a nis ---- 131. - 4.r.3 i lat at ea 3 irk • 4 rasa 00 p414 1 a 2 . So411454941 eeilbourvi Yte0110.00 I ot41 hue rt4:511en .1Iti Through F9 - 0 10 a 91 5 93 a -_ 52 1 711 3 193 2 95 5 94 1 es 1 74 lel - 2 i -_. 3 1 5 1 la 12 25 El 21 23 10 15 ID 1 IF 6 111 .. .I , ' .. 92 .. . 1 lruthi r. __ 1•4129214 1.57 - 955 l 6 73 0.55 4 1 4.00 2.27 230 2.34 I FS E e l+ Nt 4 .14 293 FP 110 4.:-.s. 4 16 02 22 ---...-- 74 -- I -- i 61 -- 8 24 15 2 7 S 40 11 2 --- 1 - 50 2 1 Lab P.81 Pei Tway F160 _ Ihrcu2i. fill 10 --- 5 2 62 9. 3 Be 3 e 69 .5 ! ...Ili ; 0 2 ..96 3 4 3 1 3 at; Ire "i 5.26 2.25 1 I 6.00 5.43 6.61 2.00 2.5D rl 4.05 0.00 6 2 * _ ___ 1 ....__. - 0 9 - 3 1 I 2 2 1 23 12 1250 _ „ 10 18 0 ..I0 I 12 . la 7 2 10 4 0 4 1 - .661d CI bucks 114.24415 lab i -I G11 --__ 0.25 __ .11 _ 5.25 __ __ 12 11 0.X 18.111 3155 . 6 2 1 1, 5 _ _ ..? --• 3 4 5 2 A 91114 1 ,I MI 194411 Volume e "--' I 4 1) 6 1 6 1 3 1 3 5 5 3 2 I 31 4 1 2.01) -. n _ , It 0 940 2 035 32 1 . II. e e 12.05 506 .h.:416. 4.:„.::..5. 4, ; -1- : 1. 11.11 .1..h.....j. n. n 16.11 3.03 7. 1 _ 1495 _ - - - at. - 7 20 IA 103 17 251 0 105 12 213 ID M.5 II MO IA 210 10 201 14 101 5 Infenacticre Fcl butte _ s.; 5.99 7.95 0.16 412 635 251 4.50 6.51 201 ni 15141 Cn, flour Volumes 3:30 655 Ilucl... 5.131 0 011 5 ;75 3 '_ 1 '... ( 2. 0 1.441 1.155 11c9rl:z1vi 4111 67:4 - 5'30 5 _ 7 11.17 . WO 1,11, 1 5_641 1.103 0 3 i45 4:45 013 1;15 55.• 410 015 275 101Fr.', 1 1.11 I 1 t0 NI 01 Alt(P.St1:11t/I• ...it 1 t 11I,0 11 ...1)112 !ICI 41 l'&10-1, • • • • • • • • • • • t O. Pen ;mule r,.1 A:P rru. 94 ra1 14 7 1 rn[ICII41/ 0/1 1 ;_r:I •T SAPS 1101:C1131 wmelbom,d F.9Ubrnmd I.IU'il1.IEN I I h i w gh Ihlwph l+6 1 d fools tY' Ihiough left hp,. Toler... 141 r'lrks C +slborend through I7t 11 _ lM.p . erg- 94440544.md Through laR App. 101.0 1'c1 1 61_15 lnlel Inw'rtt 1309oln,. Inwleeceen 141 flocks InblptM1lp 10Yd Ur Huy 9olulles 0.33 6:4 7:CO 7:15 1 :d3 154 271 923, 12 2, rr1 1 inci 1'.521 :. IDr. 0 0 144411.3 Cu'Jlll 1 n.ttI' IICIJ O'U 0:211101 _ 157111nfel'mkd lhgbn 1 ore 11r 035 7:o7 DAs 22 t 197 0 1111'. 21 2• 36 41.03 1 12.50 1596 _0 001 COD 3 9.35 EIII1 _a1 a e nn ;:; 1nn InMI r'r- un5 loot: eoln -n I'mkc /:15 _,59 7. k5 a_C A 6.0551 e15 _den 523 51P 5 196 13 13 19 7: o5 730 r1: 1 esa L e h 26 0(0 5.66 1733 Enn 14 25 id 23 hfd I'1AI I PlUOIL 5.66 1 12 D05 1 3 47 .I5 'k 3 5.5e 2.26 s 2 2. 11 2 I] 1 `I 1 . 01 , .. 2 1107 _ 12.9 732 ERR 111 e 5.92 1.•r 45 31 15 . 17 ? 2e aw EM = _ 0.22 3 2 1 6.19 kes• bk 19 1 31 V • tea/ 15 16 91 4 3 se 27 1 ID _ 1315 3 15 5 13.04 15.0 Elln 115 14 10. 10l 07 .e 7 131 10 1 3:30 143 2 en) 6 4 as M 299 il. tl 1222 3.13 10 9 a 2 e 4;= ran it 1 107 42 2 9.55 5 23.19 3 Enn k ID'` is 9 1532 n1 67 7 i I 3 23 Enn 4.4 • • • • • • • • • • • • • • • • • • • • • ov tz • • • • • • 1 I __L ,r r�,C. • D `1Grci,:sL — Inland ME Nic Pacific CALC. ❑ FP.O.;ECT Endinaerinc A,,�_ 711\ la n ci r' i \ F z Ck cHE=- OF P. 1 AVERAGE RUNNING SPEED, MAJOR STREET PEAK HOUR FACTOR .9 AREA POPULATION 150000 NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD NAME OF THE ANALYST GES • DATE OF THE ANALYSIS (mm/dd /yy) 07 -07 -1994 TIME PERIOD ANALYZED P.M. Peak Hour OTHER INFORMATION .... C P P'L .2 7 fiLse G �o N , I • INTERSECTION TYPE AND CONTROL l j INTERSECTION TYPE: 4 -LEG • MAJOR STREET DIRECTION: NORTH /SOUTH • EB WE NB SB - - -- -- -- - - -- - --- • LEFT 41 26 90 12 THRU 9 30 339 253 RIGHT 7 22 19 114 • 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES NUMBER OF LANES AND LANE USAGE EB WB NB SB LANES 1 1 1 1 • EASTBOUND 0.00 • WESTBOUND 0.00 NORTHBOUND 0.00 • SOUTHBOUND 0.00 VEHICLE COMPOSITION • • • ADJUSTMENT FACTORS Page -2 MINOR RIGHTS EB WB MINOR THROUGHS EB WB MINOR LEFTS EB WB PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS IDENTIFYING INFORMATION 90 20 N 90 20 N 90 20 N 90 20 N % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 0 WESTBOUND 0 0 0 • NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.70 5.70 6.30 6.30 6.80 6.80 5.70 5.70 6.30 6.30 6.80 6.80 0.00 0.00 0.00 0.00 0.00 0.00 5.70 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 6.30 6.30 6.80 6.80 NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... • • MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET • CAPACITY AND LEVEL -OF- SERVICE POTEN- FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) p EB LEFT THROUGH RIGHT MINOR STREET SB LEFT NB LEFT 15 778 110 770 IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M 778 770 SHARED CAPACITY c (pcph) SH 50 239 192 > 192 > 142 > D 11 308 276 > 223 276 > 153 265 >D C 9 718 718 > 718 > 709 > A 32 234 204 > 204 > 172 > D 37 285 256 > 281 256 > 186 219 >D C 27 680 680 > 680 > 653 > A 778 770 NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... Page - 3 RESERVE CAPACITY c = c - v LOS R SH 763 A 660 A • • • • • 1985 HCM: UNSIGNALIZED INTERSECTIONS Page -1 IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR . • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF .THE NORTH /SOUTH STREET BARKER ROAD • NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm /dd /yy) 07 -07 -1994 TIME PERIOD ANALYZED P.M. Peak Hour • OTHER INFORMATION.... 7-pF' p , o/6,7-4 . »7Er2S (S.7ZokJ INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN TRAFFIC VOLUMES EB WB NB SB - - -- -- -- - - -- -- -- LEFT 228 0 0 67 THRU 1 0 293 208 RIGHT 158 1 35 0 NUMBER OF LANES AND LANE USAGE LANES EB WB NB SB • • EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 • SOUTHBOUND 0.00 VEHICLE COMPOSITION EASTBOUND 0 0 0 WESTBOUND 0 0 0 • NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS • ADJUSTMENT FACTORS Page -2 MINOR RIGHTS EB WB MAJOR LEFTS SB NB MINOR THROUGHS EB WB MINOR LEFTS EB WE PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.70 5.70 5.10 5.10 IDENTIFYING INFORMATION 6.30 6.30 6.80 6.80 90 20 .N 90 20 N 90 20 N 90 20 N 5.70 5.70 5.10 5.10 6.30 6.30 6.80 6.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5.70 5.70 5.10 5.10 6.30 6.30 NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... 6.80 6.80 CAPACITY AND LEVEL -OF- SERVICE POTEN- FLOW- TIAL RATE CAPACITY MOVEMENT v(pcph) c (pcph) p • MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET • SB LEFT NB LEFT 82 809 0 936 IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M 279 353 331 > 331 > 53 > E 1 407 382 > 438 382 > -35 381 >F B 193 823 823 > 823 > 630 > A 0 273 213 > 213 > 213 > C 0 418 392 > 718 392 > 716 392 >A B 1 718 718 > 718 > 716 > A 809 936 SHARED CAPACITY c (pcph) SH 809 936 Page -3 RESERVE CAPACITY c = c - v LOS R SH NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... 728 A 936 A • • • • • • • • • • • kt tIl n Mobile Home Park (240) Average Vehicle Trip Ends vs: Occupied Dwelling Units On a: Weekday Number of Studies 37 Average Number cf Occupied Dwelling Units 195 Directional Distribution: 50% entering, 50% exiting Trip Generation per Occupied Dwelling Unit Average Rate Range of Rates Standard Deviation 4.81 2.25-10.42 2.60 Data Plot and Equation y 3,000 _ D 0 W 0. L l- c 0 m 2,00C _ 0 0 4.000 300 400 500 X = Number of Occupied Dwelling Units x Actual Data Points Fitted Curve Fitted Curve Equation: Ln(T) = 0.990 Ln(X) + 2.162 Average Rate R = 0.85 Trip Generation, January 1991 427 Institute of Transportation Fnr•inoorc Mobile Home Park (240) Average Vehicle Trip Ends vs: Occupied Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and E p.m. - Number of Studies: 24 Average Number of Occupied Dwelling Units: 179 Directional Distribution: 62% entering, 38% exiting Trip Generation per Occupied Dwelling Unit Average Rate 0.66 Data Piot and Equation Tr1D Genaratinn .la nn =n: 1 QQ1 Range of Rates Standard Deviation 0.33 -1.04 0.75 300 0 200 _ G CO : L T. 0 m toe _ F 0 X Actual Data Points 100 200 F:tted Curie 300 X = Number of Occupied Dwelling Units 400 500 Average Rate Fitted Curve Equation: Ln(T) = 0.897 Ln(X) - 0.044 R = 0.92 42q Institute of Transcortation Engineers Single- Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday Number of Studies: 343 Average Number of Dwelling Units: 206 Directional Distribution: 50% entering, 50% exiting Trip Generation per Dwelling Unit Range cf Rates Standard Deviation Average Rate 9.55 Data Plot and Equation Trip Generaticn, January 1991 4.31 - 21.85 30.000 c C u 20.000 _ 0 0 0 1 CD R 0 > 10,000 _ l 1000 2000 3000 X = Number of Dwelling Units Fitted Curve Average Rate x Actual Data Paints Fitted Curve Equation: Ln(T) = 0.921 Ln(X) + 2.598 R = 0.96 257 Institute of Transportation Engineers Single- Family Detached Housing (210) Average Vehicle Trip Ends vs: Dwelling Units On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Number of Studies: 301 Average Number of Dwelling Units: 222 Directional Distribution: 65% entering. 35% exiting Trip Generation per Dwelling Unit Average Rate 1.01 Data Plot and Equation Range of Rates Standard Deviation 0.42 - 2.98 1.05 3,000 1,000 - X Actual Data Points 1000 2000 3000 X = Number of Dwelling Units Fitted Curve Fitted Curve Equation: Ln(T) = 0.902 Ln(X) + 0.529 Average Rate R = 0.92 Trip Generaticn, January 1991 261 Institute of Transportation Engineers • • • • • • • • • • rehFFL'c Room- MiV UFfic rVRFD 1 -IoMFS L►) A 10 9 0 ) P ROEc • • • 1985 HCM: UNSIGNALIZED INTERSECTIONS FL/_E ='p EoNEA.(/NSPage -1 ************************************** * * * * * * * * * * * * * * * * * * ** * * * * * * * * * ** IDENTIFYING INFORMATION • AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 AREA POPULATION 150000 • NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD NAME OF THE ANALYST GES • DATE OF THE ANALYSIS (mm/dd /yy) 07 -07 -1994 TIME PERIOD ANALYZED P.M. Peak Hour OTHER INFORMATION.... f TECIT RTLD , li9n/OPFj0-014S0 NOM • INTERSECTION TYPE AND CONTROL FstZST p sr INTERSECTION TYPE: 4 -LEG MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN • TRAFFIC VOLUMES EB WB NB SB ---- - - -- - - -- - - -- LEFT 42 26 90 12 THRU 9 30 345 255 RIGHT 7 22 19 117 • NUMBER OF LANES AND LANE USAGE LANES riiTE2s& Tto J opJE M4N UFGrd2E o N-OME EB WB NB SB ADJUSTMENT FACTORS Page -2 EASTBOUND 0.00 90 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION MINOR RIGHTS EB WB MINOR THROUGHS EB WB MINOR LEFTS EB WB PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS IDENTIFYING INFORMATION t % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 WESTBOUND 0 0 NORTHBOUND 0 0 SOUTHBOUND 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.70 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 6.30 6.30 6.80 6.80 5.70 5.70 6.30 6.30 6.80 6.80 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 5.70 5.70 6.30 6.30 6.80 6,80 NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) • • • • CAPACITY AND LEVEL -OF- SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET P SB LEFT 15 772 NB LEFT 110 765 IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M 51 235 188 > 188 > 137 > D 11 304 272 > 218 272 > 147 261 >D C 9 715 715 > 715 > 706 > A 32 230 200 > 200 > 168 > D 37 280 251 > 276 251 > 181 214 >D C 27 674 674 > 674 > 647 > A 772 765 SHARED CAPACITY c (pcph) SH 772 765 NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour • OTHER INFORMATION.... Page -3 RESERVE CAPACITY c = c - v LOS R SH 758 A 655 A • _rNrE2src ") - rWO • • • • • INTERSECTION TYPE: 4 -LEG • MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN • EB WB NB SB - - -- - --- - - -- ____ • LEFT 233 0 0 68 THRU 1 0 294 209 RIGHT 158 1 35 0 • 1985 HCM: UNSIGNALIZED INTERSECTIONS SCE TPE TWO . UPS Page -1 ***************************** * ** * * * * ** * * * * * * * * * * * * * ** * * * * * ** *max* **** IDENTIFYING INFORMATION AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR .9 AREA POPULATION 150000 NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -07 -1994 TIME PERIOD ANALYZED P.M. Peak Hour OTHER INFORMATION.... A� =Gt PPrTED s?iV64C FAMrG Y D1= L17 P INTERSECTION TYPE AND CONTROL TRAFFIC VOLUMES NUMBER.OF LANES AND LANE USAGE M 14 - NU FAL runE HOMES ri)Zs P / EB WB NB SB • LANES 1 1 1 1 • • • • • • • ADJUSTMENT FACTORS Page -2 EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 SOUTHBOUND 0.00 VEHICLE COMPOSITION MINOR RIGHTS EB WB PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS IDENTIFYING INFORMATION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 WESTBOUND 0 0 NORTHBOUND 0 0 SOUTHBOUND 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.70 5.70 90 20 N 90 20 N 90 20 N 90 20 N 5.70 5.70 0.00 0.00 0 0 0 5.70 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 MINOR THROUGHS • EB 6.30 6.30 0.00 6.30 WB 6.30 6.30 0.00 6.30 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) p • • • • CAPACITY AND LEVEL -OF- SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET SB LEFT 83 808 NB LEFT 0 935 IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M SHARED CAPACITY c (pcph) SH 285 351 329 > 329 > 44 > E 1 405 380 > 434 380 > -45 378 >F B 193 822 822 > 822 > 629 > A 0 271 211 > 211 > 211 > C 0 416 390 > 717 390 > 715 390 >A B 1 717 717 > 717 > 715 > A 808 935 808 935 RESERVE CAPACITY c = c - v LOS R SH NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... Page -3 725 A 935 A • 52Nd LE -Aviv. y DJ Ac/1E4) • • • • • • • ENTErtr9G (ri) ExTrI'NG (J 3 ) T A.FFZ"G Roam 0.l • (5 pg & 10 0 S.S /0 "11.3.511) A / c4rma 4VE, • =1/4.7E2S&L7ToN 045 • • • • • INTERSECTION TYPE: 4 -LEG • MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN • EB WB NB SB • LEFT 42 26 90 12 THRU 9 30 351 255 RIGHT 7 22 19 119 • IDENTIFYING INFORMATION TRAFFIC VOLUMES .52JUGLE- FA '" y DP774) die 0 1985 HCM: UNSIGNALIZED INTERSECTIONS fT/ h, *"Q go»Cg ,D JS Page -1 * * * * ** ** t * * * ** * * * * * * * * * * * *** *** * * * * *** ** *"'4' * *iF ** * *t. * ** * * ** * * * ** AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR • AREA POPULATION 150000 NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -07 -1994 TIME PERIOD ANALYZED P.M. Peak Hour OTHER INFORMATION.... /1-/J7 Cre/g- E , pjxs r pHAsL INTERSECTION TYPE AND CONTROL I NUMBER OF LANES AND LANE USAGE EB WB NB SB • LANES 1 1 1 1 ADJUSTMENT FACTORS Page -2 EASTBOUND 0.00 WESTBOUND 0.00 NORTHBOUND 0.00 SOUTHBOUND 0.00 VEHICLE COMPOSITION PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS IDENTIFYING INFORMATION 90 20 N 90 . 20 N 90 20 N 90 20 N % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES EASTBOUND 0 0 0 WESTBOUND 0 0 0 NORTHBOUND 0 0 0 SOUTHBOUND 0 0 0 CRITICAL GAPS TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 5.70 MAJOR LEFTS SB 5.10 5.10 0.00 5.10 NB 5.10 5.10 0.00 5.10 MINOR THROUGHS EB 6.30 6.30 0.00 6.30 WE 6.30 6.30 0.00 6.30 MINOR LEFTS EB 6.80 6.80 0.00 6.80 WB 6.80 6.80 0.00 6.80 NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) P • • • • • • CAPACITY AND LEVEL -OF- SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT THROUGH RIGHT MAJOR STREET SE LEFT 15 767 NB LEFT 110 763 IDENTIFYING INFORMATION ACTUAL MOVEMENT CAPACITY c (pcph) M 51 232 185 > 185 > 134 > D 11 300 269 > 215 269 > 144 258 >D C 9 714 714 > 714 > 705 > A 32 226 197 > 197 > 165 > D 37 276 247 > 272 247 > 177 210 >D C 27 668 668 > 668 > 641 > A 767 763 SHARED CAPACITY c (pcph) SH 767 763 Page -3 RESERVE CAPACITY c = c - v LOS R SH NAME OF THE EAST /WEST STREET N. I -90 RAMP, CATALDO AVE NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... 752 A 653 A • AVERAGE RUNNING SPEED, MAJOR STREET 35 PEAK HOUR FACTOR . AREA POPULATION 150000 • NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD NAME OF THE ANALYST GES DATE OF THE ANALYSIS (mm/dd /yy) 07 -07 -1994 TIME PERIOD ANALYZED P.M. Peak Hour OTHER INFORMATION.... Fkirrup,t 2 J rte sr p s4F • INTERSECTION TYPE AND CONTROL INTERSECTION TYPE: 4 -LEG • MAJOR STREET DIRECTION: NORTH /SOUTH CONTROL TYPE EASTBOUND: STOP SIGN CONTROL TYPE WESTBOUND: STOP SIGN EB WB NB SB - --- - - -- - - -- ____ • LEFT 238 0 0 68 THRU 1 0 295 209 RIGHT 158 1 35 0 • LANES 1985 HCM: UNSIGNALIZED INTERSECTIONS F 7+ w g - o , vQ1 < Page -1 ** ** *** * * * **** ** * ** * ** *** ** ** * * * ** *4 *r*T * , r 9tflF ** ** ** r * *�F,r * * *:r * *,t* IDENTIFYING INFORMATION TRAFFIC VOLUMES NUMBER OF LANES AND LANE USAGE 7ZK -5 Sorr J 7 STtJ LC- F/9itir y nl: r/t cil6 0 EB WB NB BB ADJUSTMENT FACTORS Page -2 EASTBOUND 0.00 90 20 N WESTBOUND 0.00 90 20 N NORTHBOUND 0.00 90 20 N SOUTHBOUND 0.00 90 20 N VEHICLE COMPOSITION EASTBOUND 0 0 WESTBOUND 0 0 NORTHBOUND 0 0 SOUTHBOUND 0 0 CRITICAL GAPS MINOR RIGHTS EB 5.70 5.70 0.00 5.70 WB 5.70 5.70 0.00 5.70 MAJOR LEFTS SB NB MINOR THROUGHS EB WB MINOR LEFTS EB WB PERCENT RIGHT TURN CURB RADIUS (ft) ACCELERATION LANE GRADE ANGLE FOR RIGHT TURNS FOR RIGHT TURNS IDENTIFYING INFORMATION % SU TRUCKS % COMBINATION AND RV'S VEHICLES % MOTORCYCLES TABULAR VALUES ADJUSTED SIGHT DIST. FINAL (Table 10 -2) VALUE ADJUSTMENT CRITICAL GAP 5.10 5.10 6.30 6.30 6.80 6.80 5.10 5.10 6.30 6.30 6.80 6.80 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 5.10 5.10 6.30 6.30 6.80 6.80 NAME OF THE EAST /WEST STREET S. I -90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... POTEN- FLOW- TIAL • RATE CAPACITY MOVEMENT v(pcph) c (pcph) • • • • • 0 CAPACITY AND LEVEL -OF- SERVICE MINOR STREET EB LEFT THROUGH RIGHT MINOR STREET WB LEFT 0 THROUGH 0 RIGHT 1 MAJOR STREET SB LEFT 83 NB LEFT 0 p IDENTIFYING INFORMATION 807 935 ACTUAL MOVEMENT CAPACITY c (pcph) M 807 935 SHARED CAPACITY c (pcph) SH 291 351 329 > 329 > 38 > E 1 404 379 > 432 379 > -53 378 >F B 193 822 822 > 822 > 629 > A 271 211 > 211 > 211 > C 415 389 > 716 389 > 714 389 >A B 716 716 > 716 > 714 > A 807 935 Page -3 RESERVE CAPACITY c = c - v LOS R SH NAME OF THE EAST /WEST STREET S. 1-90 RAMPS NAME OF THE NORTH /SOUTH STREET BARKER ROAD DATE AND TIME OF THE ANALYSIS 07 -07 -1994 ; P.M. Peak Hour OTHER INFORMATION.... 724 A 935 A OFFICE OF THE COUNTY ENGINEER SPOKANE COUNTY, WASHINGTON TO: Jeff Forry, Department of Buildings FROM: Bill Hemmings DATE: July 24, 1995 SUBJECT: B.C.C. resolution # 91 -0882 Implementation (JULY 2, 1991) Attached are the individual lot plans for each lot containing a swale in RIVERWALK 1ST ADD, plat# P 1414. 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\208.pri " (USE BANK LETTERHEAD) " AMOUNT: $ 1 000.00 NO. BENEFICIARY: SPOKANE COUNTY ENGINEERS 1026 W BROADWAY SPOKANE, WA 99260 -0170 SUBJECT: LOT BLOCK RIVERWALK 1ST ADD (Plat) PLAT # P 1414 . (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) k \j \f\208.pri "SAMPLE LETTER OF CREDIT" IRREVOCABLE LETTER OF CREDIT Credit No. Dated Bank Name: (BANK NAME ADDRESS ZIP CODE PHONE # AND OTHER INFORMATION) By: (authorized signor) In consideration of the issuance of a building permit for Lot , Block RIVERWALK 1ST ADD (plat) plat # P 1414 (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 . "AGREEMENT" 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 \j \f\208. pri by the county excess of the amount of security. STATE OF WASHINGTON County of Spokane Notary Public in and for the State k \j \f\208.pri :SS ASSIGNMENT For security purposes only (developer) hereby assigns to SPOKANE 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 (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 RIVERWALK 1ST ADD (Plat) Plat # P 1414 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 DATED this day of , 199_ BANK OF President Secretary DATED this day of 199 . DEVELOPER On this day personally appeared before me to me known to be the individual described in and who executed the within and foregoing instrument, and acknowledged that signed the same as free and voluntary act and deed, for the uses and purposes therein mentioned. GIVEN UNDER MY HAND AND OFFICIAL SEAL this day of , 199 . of Washington, residing at Spokane w t r O O n -3 N 0 m ti AZ is m 0 < 0 0 n m < [0u 10 0 s? •a,:t O PROPERTY LINE —' Crl PROJECT BOUIIDARY SUf1ER CURB SIDE PIAI.I; —Rlvli 1 OF FIAT \ '201 - n'ION AREA k, 5C /l------- o, L - 2-7 33 q � / I -9 ;,-53 co I Till' L 23 = tt) 43 1 � 0 1 1 I 1 &dLD SE - -_ \ l � S 1 , l I DRAINAGE EASEMENT < lc 1 S\ 1 1'' l d l + I 1 � f LEVEL, FLAT, POND I 1301'1'01-1 AREA . 1 3 �6.9" _l_ — I p 3' H111. T i P. — ap40,y - ,n I Ill GOIk,REIE II iii I' iii ' 1 p I c 10111 IIE GRAIL T 'i P 2 ieI !T 1 SI A.- 1(4000 011 G 1z , SRATE ELEV. 2021.63 WI l 1 CO OFFSET 52' RIGHT MITI] F I I I °' 1 2b L.F. 12" C.1-1.P. B 1.2% GRADE 9_1 � SIDENALK UIIDERDRAIN / l STA. I9 N 2.11 I IARI-IOI IY E1 IIIV. ELEV. 2022/.13 CII AI 1 SPOKAIIE COUNTY STANDARD TYPE "A" DKYI KITH SOLID LOCKING 01 1 S TA. 19 10.00 11AKPIONY GRATE ELEV. STA, -10.00 OFFSET 11' LEFT j PROPERTY LINE 16' PRARIASE SI.OPE AMI UTILITY EASEPIENT EDGE OF PAVEI1E14I J 0 0 0 Fd Sv 0 rJ CD CD (fQ 0 0 N TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + .20 FT. 3 MAX. DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM EASEMENT LIMIT GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE. y TYPICAL '208' POND WITHOUT DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) 50' MIN. R/W BACK OF SIDEWALK/ EDGE OF PAVEMENT 3 MAX. R = 155.00' L = iJl' EDGE OF PAVEMENT 5 +6851 CENTER POINT INV. ELEV. 202922 .T r'PE 2 CURB INLET O � 41 J (^NO ) EXPIRES: 9/23/95 INDIANA AV R= 745.00 L= 31.60' 2 ,15' R =745.00' L= 43.93' o 0 A / "' I R =158CO L= '5.14' 16' DRAINAGE, SLOPE, AND UTILITY EASEMENT 10l45' ENU COMMON AREA L =40.31' R=155.00 '' o I __ _____ __ _____ /n0 BUILDING SETBACK o r tii 2.89 \ I IO I 11 ti Imo' I � L I - — 43 9T g - - LEVEL, FLAT, POND — ' — — 5 — — — 7- 4 — ` BOTTOM AREA � 1 1 - 3' MIN. TYP. -y I /v I I DRAINAGE EASEMENT S SPOKANE COUNTY STANDARD O I 1 TYPE '5" DRYWELL WITH TYPE 4 METAL FRAME AND GRATE 6N I 1 STA. 19.25.00 HARMONY N I I GRATE ELEV. 202165 1 OFFSET IT RIGHT C 1 11 � _ I 10, - rn 1 IQ r6 I c I ' I Irn D I Irs 1 1 I I I POND BOTTOM ELEV. = 2027.13 BERM ELEV. = 2028.13 RECEIVED' JUL 2 0 1995' SPOKANE COUNTY ENGINEER z- GUTTER ✓- CURB ✓- SIDEWALK RIGHT OF WAY - PROPERTY LINE I I SCALE: 1 = 20' RIVERWALK FIRST ADDITION C1- C40.DWC LOT 1 BLOCK 4 7/l8/95 36 t orth Idaho Engineering 4200 West Seltice Way Coeur d'Alene, Idaho 83814 Phone: (208) 66'7 -1171 Fax: (208) 664 -3507 m Co 0 0 C) o 0 0 C ro o 1 o o a m 1 ▪ - 0 M w a o a o o co N W C o 0 N m N 4 m m u N O c+ OP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + .20 FT. W /ice 3 MAX. I DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM EASEMENT LIMIT CRASS TURF INSTALLED CONCURRENT-' WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL '208' POND WITHOUT DRAINAGE STRUCTURE SECTIONAL VIEW (Nor TO SCALE) R/ W BACK OF SIDEWALK/ EDGE OF PAVEMENT 3 MAX. so' MIN. 1 Ji.,�L ah..dC��• X I z 0 m CD N w 00 '7 ti CO N 0 0 N v s; GUTTER-- 1 CURB 0' SIDEWALK RIGHT OF HAY — PROPERTY LINE — i v 2 t r m D COMMON AREA 5' BUILDING SETBACK I NDIANA AV 10b.13 90.00' r 8 0 0 - II— I_— 3' Nun. TYRJ LEVEL, FLAT, POND BOTTOM AREA DRAINAGE EASEMENT 110.00 ENUE 40.00' 43.12' 16' DRAINAGE, SLOPE, - AI ID UTILI f Y EASEMENT ST00 1 60.00' , 11 L O O O v n kn EDGE OF PAVEMENT SPOKANE COUNTY STANDARD TYPE "B" DRYI-4ELL WITH TYPE 4 METAL FRAME AND GRATE STA. 22 +34.00 McMILLAN LANE GRATE ELEV, 202697 OFFSET IT LEFT R = 2000' L = 31.42' 7 D I � I - 7 rn m 01 CO r O O -e QD 'U 7 o � 0 m� G y 0 o O m 0 m � • m m f 0. m m ro • o • m CO o C m 4,= m A m 0 N TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + 20 FT. 3 MAX DRAINAGE STRUCTURE DRAINAGE EASEMENT AS SPECIFIED ON PLAN GRATE ELEVATION .30' MIN. FROM TOP OF GRATE TO NORMAL GUTTER LINE 3 MAX. 414 aL._AI,.. h._ TYPICAL '208' POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) .50' 1 R/W 3 MAX. GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE BACK OF SIDEWALK/ EDGE OF PAVEMENT m Cn t- 0 0 a O z N• OQ cn i 0 SIDEWALK UNDERDRAIII 5TA. 22.38.86 INV. ELEV. 202125 n I n X At ei n 1S 0\U h / 6.88 SPOKANE COUNTY STANDARD TYPE 'A" DRYWELL WITH 50LID LOCKING LID 5TA. 22.39.16 McMILLAN LANE GRATE ELEV. 2026.99 OFFSET IT RIGHT I L 49 BI' 6813' 6513\ O11170 10.00' LEVEL, FLAT, POND BOTTOM AREA 16' DRAINAGE, SLOPE, AND UTILITY EASEMENT SIDEWALK. EDGE OF PAVEMENT PROPERTY LINE IINIDIANA AVE 140.00' 120.00' 138:13' CONCRETE INLET TYPE 2 WITH METAL GRATE TYPE 2 5TA. 22.3916 Pict-ICJ/41 LANE GRATE ELEV. 2026.15 OFFSET 60' RIGHT WITH 340 L.F. 12' G.M.P. ±2% GRADE UE SIDEWALK RIGHT OF WAY COI-11-10N AREA O 10 0I 0 r A N Q O —L 0 5' BUILDING SETBACK Lck L 3' MIN. DRAINAGE EASEMENT GUTTER CURB PROJECT BOUNDARY Y Vi 0 0 0 'n z i N rn m J N 0 m of J N ti M a 0 0 0 0 z 4 O F--H 0) a- -25 IffL /2. 0 TOP OF DIME ELEV.= EDGE OF BACK OF PAVEMENT/ SIDEWALK + .20 FT. 3 MAX. DRAINAGE EASEMENT AS SPECIFIED ONI MAN MINIMUM EASEMENT LIMIT GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL '208' POND WITH -TOUT DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) �I 1 I I �✓" .50' MIN. R/W BACK OF SIDEWALK/ EDGE OF PAVEMENT 3 MAX. 2 0 CO 0 0 0 ■ 7 F - 1 ( J w Pi o 0 (IQ m w F s . 4 "1 PROJECT SOUNDARY r O tO {. zz m o m c „ v M o 0 CD C7 m b m 2 < i if e PROPERTY LINE -4 DRAINAGE EASEMENT —\ LEVEL, FLAT, POI ID L ° OI'l''JF1 AREAS I. 100.42' ,A ' 16' DRAINAGE, SLOPE, 1 AND UTILITI EASEMENT II 0. r71I fj (DI r r SIRS' I r� ?; ry` 118' I r, CONCRETE INLET TYPE 2 . P1I111 I- IE'rA!. GRATE rYl:'E 2 STA. 101 43 GRATE ELEV. 2021 .51 01 - FSEr 55 LEFT WITH 32 L.F. 12" G.I -I.P_ ® 1.2% GRADE EDGE OF PAVEMENT SIDEMALK RIGHT' OE FLAY 51.18' V (1 m 9 n I � --37607- \ _ \ _ 5S00 _ r S 7 rn SIDEVIALK UIII2ERDRA111 STA. 1614143 INV. ELEV. 2021 SHALE LOW POINT 2021.&9 STA. 16.41.43 ��SPOKANI'_ GOUMY STANDARD TYPE 'S' DRYHELL KITH SOLID LOCKING LID STA. 16426.00 GRATE ELEV. 2021.93 OFFSET 11' LEFT 7 Q ow r r 0 0 n -3 TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + .20 FT 3 MAX. DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM EASEMENT LIMIT ..� »If -414--414 .411—alt GRASS TURF INSTALLED CONCURRENT - WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL "_'OS' POND WITHOUT DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) 50' MIN. R/W 1 BACK OF SIDEWALK/ EDGE OF PAVEMENT 3 MAX. 1. 0 0 n -3 x U� n 0 m,� C N rt O a O 0 (n Nr w R. N C? �. • 0 0 v 0 a N o • Co 0 0 v m o mo z md, 0 ri co m y m O 0 � o m P O T o o PI W p � III y 0 N CO P C 27 I � m PROPERTY LINE CONCRETE INLET TYPE 2 NINA METAL GRATE TYPE 2 \ STA. Ib:4143� GRATE ELEV. 2021.51 OFFSET 5E' LEF1 Vl1 I }I 38 L.F. 12" Ci.M.P. a 12% GRAVE\ 103.63 — PROJECT BOUNDARY 3' HI11. 'f i P. LEVEL, FLAT, POND EOTTOM AREA DRAINAGE EASEMENT 5198' 51.g5/ le/ D1AIlIA6E, SLOPE, -� AND UTILITY EASEMENT 103.63' 55.00' - \ O, -I — I RIGHT OF HAY SIDEPHALK EDGE GF PAVEMENT SIDEPIALK UNDERDRAIN SETA. IC-g-11 -13 VIV. ELEV. 2021.89 / SWAOW .89 / STA. I6 LE s L -I L43 POINT 2021 SPOKANE COUNTY STANDARD TYPE 'B" PR'YWELL VIITH SOLID LOCK LID IG'2h GRATE ELEV. 2021.13 OFFSET 11' LEFT rn 0 TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + 20 ET. 3 MAX. DRAINAGE EASEMENT AS SPECIFIED CEh PI AN MINIMUM EASEMENT LIMIT GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL '208' POND WITHOUT DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) R/W E3ACK OF SIDEWALK/ EDGE OF PAVEMENT C C 0 0 (1 —3 Z Z 17- mo to -o m v, mo v ✓ 0 � m o 0 0 m m m 0 c -I - 0 T C N " s 0 CD o Z O of _ 20 m 0 ( ~1 m _ 0 0-- V - �' m u (n co '0- 0 ▪ a j m 33 ] N o, 0 r, m m 0 a m J r 0 0 co W @ , �� bi ?+ g O IY F1 Di PROJECT BOUNDARY 51,90 0 0 i 0 ce. 33 m r— PROPERTO LINE 10363' 16' DRAINAGE, SLOPE. AND UTILITY EASEMENT DRAINAGE EASEMENT -- LEVEL, FLAT, POIID A. MOTION AREA -,� I'73 63 EDGE OF PAVEMENT SIDEWALK RIGHT OF WAY— 3' MITI. TI`P 1 5500' -- b I — — Gj � J ��,, 51 'l e' D ��N% J O 0 0 54.98' ' - O ' v 0 e' L � 51.9 s4 ae n rn SIDEWALK UNDERDRAIN /STA. 15116 42 ' RiV. ELEV. 2020.56 STA, 15N141• %TOP BERM 2020.00 'SIDEWALK UNDERDRAIN STA. 15(06.46 IIIV. ELEV. 2026.56 J 0 N V o 0 T 4 G N O a ° m � T T e 0 0 m N W o 0 N m m t O J TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + 3 MAX. 20 FT. DRAiNACIT MINIMUM EASEMENT LIMIT EMFN I AS :;PECIF )14 PI AN GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL '208' POND WITHOUT DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) .50' MIN. R/W BACK OF SIDEWALK/ EDGE OF PAVEMENT - 3 MAX. 1 ✓ cn 0 e m co 0 0 0 0 0 4, 1 � O O .. U) G o ' 0 0 ° N 0 ij o CO N O 0 03 t'10 AZ 30 II tlm 0 rom N 0 03 ▪ 11 0 N co m PROJECT BOUNDARY JJ m es r m fit 0 j m %ap t1 103 63' PR7PERT LINE 3' 1.1111. 1'IP. LEVEL, FLAT. POIIP BOTTOM AREA DRAINAGE LASI:PIEI11 -- 16' DRAINAGE, SLOPE, AND UTILITI EASEMENT 55.00' 51E15' 54.98' RIGHT OF HA( / 'SIDEWALK —/ EDGE OF PAVEMENT SIDEWALK EASEMENT /STA. 15+16.42 114V. ELEV. 2028.56 n STA. 15.11.41 TOP BERM 2029.06 SIDEWALK EASEMENT STA. 151 INV. ELEV. 2028.56 J 0 N w r 0 0 TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + 20 FT. 4ili R/W DRAINAGE EASEMENT AS SPECIFIED OH PLAN 3 MAX. MINIMUM EASEMENT LIMIT L..111._,11Lr GRASS TURF INSTALLED CONCURRENT = WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL '208' POND WITHOUT DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) 0 pfl BACK OF SIDEWALK/ EDGE OF PAVEMENT CO O O 0 ti (0 9 o • o ro a 0 4 O O CO GC • N < 3 N m M 2 1 , •1 • 0 m CO O CO O m r G) O 0 0 Y n 0 PROJECT SOUNDARt' my m 0 a z ..o m t0 •i 0 n � N m 0 ° II 0 0 0 Z Z mo v a C D v 0 _ co � O c 0 PROPERTY LII4E Ib' DRAINAGE, SLOPE, - AND UTILITY EASEMENT DRAINAGE EASEMENT -� LEVEL, FLAT, POND \\ BOTTOM AREA 3' f -1141. 1 .� = 5 _ 00 _ y - _ O p 5198' O 0 r O 519E 1050=' IG 5 19P' — - 5198' 5 -198' EDGE OF PAVEMENT SIDEWALK RIGHT OF WAY SIDEWALK UNDERDRAIH / STA_ 1 INV. ELEV. 2030.51 STA. 13.1641 TOP BERM 2031.01 " SIDEWALK UNDERDRAIN ST:.. 13.1140 111V. ELEV. 2030.51 N v 0 m `w 0 0 0 H c0 m at 0 v 0 0 0 G N I O a O 0 0 � N 0 (. U1 m. N f , O 0 CO 0 D; 1 A 0 Q A .TOP OF DIKE ELEV.= EDGE or PAVEMENT/ BACK OE SIDEWALK .20 FT. 3 MAX. I DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM EASEMENT LIMIT GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE 1YPICAL '203' POND WIIIICIUT DRAINAGE SIPUCTUPT SECTIONAL VIEW (NOT 10 SCALE) .50' MIN R/W BACK OF SIDEWALK/ EDGE OF PAVEMENT 3 MAX. I �I✓\-\ Y O N cp r-� 01Q CO OrQ PROJECT BOUNDARY J mo rn 0- M 0 0 O C3 -1 D I S = VI '^ O � -v• 5 0 0 0 01 m � c n ✓ m 0 M ▪ 0 PROPER - Hi LIME - kli.c G O L LEVEL, FLAT, FOND BOTTOM AREA DRAINAGE EASEMENT 16' DRAINAGE, SLOPE, AND UTILITY EASEMENT 103! 55.00' 51.9b 51J1b L 1' 5198' J— __ - -- 579b 3' 11111. RIGHT OF l4Al' - SIDEWALK EDGE OF PAVEMENT SIDEWALK UNDERDRAIN ,- STA. 13+21.42 V INV. ELEV. 2030.51 STA. 1306.41 / TOP BERM 2031.01 SIDEWALK UNDERDRAIN STA. 13+1146 IPIV. ELEV. 2030 cn FCP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + .20 FT. DI;AIIIA; n" `i l'IIJLIIT I'I AN MINIMUM EASEMENT LIMIT CRASS TURF INSTALLED CONCURRENT— WUH OCCUPANCY OF ADJACENI HOUSE IYPICAI_ '208' POND WITf -IOUT DRAINAGE. srrucFURL SECTIONAL. VIEW (NOT TO SCALE) R/W BACK OF SIDEWALK/ EDGE OF PAVEMENT w rr 00 O n 0 m � 1 n O G 0 Ui • r a 0 O rt 0 0 CO 0 0D u b ‘K m 0) 0 U0 0 J 0 fi Z m o 0 -' Pn o 0 an b Oo XI 0 2 Co co a) O T C y PROPERTY LINE O r 0 O N LEVEL. FLAT, POND BOTTOM AREA PROJEGT BOUTIDARY- HA RI-ION 55.55' &2. 95._ 20' 13UILDIH5 SETBACK 91.55' DRAINASE EASEMENT IS DRAII1ASE, SLOPE, AND UFILI rr EASEMENT 9150' \HL 3' NM. TYP.J 4.99 11.57' RISHT O �F WAY SIDEVIALK EDGE OF PAVEMENT SPOKANE COUNTY STANDARD / TYPE "E' DRYVIELL WITH TYPE 4 FETAL FRAME AND GRATE STA. 13.9198 (RATE ELEV. 2028.13 OFFSET 195' R16111 1 = 3I.1?. R = 20.00' SIDEVIALK UNDERDRAIN STA. 10439.82 INV. ELEV. 202553 CO r 0 0 C x. DO N2 0 0 N 1 0 (D N U . " a 0 P) o n � co N W o O A m m N O J TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + 20 FT. 3 MAX. 4Y� 1 d ka DRAINAGE STRUCTURE DRAINAGE E A:I m1 I I I AS SPEGIEIFN oh PLAN GRATE ELEVATION .30' MIN. FROM TOP OF GRATE TO NORMAL GUTTER IUPIE 3 MAX. 1 .50' GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL '208' POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) R/W 1 3 MAX. 1 : y' BACK OF SIDEWALK/ EDGE OF PAVEMENT Ers 0 r � 00 02 n 0 N � 1 0 O O CD co 33 a m C r \/ N m ro t CO cn o � m o SPOKANE COMITY ST ANDARD TYPE "EP DRYIJELL HITH SOLID LOCKING LID, STA. 10.5358 &RATE ELEV. 202201 OFFSET IT RIGI IT ■;I 51DEV1ALK IJNDERDRAIH ETA- 10 b500 I, IIP/. ELEV. 12020 .CA' 1 to I DRAINAGE EASEMENT — CONCRETE INLET TYPE 2 1 -11131 METAL GRATE TYPE 2 _TA_ IO180 21 I� GRATE ELEV. 202760 OFFSET 10.12' LEFT 111TH o03 L.F. 12''13.1-1.P. ±2% GRADE IfI ' NI 1 m 1 1 , I I --- -. CY DF'.IfIA6E 51APE, At in !UTILI IT' E'`.EI'ILI`IT 100 • EDGE OF PAVEMENT —, SIhYWALC —, A RIGHT OF WAY l l > F / 1 __--- 1 q A � Zq �a \-- id • ° I 1 J J 3' 14111. TYP. LEVEL, FLAT, POND BOTTOM AREA PROPERTY LINE — a L =011' R = 2154.86' 1 CO 0 0 n -3 7; 0 m kr= 0 Q o y m m Qm N .r; 0 ta 0 CO C m m m 0 C J OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + .20 FT. 3 MAX. DRAINAGE EASEMENT AS SPECIFIED ON PLAN MII IIMUti EASEMENT LIMIT GRASS TURF INSTALLED CONCURRENT -/ WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL 202 PGI'iD wITHOuT rJRAII' iv ;i_ I.J TL!F' SEC. LIDFIAL VIEW INOA iii SCALE) 50! MIN. J_1I1..fIL R/W BACK OF SIDEWALK/ EDGE OF PAVEMENT MAX. 0 0 R = 2000' L 4.41' m O mo R - 2104.36' tv ))/A; mm <1 SPOKANE COUNTY STANDARD �0 TYPE "A" DRYNELL WITH — II TYPE 4 METAL FRAME AND GRAlE 1 ) 0m STA. 10v5358 )"\ �< GRATE ELEV. 2029.11 V� o n OFFSET 11.5' RIGHT mo Ci O 0a' ■ G C7 O o • \ \ \ ro r m 1 =\ co Fs r aii --\ © a \� o2-Y\ r1 V s VA - V AAa � w w"' -(T i _ C` �' \- IE' DRAINAGE, SLOPE, y \ 1 rrrV 3 — AND UTILITY EASEMENT la PFAIUA6E EASEMENT \ \ 1 vv \ \ p v r ( v j ' : \ 1 1 LEVEL, FLAT, POND EOTTOPI AREA / --EDGE OF PAVEMENT i —RIGHT OF MA PROPERTY LINE w n 0 co 4 G N O P O _ N Ui N rn 0 w N O 0 Co Co 1— 'c E• b of 0 ✓� AIP v $' - s • TOP OF DIKE ELEV = EDGE OF PAVEMENT/ BACK OF SIDEWALK + 20 FT DRAINAGE EASEMENT AS SPECIFIED ON PLAN MINIMUM EASEMEN LIMIT 4 GRASS TURF INSTALLED CONCURRENT WITEI OCCUPANC• OF ADJACENT HOUSE T 1 L'ICAL '_'(i POI HI) VJIIHOUT DRAINACF SII?LI(TLJ SE( 01y1. I. v /IEW (NOT TO SCALE) MAX 50' MIN. ��1L dt� _iL. eh c R/W BACK OF SIDEWALK/ EDGE OF PAVEMENT A O 0 v EDGE OF PAVEMENT z O SIDEMALK.— RIGHT OF HAY PROPERTY LINE Z Z M O 07 m fa C I�i7 m o r 0 m T O C h Oo n M =cn co 4.71 p ul r b H m t / 0� DRAINAGE EASEMENT SIDEWALK UNDERORAIN STA. I 4 h24 14 \ IIIV. ELEV. 2029E+3 h s \[ 7 �. 2 Cam •C • p\ ,�A ` f 3' HIT TYP. 'E / / LEVEL, FLAT, . o , - POND P.: 1 [0E1 AREA SPOKANE 001JNTY 3TAHDARO T (PE "E" DRYHELL r11TH TYPE 4 METAL FRAME AND GRATE STA. 19.1762 GRATE ELEV. 202 OFFSET 11' RIGHT C�? 6 \ \ / \ \ 16' DRAINAGE. SLOPE, J ` AND UTILITf EASEMENT J 0 01 Q) 0 TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + .20 FT. 3 MAX. DRAINAGE STRUCTURE DRAINAGE EASEMENT AS SPECIFIED ON PLAN GRATE ELEVATION 30' MIN. FROM TOP OF GRAPE TO NORMAL GUTTER LIIIE 3 MAX\1y 1 `4JQ.,r. 3 � I 50' MAX. vL.sa1 I I I J wh._ �L. GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE TYPICAL '208' POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) R/W 1 BACK OF SIDEWALK/ EDGE OF PAVEMENT N m z O fl , 0 m 0 N 01 01 a 0 ?m_ O 10 c 7 r '0 fn m it Z Z M 0- • M O O TIC OOo n S X � CO Q N52.5 "E C n r M 0 15 0.00 ' n 15 5.52. J m 0 c. m y 0 z 9 0 m N 0 0 m 0 r. 10 7V O O 16' SIDEWALK, SLOPE, AND UTILITY EASEMENT DRAINAGE EASEMENT O Z Z � mo fa • M va° m z c_ y o r . m o 0 m O n - o <_ c)); 0 to Z al 0 r a 0 S 5.00' 5000' f_ LEVEL, FLAT, POND 40 pJ Z BO FF01 -I AREA O IO n . L 40.00' J m N SE /M56 21500' EDGE OF PAVEMENT SIDEWALK S SPOKANE COUNTY STANDARD ' _a TYPE "A" DRYV-IELL WITH TYPE 4 METAL FRAME AHD GRATE cF GRATE ELEV. 2026.50 o PROPERTY LINE i e 1 E I r 0 TOP OF DIKE ELEV.= EDGE OF PAVEMENT/ BACK OF SIDEWALK + .20 FT. 3 MAX. -111 4 DRAINAGE STRUCTURE DRAINAGE EASEMENT AS SPECIFIED ON PLAN .30' MIN. FROM TOP OF GRATE TO NORMAL GUTTER LINE GRATE ELEVATION 3 MAX. TYPICAL '208' POND WITH DRAINAGE STRUCTURE SECTIONAL VIEW (NOT TO SCALE) 50' R/W 3 MAX. 1 GRASS TURF INSTALLED CONCURRENT WITH OCCUPANCY OF ADJACENT HOUSE BACK OF SIDEWALK/ EDGE OF PAVEMENT C-oz 92,W lµ(pA &rr`77 F x0 r l q1* 4 LT t7 C 6 7 f 1v02 r oat Vf f-4l�r 00 6z7'' - 504 ° 4l . 1/ , 4 dv1 tAynlvi tea3ice(' 5,Az A p AL-1" ,06(4 q sN& 5 tDo5 k3 t 1a s4 F(4 (24 1141111 itt&APAPvis sob Its Z' 114A" t 1 4 14 6041 Mt4 <zt 04,141 _c fibmorfft 4MS 441N Cro ) pms C !u0 r-+044 tN 1-kotd .G !4P 4-4g tlitt 0441,416 .4444- Veos4440 cesposgmaimkAo Cr d utoi) wow c.47. wpb. - 40t 70 clip �c�- ta- l2tow� piwb C a ~10106 ALIA4 ( TJ Wirrb4B e eX41-00464Akell er stessktic. sN f,^k5r c4w4/20 r x - 4israd, INDois4is ritiuot+J Cro se ;tan tH,1 - Aa'f hen. ktidP 1 a s're- A D 20e ,oat, pot 4Elzb ii#44 1 IN bt,J A Q 040 CN am c 449 F0144/4/4 Av M1f PlivIt sweet timiirt414 P(4 (4 (24.0.4 1 Wnroq aka cold /0 a E s• ,' rieR f ass (. 4 ?oWp `C ` - 1/0,A-44,4 �� A. PORTION OF TH N; SOUTHWEST ON Ft: QUART KR OF S FI CTION 8, TOWNSHIP 25 NORTH, RANGE 45 EAST, W.M. SPOKANE COUNTY, WASHINGTON -- (2025) (2028) MMERCIAL (2032) (2033) (2034) - 1w . 14 .1411: .. 55 2q0 287 286 213 2q4 266 267 - 4h74 ;: I ® r. I� 282 281 770 271 27q 275 (2021 (2022) AUS-S -T 100 50 GRAPHIC SCALE 100 200 ( IN FEET ) 1 inch = 100 ft A E $ ENGH MARK -SOUTH EAST CORNER BRIDCC OVER SPOKANE RIVER AT SULLIVAN ROAD. ELEV. Ic186.16 / • - / / / J J a SPOKANE RIVER J LL INDIANA AVE. %` /�� ? � i - BALDWIN AVE. :� � / �� I / ` ? `` /I �� AUGUSTA AVE. Q % / �� % / % f Q � �i MISSION AVE. tY� % `� %`j lY RIVERHALK < THIRD ADDITION to (5W 1/4 SECTION 5,T 25 N., R 45 E W.M.) VICINITY MAP (No SCALE) / / — • North Idaho Erigince;ring 4200 West Seltice Way Coeur d'Alene, Idaho 83814 PlL 1e: (208) 667 -1 171 Fax: (208) 664 -3507 ( 2p3'). ( 2p3 2) 203 (2033)— (2034) — 7 RIVERWALK HYDROLOGY STUDY / / / / / - / / / / y(2005) i i i 353 355 356 361 365 161 i 35q 1 (2029) 360 (2010) (2015) (2020) (2022) ( 2p23) ( 2024) -- x (2025) 2026) (202 .7 ) (2028) FINAL DEVELOPMENT PLAN SOUTH OF INDIANA AVENUE COUNTY OF SPOKANE FINAL DEVELOPMENT PLAN NORTH OF INDIANA AVENUE 5/25/45 DRAWN BY: JO CHECKED BY: DATE: o3/Oq/44 J.N. 4004 BASIN TOTAL AREA STREET NO. LOTS LOT USAGE HOUSE AT 2.6K DRIVE- WAYS TOTAL IMPERV C =0.9 A *C NON- IMPERV C =0.15 A *C TOTAL A *C C TOTAL AREA (F 46500 AREA (ACRES) 1.07 208 AREA 27960 C 0.60 OVRLND FLOW (F 23 SLOPE ( /FT) 0.005 GUTTER FLOW (F 160 SLOPE (' /FT) 0.008 OTHER CURB AND GUTTER A 46500 27960 0 0 0 0 27960 25164 18540 2781 27945 0.60 B 10540 3600 0 0 0 0 3600 3240 6940 1041 4281 0.41 10540 0.24 3600 0.41 30 0.005 240 0.008 SAME AS A C 38330 4730 3 0 0 1800 6530 . 5877 31800 4770 10647 0.28 38330 0.88 6530 0.28 220 0.008 140 0.017 C & G AND PRIVATE ROAD DITCH D 20210 12220 0 0 0 0 12220 10998 7990 1198.5 12196.5 0.60 20210 0.46 12220 0.60 23 0.005 470 0.008 SAME AS A E 146800 12220 11 1 28600 6600 47420 42678 99380 14907 57585 0.39 146800 3.37 18820 0.39 50 0.008 470 0.008 SAME AS A F 12710 4250 1 0.5 1300 600 6150 5535 6560 984 6519 0.51 12710 0.29 4850 0.51 50 0.01 160 0.015 PRIVATE ROAD DITCH G 12200 5560 0 0 0 0 5560 5004 6640 996 6000 0.49 12200. 0.28 5560 0.49 40 0.008 300 0.008 SAME AS F H 12650 7000 0 0 0 0 7000 6300 5650 847.5 7147.5 0.57 12650 0.29 7000 0.57 50 0.01 260 0.008 SAME AS F I 59000 15700 5.5 0.5 7150 6600 29450 26505 29550 4432.5 30937.5 0.52 59000 1.35 22300 0.52 50 0.005 570 0.01 SAME AS F J 45260 6000 4 1 10400 2400 18800 16920 26460 3969 20889 0.46 45260 1.04 8400 0.46 210 0.024 260 0.01 SAME AS F K 81220 6020 2 1 5200 1200 12420 11178 68800 10320 21498 0.26 , 81220 1.86 7220 0.26 460 0.007 190 0.01 SAME AS F L 31150 2660 0 0 0 0 2660 2394 28490 4273.5 6667.5 0.21 31150 0.72 2660 0.21 290 0.006 120 0.01 SAME AS F M 30050 6150 3 1 7800 1800 15750 14175 14300 2145 16320 0.54 30050 0.69 7950 0.54 240 0.008 350 0.014 SAME AS F N 27000 11800 0 0 0 0 11800 10620 15200 2280 12900 0.48 27000 0.62 11800 0.48 150 0.01 530 0.009 SAME AS F 0 44180 6820 4 1 10400 2400 19620 17658 24560 3684 21342 0.48 44180 1.01 9220 0.48 310 0.005 160 0.008 SAME AS F P NOT USED ❑ 0 0 0 0 0 0 0 0 0 ERR NOT USED 0.00 0 ERR 1300 0.005 0 0 SAME AS F Q 38600 0 6.5 0.5 16900 0 16900 15210 21700 3255 18465 0.48 38600 0.89 0 0.48 570 0.008 0 SAME AS F 0 0 0 0 0 0 0 ERR PRE- 0 0 0 0 0 0 0 ERR DEVELOPED 0 0 0 0 0 0 0 ERR COMMERCIAL 1476200 51660 0 0 0 0 51660 46494 1424540 213681 260175 0.18 .1476200 33.89 51660 0.18 2200 0.005 2780 0.005 EXISTING CONDITION 0 0 0 0 0 0 0 ERR 0 0 0 0 0 0 0 ERR 32 \ST 11• I40ice 248 A. 156 249 1.71:1 AIJ AVAQ 281 286 285 284 . 283 282 281 266 261 2q7 298 2qq 280 27q 278 210 211 (2021) (2022) (2026) (2028) - (2025) MMERGIAL (2032) - (2033) (2029) - 342 311 (2033)- ( 20 3 4) - 314 I� 316 A PORTION • Oi' THh. SOUTHWN;ST ON QUARTET R OF S H'CTION 8, TOWNSHIP 25 NORTH, RANG H; 45 EAST, . W.M. , SPOKAN N; COUNTY, WASHINGTON AU-SOS-TA Vaa GRAPHIC SCALE 100 200 ( IN FRET ) 1 inch = 100 ft. MISSION AVENUE EXPIRES: /Z3 /T!', r (2015) / / /' ` -p ool /� / (2020) -0- 1ENCH MARK -SOUTH EAST CORNER BR I DC E OVER y V -� / ' / (2022) SFOKA \IE RIVER AT SULLIVAN ROAD. ELEV. 1(456.16 / , , /' / z J J S) SPOKANE RIVER l t4 . : . . . I Np IANA AVE. ��I 0 AUGUSTA AVE. BALDWIN AVE. .--.W. o `�j��j�/ e _ �,��ti��ti 4200 West Seltice Way Coeur d'Alene, Idaho 83814 MISSION AVE. Phone: (208) 667-1171 Fax: (208) 664 -3507 VICINITY MAP (NO SCALE) North Idaho Hngineering Q RI VERHALK a THIRD ADDITION m (SW 1/4 SECTION 8,T 25 N., R 45 E W.M.) 7 / RIVERWALK �1 1._c c S - ? aST NUznT \ 0.tV HYDROLOGY STUDY / / / // (loos) / V/// (2010) / 355 356 359 (2p29) 360 361 363 16q ( 2p23) (2 02 ") (2 025) 202 (202 - ) 58 (202 COUNTY OF SPOKANE 5/25/x5 DRAWN BY: JOM/MBM CHECKED BY: DATE: 03/09/94 J.N. 4004 \ENEMA9.P 10 BASIN # 208 REQUIRED 208 PROVIDED Q 50 STORAGE REQUIRED Q 50 STORAGE PROVIDED Q 10 Q 50 A 1,165 1,180 732 1,888+ 2.04 2.57 B 150 205 -126 328+ 0.29 0.43 C 272 595 320 952+ 0.61 1.13 D 509 2,030 223 3,248+ 0.68 1.10 E 784 2,030 2,618 3,248+ 3.39 5.26 F 202 450 139 720+ 0.47 0.59 G 232 675 -70 1,080+ 0.42 0.57 H 292 650 -34 1,040+ 0.50 0.66 I 929 1,030 1,171 1,648+ 1.84 2.81 J 350 585 -131 936+ 1.20 1.91 K 301 1,140 1,543 1,824+ 0.81 1.93 L 111 1,270 -22 2,032+ 0.33 0.69 M 331 460 691 736+ 0.76 1.49 N 492 540 768 864+ 0.64 1.19 0 384 870 1,356 1,392+ 0.89 1.94 P 0 0 Q 0 0 32 \ST 11• I40ice 248 A. 156 249 1.71:1 AIJ AVAQ 281 286 285 284 . 283 282 281 266 261 2q7 298 2qq 280 27q 278 210 211 (2021) (2022) (2026) (2028) - (2025) MMERGIAL (2032) - (2033) (2029) - 342 311 (2033)- ( 20 3 4) - 314 I� 316 A PORTION • Oi' THh. SOUTHWN;ST ON QUARTET R OF S H'CTION 8, TOWNSHIP 25 NORTH, RANG H; 45 EAST, . W.M. , SPOKAN N; COUNTY, WASHINGTON AU-SOS-TA Vaa GRAPHIC SCALE 100 200 ( IN FRET ) 1 inch = 100 ft. MISSION AVENUE EXPIRES: /Z3 /T!', r (2015) / / /' ` -p ool /� / (2020) -0- 1ENCH MARK -SOUTH EAST CORNER BR I DC E OVER y V -� / ' / (2022) SFOKA \IE RIVER AT SULLIVAN ROAD. ELEV. 1(456.16 / , , /' / z J J S) SPOKANE RIVER l t4 . : . . . I Np IANA AVE. ��I 0 AUGUSTA AVE. BALDWIN AVE. .--.W. o `�j��j�/ e _ �,��ti��ti 4200 West Seltice Way Coeur d'Alene, Idaho 83814 MISSION AVE. Phone: (208) 667-1171 Fax: (208) 664 -3507 VICINITY MAP (NO SCALE) North Idaho Hngineering Q RI VERHALK a THIRD ADDITION m (SW 1/4 SECTION 8,T 25 N., R 45 E W.M.) 7 / RIVERWALK �1 1._c c S - ? aST NUznT \ 0.tV HYDROLOGY STUDY / / / // (loos) / V/// (2010) / 355 356 359 (2p29) 360 361 363 16q ( 2p23) (2 02 ") (2 025) 202 (202 - ) 58 (202 COUNTY OF SPOKANE 5/25/x5 DRAWN BY: JOM/MBM CHECKED BY: DATE: 03/09/94 J.N. 4004 \ENEMA9.P 10 2030 E.G.R. 19+63.94 BARKER RD 5. 2021.44 0 +00.0,9 INDIANA AVENUE Iq +23.42 BARKER ROAD F.S. 2027.45 2030 P$. 2O2t.13 BG. . 0 +399 5. 20 • ?7 LOW POINT LOW POINT P.I.VG. 5 P.LV.G. RIGHT Cr.FL) BAR 18+93.44 BARKER ROAD F5. 202150 2025 F5.2071.12 E.G.R. 0+38.98 5 2026:15 IOO O P.1 V.G. 5 P.I .V.G. A = 1+00 = 2025.41 ' VG STA. 1 +25.00 F5. 2026.24 POINT VG A = 1400 = 2025.41 TYPE 2 GLJRB 1 EXISTING 6ROUPD FINISHED 6RAOE 5+64.41 CENTER INV. ELEV. 2029 TYPE 2 CURB I MGR. T .C. 3c31.: 203 2. 19+41.47 STA. 6 +15.00 FS. 205050 16H POINT ELEV = 2030.55 H1■H POINT STA = 1+00 P.I v.G. STA = 1+00 P.I.V.G. ELEV = 2030.15 t-- 100.00' VG STA. 11+66.21 T.G. ELEV. 2021 10 +01.20 I ND1 ANA AVENUE =22 +8036 McM ILLAN LANE • F.5.2028.3 202741 _ CROSS- GUTTER STA. 11+66.21 T 1 +25.00 5. •• •50 1=11+13.99 F5. 202659 OFFSET 1850' LEFT H• 11+a6.6 FS. 2026.43 OFFSET 21.26' LEFT =.n =: • .1 • IM/. ELEV. 20235 STA. 1+45.45 OFFSET 3624 M.; ,• ._• =.m: • .1 EXISTING RIGHT OF WAY 0+00.00 INDIANA AVENUE 14 +23.92 BARKER ROAD F.S. 2021.45 (STATIONING ON BARKER ROAD 13E91145 AT THE SOUTHWEST 1/4 CORNER OF SEC. b, 125N, R45W, WM. AT STATION 10+00.00) 0 +Iq.00 JOIN EXISTING IMPROVEMENTS EXISTING EDGE OF PAVEMENT NOTE: FOR SIGHT TRIANGLE INFORMATION SEE SHEET 'G. 25' SIDEWALK DRAINA AND UTILITY EASEMENT SEG. SUPPLEMENTAL RECORD DRAWING SHEET FOR SPECIFIC INOIANA INFORMATION. RECORD DRAWING ANO SURVEY PER FORMED BY INLAND PACIFLC ENGit. ERING CO., INC. NOT A PART STA 2+25.00 ELEV. 2026.17 2025,04 82V. :2025b1 2 202967 A.W. 2028.00 F.6. • WALL 2024.00 B.O.W. EXI5TIN6 GROUND FINISHED GRADE EXISTING 6ROUND FINISHED GRADE 202667 TYPE 2 CURB INLET LP. 1 +21. .., -• dB STREET AND STOP SIGN END CURB AND SUTTER TAPER CURB STA 0+5652 - ST,4- 9+64.61- 0+15.00 BEGIN NOT A PART b' UNDERDRAIN FROM KEYSTONE WALL- TO CATCH BASIN • STA. 1 +21.4 +19.40 AT BASIN AND INLET TYPE 2 WITH 6o OF 12' DIP. CULVERT ORATE EL.E'v. 493:r.45►2025:19 INVERT 4.0020 SLOPE • - .013 ELEV. 20235 POND A HE 5T 9A STA. 0+68.44 OFFSET 2650' ELEV. 2025:16 .00 T.O.H. 2026.00 F.B. 2024.00 B x.11 i 3 �� TYPE 2 CURB INLET 2D26.6I PG =2+q .4 6' SIDEWALK E (S DETAILS) 5 +25. S 1.55 NDIANA AVENUE =14 +44.01 HARMONY LANE F.S. 2024.38 ..- 'B TYPE ' DRYY$.L WITH TYPE 4 METAL FRAME AND ORATE STA 5i 106 -5 +40.78 -5tO ORATE ELEV. 544 - 2028.42 L. OFFSET-2W T 24 �iF'.:.► !4- .� I pia • - •._.. .8111 .a"►:• - al a►:• :• !....:R1 . _ Ii 21 04 • • 34 T.O.W. 202850 TOP OF CONCRETE WALK • WALL 2025.00 B.O.I1. 3+50.00 STEP FO0TIN6 • • 34 T.O.W. 2028.00 F.G. • WALL 2023.33 13A .N. 3+00.00 5113' 2030.34 T.0 2028.00 F.6. • HALL 2024.00 B.O.W. RETNNINB WALL ENCROACHES ON SID&4AL.K "'FF.6. 2B23.1l 6+24.66 121.2; INDIANA AVENUE = lq +g4.01 HARMONY LANE F.5. 202`1.34 2029. • 4+07.06 15 ND WALL 203034 TO 202650 TOP OF CONCRETE • WALL 2024.50 B.O.W. 19 +92 -5 TFG. 20:6:11 SEE DETAIL 'A' FOR KEYSTONE RETNNIN6 NALL (5E R16HT) WITH METAL ORATE TYPE 2 STA 4+90.00 1 ! GRATE: ELEV. 2021.63 L ■2.13' ET WI OFFS 52' RIGHT TH t 2b L.F. 12' C.M.P. • 12% GRADE E.G ' 19+5265 HARMONY T.F.G. 2029.11 MD CURB MD 801 5IDB ALK 1 CERDRAI TYPE 'A' DRYHELl. WITH SOLID LOCKING LID BL .R. 4+901 TFG. 2029 SEGJION A -A MOT TO SCALE) LP. 19+24b1 5+6351 CENTER P INV. ELEV. 2029.2 TYPE 2 CURB I TYPE 'B' CURB SIDEWALK 2029.16 CURB INLET 6' DRAIN, ELEV. VARIES (NV. ELEV. 2029.22 b' MIN 6' MIN, ORAMJLAR FILL (CRUSHED SURFACING TOP COURSE) 6' MIN. 26' MAX. COMPACTED FILL MATERIAL FUTURE i PPRO. :c NTS TYPE 'B' DRY143J MITE TYPE 4 METAL FRAME McMLLAN LANE 3.1 TFG. 2026b6 T.P.C. 2026.26 RECORD DRAWING, JO_YSTONE RETAINING WALL NOTES% 1. COMPACTED ORATE. F0(CATION, 9556 5TANDARD PROCTOR 2. MIN. 1' DRAINAGE FILL BENN• WALL 3. PROVIDE LATERAL. DRAINAGE AND DRAIN TO CATCH BASIN • STA. 1 +21.43 4. FOLLOW APPLICABLE BUILDING CODES 5. CONSTRUCT PER MANUFACTURERS RECOMMNDATIONS 6. CONTRAGTOR TO SUBMIT CONSTRUCTION, SEGUENGINB PLAN, AND DOPY OF MANUFACTURERS CONSTRUCTION GUIDELINES TO THE SPOKANE COUNTY Ei6INEEPJN6 DEPT. AND NORTH IDAHO EN&INEEFUN6 FOR APPROVAL PRIOR TO CONSTRUCTION. 13' DRAINAGE, SLOPE, AND UTILITY EASEMENT. (SEE LANDSCAPED PLAN BY THE BERGER PARTNERSHIP, P .5,) 175 1 176 1 1 1 10 +01.20 INDIANA AVENUE =22 +80.36 McMILLAN LANE F.5. 202834 1 1 PRO.6T BOUNDARY • ED6E OF PAVEMENT E.G.R. 1• 1 TFG. 2026.06 T.P.D. 202796 2021.90 TYPE 'A' DRYHE L WITH 50L1D LOCKING LID Mc a _ I / - /,4Ve REV /EWER TIlE CQNSTRUCT /' /V 4NR TO NY KNo WLeo E FWD /7 dee IN 8110STANT /AFL CONFORMANCE W/TN ME APPROVED /TANS AtMQ plAVO4RD ; SPECIFICAT/aN A 5 NOTED. CURVE DATA FOR TOP FACE OF CURB XPINES /24 Az I I +13,99 F5. 202659 OFFSET 1850' LES=T 13■11 +8660 F5. 2026.43 OFFSET 21.26' LEFT FS. 2026.20 OFFSET 29.10' L L:t RADIUS ' L.E3J&TH 20.00' I 31.43' 20.00' 31.41' 40.10' 3853' 33.98' 19.99' 24.21' 22.14' 90 89'56'08' 16'3513' 41•52'01* 88 97 '24' 90'00'00' 90•00'00' F.5. 2027.02 11 +66.21 PROJECT BOUND • 'Y 9 -29 -96 ■ + • F5. 202560 OFFSET 45' LEFT SCALE: I INGH 50 FEET SEG. 8, T25N, R45E, RM. F5. 2026.14 GRADE 2025 OUT F.S. 2026.20 F.5.2026.14 OFFSET 29.10' LEFT PROFILE SCALE: HORIZONTALS I " =50 VERTIGAL1 I " =5' • • .r 1Z._ TI•N FS. 2021.02 BESIN TE34 PAVED TURN AROUND RADIUS POINT 12 +31.21 TYPE 'B' DRYMILL WITH SOLID LOCKING LID 5TA. 11+54.00 ORATE: E.V. E 2026.21 OFFSET 26' RIGHT (T .F.GJ GENTERL I NE WITH META. ORATE: TYPE 2 • STA. 11+45.00 ORATE ELEV. 2026.00 DPP5ET 52' MO TT WITH *44 LF. 15' CAP. • GRADE PRYHELL PEDESTRIAN RAMP CHECK DAM CURB INLET CURVE I RADIUS I LENGTH I TANGENT I CHORD I BEARING I DELTA Cl 20.00' 7.14' 3.61' 7.10' S09'38'39'W 20 .0 758.00' 109.27' 54.73' 109.17' N8515'19'E 0815'34' C3 20.00' 31.43' 20.02' 28.30' N45'01'36'E 90'03'08' C4 20.00' 31.40' 19.98' 28.27' S44 89'56'52' C5 20.00' 31.43' 20.02' 28.30' S45'01'35'W - 90 :3'08' C6 600.00' 40.16' 20.09' 40,15' S38'58'29'E 03'50'06' C8 20.00' 14,45' 7.56' 14.14' S69'54'37'E 41'24'35' C9 725.00' 18.67' 9.34' 18.67' N17'03'58'W 01'28'32' C10 625.00' 267.95' 136.06' 265.90' - S28'36'37'E r 24'33'49' CIi 725.00 154.32.. 77.45' 154.03' N23 54 06 W 12'11'44' ' C12 2129.86' 48758' • 244.86' 48651' N69'25'32'E 13'06'59' C13 410.00' 81.92' 41.10' 81.78' N05'43'24'W , 11 C14 410.00' 132.76' 66.96' 132.18' N20'43'24'1,1 18 C15 715.00' 132.72' 66:55' 132.53' N65'19'05'E 10'38'07' C16 715.00' 233.97' 118.04' 232.93' N80'00 - 18 C17 685.00' 82.82' 41.46' 82.76' N85 06'55'37' C18 385.00' 49.71' 24.89' 49.68' ;NO3'41'56'1/ 07'23'54' C19 385.00' , 102.16' 51.38' 101.86' N15'00'00'W 15'12'14' C20 385.00' 49.71' 24.89' 49.67' N26.18'03'W 07.23'52' C21 758.00' 121.18' 60.72 121.06' N76 32 44 E 09'09'36 , C22 20.00' 31,40' 19.98' 28.27' S44•58 89 C23 20.00' 31.40' 19.98' 2827' 544 89'56'52' C24 20.00' 31.43' 20.02' 28.30' S45'01'35'W 90'03'08' C25 435.00' 16.19' 8.10' 16.19' N28'56'00'14 02'07'58' C26 435.00' 7923' 39.73' 79.12' N22'38'56'W 10'26'09' C27 20.00' 30.65' 19.25' 27.74' 561'2012'E . 87.48'41' C28 435.00' 46.00' 23.02' 45.98' NO3'01'45'W 06'03'33' C29 20.00' 28.26' 17.07' • 25.97' S34'2519'W 80 C30 20.00' . • 24.02' 13.70' 22.60' S32'07'21'W 68'48'34' C31 20.00' 9.68' 4.93' 9.58' S16 27' 43'03' C32 20.00' 24.02' 13.70' 22.60' N721313'W 68'48'34' C33 20.00' 2.73' 1.37' 2.73' N33'54'27'W 07'48'57' C34 758.00' 6.96' 3.48' 6.96' N60 : 00'31'33' C35 745,00' 84.87' 42.48' 84.82' N63 06'31'37' C36 745.00' 208.17' 104,77' 207.49' N81'22'48'E 16'00'35' C37 20.00' 24.26' 13.88' 22.80' S54•37'43'W 69 C38 20.00' 24.26' 13.88' 22.80' S2514'39'W 69'30'46' C39 20.00' 7.15' 3.61' 7.11' S19'45'21'E 20'29'14' C40 20.00' 7.15' 3.61' 7.11' N40•14'36'W 20'29'14' C41 20.00' 24.26' 13.88' 22.80' N8514'36'W 69'30'46' C42 700.00' 7,79' 3.90' 7.79' N29'40'51'W 00'38'15' C43 750.00' 5.79' 2.89' 5.79' N29 00'26'32' C44 600.00' 21.88' 10.94' 21.88' 517'22'24'E 02'05'24', C45 750.00' 43.12' 21.57' 43.12' N17'58'32'W 0317'40' C46 20.00' 29.67' 18.32' 27.02' N21'27'08'E 84 C47 20.00' 33.66' 22.38' 29.82' N67•31'19'W 96'25'23' C48 745.00' 89.04' 44,57' 88.99' N69 06 C51 685.00' 242.43' 122.49' 241.16' S70 2016'39' C56 672.00' 235.73' 119.09' 234.52' N70'02'59'E 20'05'55' LINE I DIRECTION I DISTANCE Li S89'24'57'W 15.00' L2 589'56'51'E 125.00' L3 S00'00'04'W 10.00' L4 N89•56'50'W 83.61' L5 S00•03'10'W 10.00' L6 S00 . 02 29 E 50.00 ' L7 S89'56'51'E 50.02' L8 N89'56'S1'W 30.00' L9 N30'00'02'E 25.00' L10 N26•4917'W 53.52' L11 N89 21.79' L12 S00 84.98' L13 N00 3.63' L14 N89'23'06'E 25.81' L15 S00 1.35' L16 S00'00'02'W 15.43' L17 N68•45'24'E 21.18' L18 N29'59'58'W 15.61' L19, . S89'24'57'W 30.00' L20 \--,._ t R33 13.17 ' L21 '-- S00'34'05'E 16.81' L22 NO0 95.00' L23 S89''56'51'E 45.00' LINE I DIRECTION RI N14 . 00 59 , W R2 N15'14'32'1./ R3 N15'05'50'1./ R4 N23 R5 N25' 44'01'W R6 N26'03'14'W R7 N72'11'46'E R8 S65 R9 S60 R10 S60 R11 S39•30'47'W R12 529'59'58'E R13 N80 R14 S29'59'58'E R15 N29`28'25'W R16 N23'28'22'W R18 N19 R20 S5211'04'W R21 'Ni6 37 30 W R23 N87•43'04'E R24 N09'43'20'W R25 N07'32'31'W R26 N08'52'28'W R27. N40'47'40'E R28 S70' 07'40T R29 S62'07'59'W R30 S6T23'53'W R31 - 582 R32 N17'31'43'W R33 N00 R34 S00'03'09'W R35 N09 SEE DETAIL 'A' BALDWIN AUGUSTA NIO $ , . to �•, 9,726 SF Q • • • • �A►r ' 9,0 SF r �� '` \ �� 0� o 60 2 • ✓� S f 9,100 SF str ,$) S 6� 0 . 9.8 SF \ 1 ' . ? rl S 61`v' 4 10,463 SF iRk3 lur i-_ 30.00' -- If A 7 8 CO 0' 0' fM (*Y.) ( L19 30' 18 17 (R) -- - 60.00' 30.00'' -FD, RE -STEEL PIN AS PER SPOKANE COUNTY CORNER RECORD #4337 FOR W 1/4 CORNER; RP'S PER COUNTY RECORD. #8109180857 (NOT A PART) FD, 1/2 INCH REBAR W /SURCAP MARKED 'WELBORN PLS 15043' N89`23'06'E 370.00' (R2) S89'23'06'10/ 369:88'; (M) 322.29' S89`23'06'14 291.47' 226.50' ma Imo am* 13' DRAINAGE, SLOPE AND UTILITY EASEMENT FOUND 1/2' REBAR W/ PLASTIC CAP RLS #22121 226.45%'4- 3 "Fe C17 6 027 SF w N89'56'50'W N89•56'S0'W r UNPLATTED NOT A PART #8109180257 (NOT 'A PART) FD. 1/2' REBAR W/ SURCAP MARKED to 'WELBORN 'LS 15043' _ jty, f ` L14 \ N TRACT 'F' N.T.S. 1.6'` SIDEWALK, SLOPE, AND UTILITY EASEMENT (TYP) - FD SPOKANE COUNTY BRASS CAP AS PER SPOKANE COUNTY CORNER RECORD #2455 RP'S PER COUNTY - RECORD, 25' SIDEWALK,, SLOPE, DRAINAGE AND UTILITY EASEMENT EASEMENT FOR CLEAR VIEW TRIANGLE SEE DETAIL 'B' 10' FUTURE ACQUISITION AREA --.� 552. 80' 627,62' 13' DRAINAGE, SLOPE AND 13' DRAINAGE, SLOPE UTILITY EASEMENT TRACT 'H' TRACT 'I' 1' WIDE STRIP NO `DIRECT. ACCESS TO LOTS WITHIN RIVERWALK TO THE WASHINGTON STATE CENTENNIAL TRAIL IS PERMITTED PER SPOKANE COUNTY REQUIREMENTS.` UNPLATTED NOT L5 cy1 iT 0) 32 A PART C30 r , 0 ° 2, -0 p 3 3 �6 2 ' • , m 7.532 SF F �` • Op q ' • », \L rLs% 'a p ' EASEMENT FOR CLEAR VIEW TRIANGLE' SEE DETAIL 'D' R31 TRACT °H' 9,713 SF S89.54'16'd 20 B SF ' .. . :,...ars.: ; 7,98521 592 'S83 S F o 55. ° o 6,683 SFr-.. ° TRACT 1,42 AC A Itj '.D , ® � 6 , 1 rE 62,032 02 W Sf • .. 100 S89 � . ; z Q0' 500 .00 .; ' ' - 00 ` • � , S �� o > � 33 ui(v • : 6,73Ts' SF AC N89'59'58'W x`50.00' N ( '''"/ �.- 6 1 100.00' S89`56'51'E 0 1 215.00' 036 .63' C " , o a J 89.,521 . 00 . :6,736,;SFr . c • 100.00' i 589 ® o N89•59'58•V \ 09 � j 63' : ° W o 6,4 SF n ' (U fig O o 6,9'7.5346‘16S, F z � • ' • B. Sr ill 0 N8 103.63' ' SF ' 100.42' :4 1489'54'16'4i 103.63' S8'54'16'E . G) W tU ' {n o -: 9 boo 2 c ci 6,736 SF W 8 8 6,741 SF N89'54'16'W ° ®(�tl (2, 448 '59'58'\ z 70.00' I n • 25' 25' N n 1 6,737 S ', 6,73 SF • ® ! S89`54'16'� • , W vi 103.63' . • , , o 103.63' I 6,7 SF QQ��+ 3, S8 "5 4'16'E 1 I . • 0 11 M � 6,736 SF $S89 .63' •54'16'E u � i '! .o 6,7 SF " 1 / 4 °1 S89 • 13 u � ° : 9,391'` SF 25' B.S. �, 7,287 sFp0 , r • �\ Rp .�•'$• N� R r� 1.. 13' DRAINAGE, SLOPE 4 : a � ' o " AND UTILITY EASEMENT S' i'' r '. - TRACT 'B' 3g 30 ;1� or b � N '� �\ 7 s 99 S 2 057 ACF h' 0 ' ° NN ` ✓ 0 P X9,335 SF'\ ` .•� 9,382 SF 65� o > sr 7,383 `SF r Z° c...) , \ $ :a5 Z � o o r 8,039 SF 2411 �9 r 7,409 0 a w 3 ^ SF .1 - 7,739 SF . 1� 5 , fie' • co. 2 7,489 SF ^ cj11 '� . - '` `.t' 2 °;; .4 '� , . f1 /' S �.' • f(xi . ' 90 10' fie f100111� PDRTI7N L2 N t AUGUSTA LANE C L23 3 ,o L7 lt) as 8 MIS AVENUE S 89 °56'44' E 2 (RL1) N 89 °56' W 2615.78' (M) AND UTILITY EASEMENT THE S 1/2 OF THE SW 1/4, SECTION 8, T 25 N, R 45 E, W,M,, SPOKANE COUNTY, WASHINGTON "C 1 16' SIDEWALK, SLOPE AND UTILITY EASEMENT TYP - DRAINAGE EASEMENT s • :• 9 Ze c n bi�23 5° �0 C) -13.00' 2' 11' c�\ 0 8,077 SFc,L9) 'I f�\ � 7,9 'SF N ._' • C4 13.00 d 8,191 SF t- 9,(3 UNPLATTED NOT A PART FINAL PLAT OF •i \ s ue o \c3�� TRACTK 'J' 1', WIDc STRIP :9 - , a° c. N. tk T TURNAROUND AND DRAINAGE EASEMENT sp 13' DRAINAGE,SLOPE AND S UTILITY EASEMENT \ w 9, SF 9,067• SFi $ Ns 9 sAa.' s11 s" 6 1 b \ 8,690 g5�5',�lt0-, sb 7 d V. ‹4.1 8,815 5 ; ' ,, ge , t aD c th \ • 9 R , 8 ,( • ‹ ,,, '„ ,,..1 8,699 SF � �3 . SEE SHEET 4 FOR DRAINAGE EASEMENT DETAILS E THROUGH P. r� r UNPLATTED NOT A PART 16' SIDEWALK, SLOPE, AND UTILITY EASEMENT (TYP) FD) SPOKANE COUNTY BRASS CAP WITH X ONE CENTERLINE OF' EASEMENT FOR CLEAR VIEW TRIANGLE SEE DETAIL 'C' - - - MISSION AVENUE AS 1988.16' 8 INDICATED ON SPOKANE 1 ---- COUNTY CORNER RECORD #2454 FOR S 1/4 CORNER RP'S PER COUNTY RECORD. RECORD LABEL (RL1) (RL2) (RL3) (RL4) A RIVERWALK FIRST ADDITION CONTAINS 13,80 ACRES GROSS. 100 ID) J1J H: VE LO PMENT SURVEYOR'S NOTES THE RECORD INFORMATION ON THIS MAP WAS TAKEN FROM SPOKANE COUNTY RECORDS AS FOLLOWS: BOOKS OF SURVEYS' BOOK 27, PAGE 42 BOOK 25, PAGE 83 BOOK 9, PAGE 79 BOOK 50, PAGE 27 AND SPOKANE COUNTY CORNER RECORDS +. #4337 #2455 #2454 r TRACT 'Y° CONSISTS OF THE. PRIVATE ROADS McMILLAN LANE, BALDWIN LANE, HARMONY LANE, AND AUGUSTA LANE, AND CONTAINS 2.42 ACRES, GRAPHIC SCALE 100 I CURVE TABLE (IN FEET ) 1 inch = 100 ft. • • \ �*6 ° 221 • 1412 4:31'6 40 • 1 • EXPIRES: AS • • • • • l� Ifs Dd/ LINE TABLE a OR AUDITOR'S' :CERTIFICATE FIL I FOR • ECORD THIS DAY OF , 19 AT M, I 00 OF PLAT PAGE AT THE REQUEST OF . ive DEPUTY IS OF BEARINGS FOR THIS MAP IS THE WEST LINE OF THE TAKEN AS S 00 °35'03' E, TAKEN FROM 7, PAGE 42, OF SURVEYS, SPOKANE COUNTY CURACY STATEMENT RMED USING A PENTAX PX1OD 10 SECOND THEODOLITE NIC DISTANCE METER, FIELD TRAVERSE METHODS WERE WIT WAC 332 - 130 -90 SECTION 'C', LEGEND B.S. BUILDING SETBACK (R), R# RADIAL BEARING CM) FIELD MEASUREMENT (RL #) RECORD LABEL BLOCK NUMBER z?teeiteAg 34:F LINE TABLE SET 1/2 INCH REBAR W/ RED CAP RLS #22121, OR AS NOTED FD. MONUMENT AS DESCRIBED FD. CONTROLLING SECTION CORNER OR 1/4 CORNER AS DESCRIBED CALCULATED POINT NOTHING SET SET 2 INCH IRON PIPE W/ BRASS CAP MARKED RLS #22121 IN MONUMENT CASE North Idaho Engineering Phone: 4200 West Seltice Way Coeur d'Alene, Idaho 83814 (208) 887-1171 Fax: (208) 884 -3507 //We -IOM 49B�MAPDMb SHEET 2 HEFTS BAS THE BASIS OF BEARING SW 1/4 OF SECTION 8 R,O,S, FILED AT BOOK 2 WASHINGTON, AC THIS SURVEY WAS PERFO WITH ON BOARD ELECTRO USED IN ACCORDANCE WI RADIAL 30.00'- e 25.00' GRAPHIC SCALE FD, 1/2 INCH REBAR W /SURCAP MARKED 'WELBORN PLS 15043' S89• 'O6'W `322.29' ' DRAINAGE, SLOPE AND UTILITY EASEMENT 226.45' 25' SIDEWALK, DRAINAGE, SLOPE AND UTILITY EASEME T rn S89 °23'06'W 291.47' INDIANA AVENUE 226.50' T t `- 13' bR AI AGE, SLOPE AND UTILITY EASEMENT t N89'23'06'E 245.23' 25' SIDEWALK, DRAINAGE, SLOPE AND UTILITY EASEMENT 5' FUTURE ACQUISITION AREA UNPLATTED NOT A PART EASEMENT FOR CLEAR VIEW TRIANGLE 16' SIDEWALK, SLOPE, AND UTILITY EASEMENT GYP) A 02'48'59" R = 700.00' T = 17.21' L 34.41' / 1 16' SIDEWALK, SLOPE, AND UTILITY EASEMENT (TYP) L = 36'56'05' R .= 20.00' T = 6.68' L = 12.89' 16' SIDEWALK, SLOPE, AND UTILITY EASEMENT (TYP) 25' SIDEWALK, SLOPE, DRAINAGE AND UTILITY EASEMENT GYP) EASEMENT' FOR CLEAR VIEW TRIA 10' FUTURE ACQUISITION AREA UNPLATTED s 00'00'04" NOT A PART 12 N89 °56'50'1 10' RIGHT -OF -WAY DEDICATION 13 16' SIDEWALK, SLOPE, AND- UTILITY EASEMENT (TYP) A = 21'49'39" R = 20.00' Li• T = 3.86' - L = 7.62' 128.65' UNPLATTED NOT A PART EASEMENT FOR CLEAR 'S VIEW' TRIANGLE ca _ 90. _ C4 0 0 0 MISSION AVENUE S 89 °56'44' E 2615,78' (RL1) N 89 °56'50' W 2615.78' CM) DETAIL 'B' 13' DRAINAGE, SLOPE AND UTILITY EASEMENT UNPLATTED NOT A PART DETAIL EASEMENT FOR CLEAR VIEW. TRIANGLE 1988.16' 13' DRAINAGE, SLOPE AND UTILITY EASEMENT 450Ye9o4V- iAUDITOR'S CERTIFICATE FIL , apR4ECORD THIS DAY OF 1 , AT M, IN :110K "I OF "L •T AT PAGE AT n r, St REQUEST OF Auir DEPUTY 4200 West Seltice Way Coeur d'Alene. Idaho 83814 Phone: (208) 667 -1171 Fax: (208) 864 -3507 1ne/is .nom HEETS ADD1 FTC) DEVET,OPMEN'i) -- -- R 45 E, W.M., 13.47' N29'59 58 W 20.00' N29'59 58 W" C30 RIGHT. OF WAY PROPERTY LINE �1 gp6 13.03' N29'59 58 W 20.37' 20 N29'59'58 "W 5i DRAINAGE EASEMENT \N66 0� A = 01'52'17" R = 745.00' T = 12.17' L = 24.33' X32 933 T13 < 6 1- °. 16' DRAINAGE, SLOPE, AND UTILITY EASEMENT 16' DRAINAGE, SLOPE, AND UTILITY EASEMENT PROPERTY UNE 13.00' N29'59 54 W 10 .00' N29'59 5 W 16' DRAINAGE, SLOPE, AND UT1UTY EASEMENT DRAINAGE EASEMENT 16' DRAINAGE, SLOPE, `. AND UTILITY EASEMENT 10.00' N00'00'02 "E" .65' S89'54'16'E 10.00' N00'00'02 "E DRAINAGE EASEMENT RIGHT OF WAY 20.00'�/'� S24' 2 50 E DRAINAGE EASEMENT 10.00' .98" 5 54 .•8' 54.98' 1 w R J is) ' Z c 0 RIGHT OF WAY 16' DRAINAGE, SLOPE, AND UTILITY EASEMENT DRAINAGE EASEMENT 2 \ v r, ' . .' •( S53'1 0 E A = 0017'42" R = 2104.86' T= 5.42' L = 10.83' 16' DRAINAGE, SLOPE. -> AND UTILITY, EASEMENT 10.00' 10.00' - NO0 "EN 54.98' 8.65' .. 54.98' S89'54'16'E __ 54.98' 10.00' NOOroO'02 "E / DRAINAGE EASEMENT 0= 0018'40" R = 2154.86' T = 5.85' L =11.70' DETAIL DETAIL 0 RIGHT OF WAY 10.00' 10.00' p 9 44 � o � '7 • _-14 C29 / / 0 0 /70.00' N 89'59'58" W DRAINAGE EASEMENT 4 N 16' DRAINAGE, SLOPE, AND UTILITY EASEMENT RIGHT OF WAY S6 v 5 13.00' � S29'S9'S8 "E 10.00' C38 6 S29'59'58 "E 0 t ' DRAINAGE EASEMENT %0 / 0 16' DRAINAGE, SLOPE, AND UT1UTY EASEMENT PROPERTY UNE ASH .• 16' DRAINAGE, SLOPE, AND UTIUTY EASEMENT 9 10.00' N00'00'02 "EN9 54.98' ;.65' ,. 54.98' S89'54'16'E 54.98' 10.00' NO0'00'02 "E DRAINAGE EASEMENT AUGUSTA LANE 49.98' C24 N89'56'51 "W 9 a 6, �y o 0 16' DRAINAGE SLOPE AND UTILITY EASEMENT CORD THIS " DAY OF 9 IN :10K LA A''PAGE AT RIGHT OF WAY 10.00' RIGHT OF WAY ",16' DRAINAGE, SLOPE, AND UT1UTY EASEMENT 4200 West Seltice. Way Coeur d'Alene, Idaho 83814 Phone: (208) 617 -1171 H EETS CURVE I RADIUS I LENGTH I TANGENT CHORD I BEARING I DELTA L3 Cl 20.00' L4 7d4' 83,61' L5 3,61' 7.10' S0938'39'V 207'23' S0002'29'E C2 758,00' S8956'S1'E 109.27' LB • 54.73' 109.17' N85'15'19'E 0815'34' 25,00' C3 2000' 53.52' 3143 N89'23'06'E 21.79' 2002 2830' N45 0V36'E 90'03`08' L13 C4 2000 L14 3140' 25.81' L15 1998 2827' S44 58'24'E 89'56'52' S0000'0E'V C5 20.00' : 31.43' L18 N2959'58'V 20,02' 28.30' S4501'35'V • 9003'08' 30.0Q' C6 600.00' 13.17' 40.16' ' -S0034'05'E 16.81' '0,09' 40.15' S3858'29'E '0350'06' L23 £8 20,00' 14,45' 7.56' 14,14' S69'54'37'E 4124'35' C9 725,00' 18.67' 9.34' 18.67' N1703'58'V 0128'32' : cio 625.00' 267,95' 136,06' 265.90' S2836'37'E 2433'49' Cli "'725.00' 154.32' 77.45' 154.03' N23 54 06'V 12'11'44' , C12 2129.86' 487.58' 244.86' 486.51' N6925'32'E 1306'59' C13 410,00' 81,92' 41.10' 81.78' N0543'24'V 11'26'52' - C14 410.00' 132.76' 66.96' 132.18' N20 43 24 V 18'33'08' C15 71500' • .132.72' 66,55' 13253' N6519'05'E 1038'07' . C16 : 715.00' 233.97' 118.04' 23E.93' N8000'37'E 18M4'57' C17 685,00' 82,82' 41.46' 82.76' N85'5517'E 0655'37' : C18 385.00' 49.71' 2489' 49.68' NO341'56'V 0723'54' C19 385.00' . 10216' 51.38' 101.86' N1500'00'V 1512'14' C20 385.00' • 49,71' 24.89' • 49,67' N2618'03'V 0723'52' C21 758.00' 121.18' 60.72' 121,06' N7632'44'E 0909'36' C22 20,00' 31.40' 19.98' 28.27' • S4458'25'E 895'52' C23 2000' 31,40' 19.98' 28,27' S4458'25'E 8956'52! C24 20,00' 31.43' ' 20.02' • 28.30' S4501'35'V 9003'08' . C25 435.00' 16.19' 8.10' 16.19' N28'56'00'V 0207'58'. C26 435.00' 79,23' 39.73' 79.12' N2238'56'V 1026'09' GET 2000' 3065' 1925' 2774' S6120'1E'E 87'48'41' C28 435,00' 4&00' 23.02' 45.98' NO301'45'\d 0603': C29 20.00' 28.26' 17,07' 25,97' S34'25'19'V 8057'41' C30 20,00' 24.02' 13.70' 22.60' S3207'21'V 6848'34' C31 20.00' 9.68' 4.93' 9.58' S1608'27'E 27'43'03' C32 20.00' 24.02' 13.70' 22:60' N72 13'13 V 68 C33 2000 273 137 273 N33 5427 V 07 4857 C34 758.00' 6.96' 3,48' 6.96' N6015'48'E 0031'33' C35 745.00' 84.87' 42,48' 84.82' t'463 15 50'E 06.31':37' C36 745.00' 208.17' 104 77 207.49" N81 22 48 E 16'00' :35' C37 20.00' 24,26' 13.88' 2,80' S5437'43'V 6930'46' C38 20.00' 24,26' 13,88' 22,80' S2514'39'V 69'30'46' C39 20,00' 7.15' 3.61' 7.11' S19 45 21'E 20'29'14' C40. 20,00' 7.15' : 3,61' 7.11' N4014'36'V 20'29'14' C41 20 00' 24.26' 13.88' 22 80 N85 14 36 69'30'46' C42 700.00' 7.79' 3,90' 7.79' N29'40'51'V 00'38'15' C43 750.00' 5.79' 2.89' 5.79' N29M6'42'V 0026'32' C44 600.00' 21.88' 10.94' 21:88' S17 22'24 E 02'05'24' C45 75000' 4312 2157' 4312 N17 58'32 V 03'17'.40', C46 20,00' 29.67' 18.32' 27.02' N2r27'08'E 8459'16' C47 20,00' • 33.66' 22.38' 29.82' N6731'19'V 96'25'23' : C48 745.00' : 89.04' 44.57' 88.99' N69'57'04'E 0650'52' C51 685,00' 242,43' . 122,49' 241,16' S7008'E1'V 2016'39' C56 672.00' - 235.73' 119,09' 234.52' N700259'E 2005'55' LINE I DIRECTION I DISTANCE Li S8924'57'V 15.00' L2 S8956'51'E 125,00' L3 S0000'04'V 10.00' L4 N8956'50'V 83,61' L5 S0003'10'W 10.00' L6 S0002'29'E 50.00' L7 S8956'S1'E 50,02' LB N8956'51'W 30,00' L9 N3000'02'E 25,00' L10 N26M9'17"J 53.52' Lii N89'23'06'E 21.79' L12 S0035'03'E 84,98' L13 N0034'05'/ 3.63' L14 N8923'06'E 25.81' L15 S00'00'02'V 1.35' L16 S0000'0E'V 15.43' . L17 N6845'24'E 21.18' L18 N2959'58'V 15;61' L19 S8924'57"J 30.0Q' L20 S0034'05'E 13.17' L1 ' -S0034'05'E 16.81' L22 N0000'02'E 95,00' L23 S8956'51'E 45.00' LINE DIRECTION Ri N14'00"59'V R2 N15'14'32'V 13 N15'05'50'V R4 N23'07'32'V R5 N2544'01'V R6 N2603'14'V R7 N72'11'46'E R8 S6524'36'V R9 S6026'34'W Rio S6038'17'V Rll S39'30'47'V R12 S2959'Se'E R13 N8029'16'E R14 S9'59'58'E R15 N29°28'25'V R16 N2328'22'V R18 N1921'SE'V R20 S52'11'04'I R21 N1637'30'\I R23 N8743'04'E R24 N09'43'20'V R25 N07'32'31'\d ‚ R26 N08'52'28"d R27 N40'47'40'E R28 S7007'40'E R29 S62'07'59'V R30 56723'53'V R31 S8236'07'V . R32 N1T3I'43'V R33 N0003'l0'E R34 50003'09'1 R35 N09'54'03'V • THENCE ALONG THE ARC OF A 672.00 FOOT RADIUS CURVE *CH IS CONCAVE NORTHWESTERLY AN ARC DISTANCE OF 235.73 THROUGH A CENTRAL ANGLE OF 200535" AND WHOSE CHORD BEARS SOUTH 700239" WEST TO A 1/2 INCH REBAR WITH PLASTIC CAP izINCASCIA KNOW ALL MEN BY THESE PRESENTS, THAT STANTON DEVELOPMENT COIAPANY. A WASHINGTON GENERAL. PARTNERSHIP, TIMBERLAND SAVINGS BANK. A WASHINGTON CORPORATION. AND MORVEST CAPITAL. CORPORATION, A BRITISH COLUMBIA CORPORATION HAS CAUSED TO BE PLATTED INTO LOTS, TRACTS AND STREETS. THE LAND SHOWN HEREON. TO BE KNOWN HENCEFORTH AS THE RIVERWAU( FIRST ADDITION WHICH s DESCRIBED AS FOLLOWS; A PORTION OF THE SOUTH HALF OF THE SOUTHWEST QUARTER OF SECTION 8, TOWNSHIP 25 NORTH. RANGE 45 EAST. VA/LAYETTE MERIDIAN. COUNTY OF SPOKANE. STATE OF WASHINGTON. MORE PARTICULARLY DESCRIBED AS FOLLOWS COMMENCING AT THE SOUTHWEST CORNER OF SAID SECTION 8; THENCE NORTH 0015'03" WEST 873.95 FEET ALONG 1HE WEST UNE OF SAID SECTION; THENCE NORTH EAST 30.00 FEET TO THE EAST RIGHT OF WAY UNE OF BARKER ROAD, MARKED BY A 1/2 NCH REBAR WITH PLASTIC CAP, THE 'TRUE POINT OF BEGRS4ING OF THE LAND HEREINAFTER DESCRIBED; THENCE COMM/MAO NORTH 892437 EAST 15.00 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE ALONG THE ARC OF A 20.00 FOOT RADIUS, NON- TANGENT CURVE MICH IS CONCAVE SOUTHEASTERLY AN ARC DISTANCE OF 7.14 FEET THROUGH A CENTRAL ANGLE OF 202723 AND WHOSE CHORD BEARS NORTH 0938'39 EAST 7.10 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE DEPARTING THE PREVIOUSLY DESCRIBED CURVE ALONG A NON-TANGENT UNE NORTH 89'23'06" EAST 245.23 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE ALONG 1HE ARC OF A 758.00 FOOT RADIUS CURVE WHICH IS CONCAVE NORTHWESTERLY AN ARC DISTANCE OF 109.27 FEET 'THROUGH A CENTRAL ANGLE OF 0815.3e TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE DEPARTING THE PREVIOUSLY DESCRIBED CURVE ALONG A NON-TANGENT UNE SOUTH 291626 EAST 215.80 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE SOUTH 000004 WEST 686.49 FEET TO A POINT ON THE NORTHERLY RIGHT OF WAY UNE OF MISSION AVENUE WHICH IS MARKED BY A 1/2 NCH REBAR WITH PLASTIC CAP; THENCE ALONG SAID RIGHT OF WAY SOUTH 89•56'50' EAST 173.60 FEET TO A 1/2 1104 REBAR WITH PLASTIC CAP; THENCE DEPARTING SAID RIGHT OF WAY NORTH 000310" EAST 10.00 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; 'THENCE ALONG THE ARC OF A 20.00 FOOT RADIUS, NON- TANGENT CURVE WHICH IS CONCAVE NORTHEASTERLY AN ARC DISTANCE OF 31.40 FEET 'THROUGH A CENTRAL ANGLE OF 89'56'52 AND WHOSE CHORD BEARS NORTH 441824 WEST 28.27 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE NORTH 0000'02' EAST 95.00 FEET TO A 1/2 INCH REBAR NTH PLASM CAP; THENCE ALONG TEE ARC OF A 20.00 FOOT RADIUS CURVE WHICH IS CONCAVE SOUTHEASTERLY AN ARC DISTANCE OF 31.43 FEET THROUGH A CENTRAL ANGLE OF wrosos• TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE DEPARTING THE PREVIOUSLY DESCRIBED CURVE ALONG A NON-TANGENT UNE NORTH 0002 WEST 50.00 FEET TO A 1/2 INCH MBAR WAIN PLASTIC CAP; THENCE SOUTH 8956'51 EAST 50.02 FEET TO A 1/2 INCH REBAR NTH PLASTIC CAP; THENCE NORTH 000002' EAST 195.00 FEET TO A 1/2 INCH MBAR WITH PLASTIC CAP; THENCE SOUTH 893651 EAST 30.00 FEET TO A 1/2 INCH REBAR WTH PLASTIC CAP; THENCE NORTH 000002 EAST 180.42 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE SOUTH 891651" EAST 215.00 FEET TO A 1/2 INCH REBAR U114 PLASTIC CAP; THENCE SOUTH 4229'21" EAST 89.99 FEET TO A 1/2 INCH REBAR ISTEI PLASTIC CAP; 'THENCE SOUTH 591658 EAST 182.52 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE NORTH 3000•02' EAST 25.00 FEET TO A 1/2 INCH REBAR WIN PLASTIC CAP; THENCE NORTH 59"5938 WEST 102.02 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; TWICE NORTH 264617 WEST 53.52 FEET TO A 1/2 INCH REBAR NTH PLASTIC CAP; THENCE NORTH 490628" EAST 185.43 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE ALONG THE ARC OF A 600.00 FOOT RADIUS. NON- TANGENT CURVE WHICH IS CONCAVE NORTHEASTERLY AN ARC DISTANCE OF 40.16 FEET THROUGH A CENTRAL ANGLE OF 03'50 AND WHOSE CHORD BEARS NORM 383819" WEST 40.15 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE DEPARTING THE PREVIOUSLY DESCRIBED CURVE ALONG A NON-TANGENT UNE NORTH 5236'34" EAST 150.00 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE NORTH 27'4151" WEST 145.73 FEET TO A 1/2 INCH REBAR VAIN PLASTIC CAP; THENCE NORTH 224120 WEST 149.19 FEET TO A 1/2 INCH REBAR NTH PLASTIC CAP; 1104C NORTH 2819'58 WEST 290.98 FEET TO A 1/2 INCH REBAR MTH PLASM CAP; THENCE SOUTH e000r02 WEST 508.04 FEET TO A 1/2 INCH REBAR NTH PLASTIC CAP; THENCE DEPARTING THE PREVIOUSLY DESCRIBED CURVE ALONG A NON-TANGENT UNE SOUTH 003405' EAST 16.81 FEET TO A 1/2 INCH REBAR WITH PLASTIC CAP; r THENCE SOUTH 8923'06' WEST 369.88 FEET TO A POINT ON THE EAST RIGHT OF WAY UNE OF BARKER ROAD *UCH IS MARKED BY A 1/2 INCH REBAR WITH PLASTIC CAP; THENCE ALONG SAID RIGHT OF WAY MAE SOUTH 00'3503' EAST 84.98 FEET TO THE TRUE POINT OF BEGINNING. CONTAINING 13.80 ACRES MORE OR LESS. BE IT FURTHER KNOWN THAT THE OWNERS AS SHOWN HEREON DO HEREBY DEDICATE TO PUBUC USE FOREVER THE STREETS AND ROADS SHOWN WYNN THIS PLAT. TRACT BONG PRIVATE ROADS ARE HEREBY DEDICATED TO THE RIVERWALX OWNERS ASSOCIATION CREATED BY DOCUMENT RECORDED 3IALY 25 1. 19415 UNDER STATE UBI NUMBER t..01 4 I da TRACTS • G". 'X, AND It BEING 0N€-FOOT (1) WIDE SW'S AS SHORN N, ARE HEREBY DEDICATED TO SPOKANE COUNTY AS GENERAL COUNTY PROPERTY, TO BE DEDICATED FOR ROAD PURPOSES AT SUCH T1ME AS THE ROAD IS CONTINUED AS FULL M1}4 RIGHT CF WAY, OR UNTIL ADJACENT LANDS ARE PLATTED. THE PRIVATE ROADS, AS SHOWN HEREON ARE EASEMENTS *NCH PROVIDE A MEANS OF INGRESS AND EGRESS FOR THOSE LOTS WITHIN THE PLAT HAVING FRONTAGE THEREON. LOTS 2, 3, AND 4, BLOCK 5 AND LOTS 6, 7, AND 8, BLOCK 6 ARE LOCATED ON A TEMPORARY STUB ROAD. THIS TEMPORARY STUB ROAD MAY BE EXTENDED TO PROVIDE ACCESS TO ADJACENT PROPERTY AND/OR CONNECT TO COSTING ROADS OR NEW ROADS AS DEVELOPMENT AND/OR CIRCULATION NEEDS DICTATE EASEMENTS SHOW HEREON ARE FOR DRAINAGE. UTKJIIES, SIDEWAU(S, AND SLOPE EASEMENTS AS SPEWED. DRAINAGE EASEMENTS, AS PLATTED AND SHOW HEREON. WHICH ARE FOR THE PURPOSE OF INSTAUJNG, OPERATION, AND MAINTAINING DRAINAGE SWALES AND DRAINAGE FACILITIES TO DISPOSE OF RUNOFF. ARE HEREBY GRANTED TO THE RIVERWAIX OWNERS ASSOCIATION OR ITS SUCCESSORS IN INTEREST. EASEMENTS FOR SIDEWALKS AND SLOPE ARE HEREBY GRANTED TO THE RIVERWAU( OWNERS ASSOCIATION. A UTIUTY EASEMENTS SHOWN ON TIE HEREIN DESCRIBED PUT ARE HEREBY DEDICATED TO THE SERVING UTIUTY COMPANIES FOR THE CONS1RUCTION, RECONSTRUCTION, MAINTENANCE AND OPERATION OF UTTUTES. TOGETHER VATH THE RIGHT TO INSPECT SAID UTILITIES AND TO TRIM AND/OR REMOVE BRUSH AND TREES THAT NAY INTERFERE WITH THE CONSTRUCTION, MAINTENANCE AND OPERATION OF THE SAME. SIGHT DISTANCE EASEMENTS IN LOT 13. BLOCK 1, LOTS 7. AND 9. BLOCK 4. AND LOT 1. BLOCK 6, AS PLATTED AND SHOWN HEREON, ARE HEREBY GRANTED TO SPOKANE COUNTY AND ITS AUTHORIZED AGENTS FOR THE SOLE PURPOSE Of ALLOWING A CLEAR VIEW SIGHT DISTANCE TRIANGLE OVER AND ACROSS THE EASEMENTS. BE OWNERS OF SAID LOTS AGREE NOT TO OBSTRUCT OR IN ANY MANNER ALLOW ANY OBSTACLE TO BLOCK THIS CLEAR VIEW TRIANGLE BETWEEN A HEIGHT OF THREE )3) FEET AND A HEIGHT OF SEVEN (7) FEET ABOVE THE ROAD PAVEMENT ELEVATION ADJACENT TO SAID LOTS. SPOKANE COUNTY AND ITS AUTHORIZED AGENTS ARE HEREBY GRANTED THE RIGHT OF INGRESS AND EGRESS TO. OVER AND FROM SAID EASEMENT FOR THE PURPOSE OF INSPECTION AND EMERGENCY MAINTENANCE Of THE SOHT DISTANCE AREA. IF THE PROPERTY OWNER FAILS TO MAINTAIN THE SIGHT DISTANCE AREA IN REASONABLE CONFORMANCE WITH THE APPROVED PLANS ON FIE IN THE OFFICE OF THE SPOKANE COUNTY ENGINEER, A NOTICE OF SUCH FAILURE MAY BE OVEN TO THE PROPERTY OWNER. IF NOT CORRECTED AFTER 1104 (10) DAYS, SPOKANE COUNTY HAS THE RIGHT TO CORRECT THE MAINTENANCE FAILURE OR HAVE IT CORRECTED AT THE SOLE EXPENSE OF THE PROPERTY OMER. THIS PLAT IS sulxci_to THE SEPARATE DECLARATIONSOF COVENANT AS1 02wi0 025111t1 NO Nil Iqq5 UNDER AUDITOR _450:22.st21l 'S DOCUMENT NC(S, WHICH ar REFERDICENZEMADE A PART HEREOF. THE EASEMENT AS PLATTED AND 94MN HEREON ON LOT 8, BLOCK 6 IS FOR THE PURPOSE CF INSTAWNG, USE AND MAINTENANCE OF A TEMPORARY TURNOUT. THE SALE OF LOT 8, BLOCK 6 SHALL NOT CLOSE, NOR SHALL A BUILDING PERMIT FOR LOT 8, BLOCK 6 BE ISSUED. UNTIL SUCH TIME AS McMIU_AN LANE IS EXTENDED BEYOND THE PLAT BOUNDARY TO EITHER A CUL-DE-SAC MEETING SPOKANE COUNTY REQUIREMENTS OR TO A CONNECTION WITH MISSION AVENUE. AT WHICH TIME THIS EASEMENT FOR TEMPORARY TURNOUT SHALL BE TERMINATE). NO DIRECT ACCESS SHALL BE ALLOWED FROM LOT 13, BLOCK 1 TO MISSION AVENUE. THE COMMON AREAS TRACTS -A. AND Ir SHOW ON THIS PLAT ARE HEREBY DEDICATED TO THE RIVERWALK OMERS ASSOCIATION. THE PRIVATE ROADS, LANDSCAPE STRIPS, AND COMMON AREAS SHAU. NOT BE SOU) OR TRANSFERRED, REGARDLESS OF ANY PROVISIONS IN TIC COVENANTS TO THE CONTRARY WITHOUT EXPRESS APPROVAL BY SPOKANE COUNTY. AND SHALL BE CONSIDERED SUBSERVIENT ESTATES FOR TAX PURPOSES TO THE OTHER LOTS CREATED HEREIN. TRACTS "C ° D ° . T'. AND "Fr ARE THIRTEEN FOOT (13') WIDE LANDSCAPE STRIPS AND 'TRACT -F- IS A FIVE FOOT (5) WIDE LANDSCAPE STRIP HEREBY DEDICATED TO THE RIVERWALK OWNERS ASSOCIATION. SPOKANE MINTY IS HEREBY GRANTED THE RIGHT OF INGRESS AND EGRESS TO ALL PRIVATE-ROADS, LANDSCAPE AREAS, COMMON AREAS AND/OR DRAINAGE EASEMENTS. A PERPETUAL SEWER UNE EASEMENT FOR THE INSTALLATION. OPERATION AND MAINTENANCE OF SANITARY SEWER OVER THE PRIVATE ROADS SHOWN HEREON IS HEREBY GRANTED TO SPOKANE COUNTY, ITS SUCCESSORS AND ASSIGNS FOR THE SOLE PURPOSE OF CONSTRUCTING, INSTALLING, OPERATING, MAINTAINING, REPAIRING. ALTERING, REPLACING, REMOVING, AND ALL OTHER USES OR PURPOSES WHICH ARE OR MAY BE RELATED TO A SEWER SYSTEM. SPOKANE COUNTY. ITS SUCCESSORS AND ASSIGNS AT AU. 11MES HEREINAFTER, AT THOR OWN COST AND EXPENSE. MAY REMOVE ALL CROPS, BRUSH, GRASS OR TREES THAT MAY INTERFERE INTH THE CONSTRUCTING, INSTAIESIG, OPERATING. MAINTAINING. REARING, ALTERING, REPLACING. REMOVING AND ALL OTIER USES OR PURPOSES WHICH ARE/MAY BE RELATED TO A SEWER SYSTEM. THE GRANTORS RESERVE •HE RIGHT TO USE AND ENJOY THAT PROPERTY WHICH IS 1HE SUBJECT Of THIS EASEMENT FOR THE PURPOSES WHICH VAU: NOT INTERFERE WITH THE • COUNTY'S FULL ENJOYMENT OF TIE RIGHTS HEREBY GRANTED; PROVIDED. THE GRANTORS SHALL NOT ERECT OR CONSTRUCT ANY BUILDING OR OTHER STRUCTURE OR DRILL ON THE EASEMENT. OR DIMINISH OR SUBSTANTIALLY ADD TO THE GROUND COVER OVER THE EASEMENT. THE EASEMENT DESCRIBED HEREIN ABOVE IS TO AND SHAU. RUN NTH THE LAND. NO MORE THAN ONE (1) DWEUJNG STRUCTURE SHALL BE PLACED ON ANY ONE LOT; NOR SHALL ANY LOT BE FURTHER SUBDIVIDED FOR THE PURPQSE OF CREATING ADDITIONAL LOTS, OWNERSHIP OR BUILDING SITES WITHOUT MST FX.R4G AND RECOVING APPROVAL OF REPLAT. SDE YARD AND REAR YARD SETBACKS SHALL BE DETERMINED Al THE flME OF BUILDING PERMITS ARE REQUESTED. THE SETBACKS INDICATED ON INS SUBDIVISION MAY BE VARIED FROM IF PROPER ZONING APPROVALS ARE OBTAINED. USE OF PRIVATE YELLS AND WATER SYSTEMS IS PROHIBITED. THE PUBUC WATER SYSTEM. PURSUANT THE WATER PLAN APPROVAL BY COUNTY AND STATE HEALTH AUTHORITIES, 'ME LOCAL FIRE PROTECTION DISTRICT, COUNTY BUILDING k SAFETY DEPARTMENT, AND WATER PURVEYOR, SHALL. BE INSTALLED WITHIN INS SUBDIVISION, AND THE SUBDIVIDER/SPONSOR SHALL PROVIDE FOR INDIVIDUAL DOMESTIC WATER SERVICE AS WELL AS FIRE PROTECTION TO EACH LOT/TRACT PRIOR TO SALE OF EACH LOT AND PRIOR TO ISSUANCE OF A BUILDING PERMIT FOR EACH LOT. THE OVSIER(S) OR SUCCESSOR(S) IN INTEREST AGREE TO JOIN IN ANY COUNTY- APPROVED STORMWATER MANAGEMENT PROGRAM AND PAY SUCH RATES AND CHARGE AS MAY BE AXED THROUGH PUBUC HEARINGS FOR SERVICES OR BENEFIT OBTAINING BY THE PLANNING, DESIGN. CONSTRUCTING. MAINTAINING OR OPERATION OF STORMWATER CONTROL FACIUDES. 1 1 FINAL PLAT OF RIVE1?0,WAT4K FIRS'ir A P T ,ANNED DkUV 11 BY ITS A PORTION OF THE S 1/2 OF THE SW 1/4, SECTION 8, T 25 N, R 45 E, W.M., SPOKANE COUNTY, WASHINGTON IN WITNESS WHEREOF, THE AFORESAID OWNERS HAVING HEREUNTO SET THOR HANDS THIS $(5t DAY OF ULY . 1ow.915 STANTON DEVELOPMENT COMPANY, A WASHINGTON GENERAL PARTNERSHIP mt IMUKEY DEVILMENT MoCRAlla4, A UMW= *WW1= I1 i PANDER rit 0v. mann UMINI•41104,, nsA ,, pAnsasoarmA iw ) N A M1184 031.1.40A 000tAlCO4 MONVEST i BY ITS WAN CF ealAeM4MA COUNINmOF ,OciA/4 ON THIS Iglu DAY Of •1444 g . 195,r BEFORE ME FOR THE USES AND PURPOSES THERON MENTIONED. THE FOREGOING INSTRUMENT ON BEHALF OF SAID CORPORATION. AND ACKNOWLEDGED TO tAg THAT SUCH CORPORATION EXECUTED THE SAME AS THEIR FREE AND VOLUNTARY ACT OF SATISFACTORY EVIDENCE. TO BE THE *44 f/ a r OF HOUSLEY DEVELOPMENT CORPORATION. A WASHINGTON GENERAL PARTNERSHIP. AND WHO EXECUTED ABOVE WRITTEN. WITNESS MY HAND AND OFFICIAL SEAL HERETO AFFIXED THE DAY AND 14 LAST PERSONALLY APPEARED 01•41......-t NOWN TO ME. 012 ON T: I E TAR; BA I, S1 ,..... .., ::i .-;t' L (‘'''#* \. NOT Y ' •BUC IN AND FOR THE STATE OF 61/46•4 ., j _ _ 0 --- r r. ..., 7 RESIDING.IN I- VAsAl 0 0 0 Oa . . . . . .... s t , e p - s P , ■C , z i.: (.... z ,,,, 1 ,• , .• • t9 1* 1 E , , .0 , \ ,, N e -.1••: ttg -* THE OWNER(S) OR SUCCESSOR(S) IN INTEREST AGREE TO AUTHORIZE THE COUNTY TO PLACE THEIR NAME(S) ON PETITION FOR THE FORMATION OF UUD BY PETITION METHOD PURSUANT TO RCW 36.94. WHICH THE PETITION INCLUDES THE OWNER(S) PROPERTY; AND FURTHER NOT TO OB,ECT BY THE SIGNING OF A PROTEST PETITION AGAINST THE FORMATION OF UUD BY RESOLUTION METHOD PURSUANT TO RCW CHAPTER 36.94 WHICH INCLUDES THE OWNER(S) PROPERTY. PROVIDED THIS CONDITION SHALL NOT PROHIBIT THE OMER(S) OR SUCCESSOR(S) FORM OBJECTING TO ANY ASSESSMENT(S) ON THE PROPERTY AS A RESULT OF IMPROVEMENT CALLED FOR IN CONJUNCTION WITH THE FORMATION OF A UUD BY EITHER PETITION OR RESOLUTION METHOD UNDER RCW CHAPTER 36.94. A PUBUC SEWER SYSTEM WALL BE MADE AVAILABLE FOR THE PLAT AND INDIVIDUAL SERVICE WILL BE PROVIDED TO EACH LOT PRIOR TO SALE USE OF INDIVIDUAL ON- SITE SEWAGE DISPOSAL SYSTEMS SHALL NOT BE AUTHORIZED. AT THE TIME OF ISSUANCE OF A BUILDING PERMIT BY SPOKANE COUNTY OR SUCH OTHER MUNICIPAUTY ASSERTING JURISDICTION OVER THE PROPERTY FOR CONSTRUCTION OF A DWEUJNG, THE DEVELOPER OR HIS SUCCESSORS SHALL PAY IN CASH TO THE CENTRAL VALLEY SCHOOL DISTRICT NO. 356 THE SUM OF SEVEN HUNDRED FIFTY DOLLARS AND 00/100 (1750) FOR EACH NEW SINGLE FAMILY RESIDENTIAL UNIT. WARNING SPOKANE COUNTY HAS NO RESPONSIBILITY TO BUILD, IMPROVE. OR MAINTAIN OR OTHERWISE SERVICE THE PRIVATE ROADS, AND ASSOCIATED DRAINAGE FACILITIES CONTAINED WITHIN OR PROVIDING SERVICE TO THE PROPERTY DESCRIBED IN THIS DEVELOPMENT. BY ACCEPTING THIS DEVELOPMENT OF SUBSEQUENTLY BY ALLOWING A BUILDING PERMIT TO BE ISSUED FOR PROPERTY ON A PRIVATE ROAD. SPOKANE COUNTY ASSUMES NO OBUGATTON FOR SAID PRIVATE ROAD AND THE OWNERS HEREBY ACI(NOWLEDGE THAT THE COUNTY HAS NO OBUGATION Of ANY KIND Of NATURE 1%44ATSOEVER TO ESTABUSH, EXAMINE, SURVEY. CONSTRUCT, ALTER. REPAIR. IMPROVE, MAINTAIN, PROVIDE DRAINAGE OR SNOW REMOVAL ON A PRIVATE ROAD OR ITS' ASSOOATED DRAINAGE FACILITIES. STATE CW IAJASAfiiv4reA, mum Or X4C ON THIS ILFDAY Of . 19WBEFORE ME PERSONALLY APPEARED Aerdeit.4.1.e..094,,KNOWN TO ME OR ON THE BASIS OF SATISFACTORY EVIDENCE TO BE THE ro DEAN BUILDING CORPORATION, A WASHINGTON GENERAL PARTNERSHIP, AND MO EXECUTED THE FOREGOING INSTRUMENT ON BEHALF OF SALAD CORPORATION. AND ACKNOWLEDGED TO ME THAT SUCH CORPORATION EXECUTED THE SAME AS THOR FREE AND VOWNTARY ACT FOR THE USES AND PURPOSES THEREIN MENTIONED. ABOVE WRITTEN. RESIDING IN A / ARY PUBUC IN D FOR THE STATE OF CEMCA704 WITNESS MY HAND AND OFFICIAL SEAL HERETO AFFIXED THE DAY AND YEAR LAST NOTARY P UC IN T OR THE STATE OF WoolS.V.A•40 RESIDING IN L4/.4 i v/3040 L. ' r 44 e .-„t ‘‘ 0 . ' .1 . . ‘ 4.<(\ ' 1 \ \ : " %t ' ' (- a#50.153 ,34- sum cf WAS14.0061"PN COMM of 604 YS ihagro ON THIS 31 DAY OF L. • 19/5. BEFORE ME PERSONALLY APPEARED KNOWN TO ME. OR ON THE BASIS OF SATISFACTORY EVIDENCE, TO BE THE /Asr • OF TIMBERLAND SAVINGS BANK. A WASHINGTON CORPORATION. AND WHO (EXECUTED THE FOREGOING INSTRUMENT ON BEHALF OF SAID CORPORATION, AND ACKNOY&EDGED TO ME THAT SUCH CORPORATION EXECUTED THE SAME AS THEIR FREE AND VOWNTARY ACT FOR THE USES AND PURPOSES THEREIN MENTIONED. WITNESS MY HAND AND OFFICIAL SEAL HERETO AFFIXED THE DAY AND YEAR LAST ABOVE WRITTEN. 0 0 0 0 STATE OF WASHINGTON • STEIN O. TOTLAND NOTARY PUBLIC My Commission Expires Jan. 22, 1997 • 953SOO/bitko Dialcyca's cenutrAw THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE SPOKANE COUNTY SUBDIVISION ORDINANCE CAf COLOCY DIVISION OF UTILITIES .0•14fi EXAMINED AND APPROVED THIS L DAY OF *-•• '60• • DIRECTOf SPOKANE COUNTY UTILITIES VaitAIE OMEN MOM EXAMINED AND APPROVED 'T1SS DAY OF 4( .C7. zi s „„4,•-' ,t• SPOKANE COUNTY ENGINEER WitKAPE =MY ONISIOI■k0F8UILDING a PLANNING ROVED 1111S DAY oFatorsi.,146 aft EXAMD cTN0R.EDIANDceAPP,, COUNTY BUILDING AND PLANNING c?t Al EXAMINED AND APPROVED MS DAY OF /" FOR SPOKANE COUNTY HEALTH OfFICER CileilY "ALM WPM EXAMINED AND APPROVE) 114S---„:3 DAY OF t ''fi s. c • fi S CRANE COUNTY P ASSESSOR BY DEPUTY ROWE (=WY EMMEN:MRS EYAIINED AND APPROVED THIS .4„. DAY OF ..,.-- AIRPERSON. ' --- ..,r- A SPOKANE COUNTY COMMISSIONERS t st I DO HEREBY CERTIFY THAT\ TAXES WHICH HAVE BEEN LEVIED AND BECOME _ -,...•-•''''""*.s...,,, CHARGEABLE AGAINST TM LAND SHORN WITHIN 1S SUBDIVISION HAVE BEEN FULLY • . Alp PAID THIS Lt DAY OF CePtodt.A. 7, . 19 q i Te -, OKANE COUNTY TREASURER BY DEPUTY co , 3, FFIWCORD THIS ATRI• HY. I : • . THE R QUEST OF 1 *•• .- r 0 4 .,,A 4440 1 =4 , * ft.ntoLoi3 st7- el...A- 30q/04 19 fa ON THIS 243 DAY OF " 19 BEFORE ME PERSONALLY APPEARED ON 'THE BASIS OF SATISFACTORY EVIDENCE. TO BE THE.14t a N iwN T9 M • MORVEST CAPITAL CORPORATION. A BRITISH COLUMBIA CAR ORA ON. D • EXECUTED THE FOREGOING INSTRUMENT ON BEHALF OF SAID CORPORATION. AND ACKNOWLEDGED TO ME THAT SUCH CORPORATION EXECUTED THE SAME AS THEIR FREE AND VOLUNTARY ACT FOR THE USES AND PURPOSES THERON MENTIONED. WITNESS MY HAND AND OFFICIAL SEAL HERETO AFFIXED THE DAY AND YEAR LAST ABOVE WRITTEN. NOTARY PUB4 IN A FORTHEfiatf OF RESIDING IN Y ft " North Idaho Engineering 4200 West Seltice Way Coeur d'Alene, Idaho 83814 Phone: (208) 667-1171 Fax: (206) 664-3507 Lt 1/21A5 JON \eet•ELLIP,pHe• SHEET 4 HEETS g3 I, LINE I DIRECTION I DISTANCE LI S89'24'57'W 15.00' L2 S89'56'S1'E 125.00' L3 S00'00'04'W 10.00' L4 N89'56'50'W 83,61' L5 S00•03'l0'W 10.00' L6 S00'02'29'E 50,00' L7 S89 50.02' L8 N89'56'51'W 30.00' L9 N30'00'02'E 25.00' L10 N26'49'17'W 53.52' L11 N89'23'06'E 21.79' L12 S00'35'03'E 84.98' L13 N00'34'05'W 3.63' L14 N89'23'06'E 25.81' L15 S00'00'02'W 1.35' L16 S00'00'02'W 15.43' L17 N68•45'24'E 21.18' L18 N29'59'58'W 15.61' L19 S89'24'57'W 30.00' L20 `, S00'34'05'E 13.17' L21 - S00'34'05'E 16,81' L22 1400'00'02'E 95.00' L23 S89 \56'51 45.00' LINE I DIRECTION R1 N14 R2 N15'14'32'W R3 N15'05'50'W R4 N23'07'32'1/ R5 N25'44'01'W R6 N26'03'14'W R7 N72'11'46'E R8 S65'24'36'W R9 S60'26'34'14 R10 S60'38'17'W R11 S39•30'47'W R12 S29'59'S8'E R13 N80'29'16'E R14 S29'59'58'E R15 N29'28'25'W R16 N23'28'22'W R18 N19 R20 S52 R21 N16'37'30'W R23 N87•43'04'E R24 N09'43'20'W R25 N07'32'31'W R26 N08'52'28'W R27 N40'47'40'E R28 . S70'07'40'E R29 S62'07'59'W R30 S67'23'53'W R31 S82'36'07'W R32 N17 R33 N00'03'10'E R34 S00'03'09'W R35 N09'54'03'W CURVE I RADIUS I LENGTH I TANGENT I CHORD I BEARING ( DELTA Cl 20.00' 7.14' 3.61' 7.10' S09 20'27'23' C2 758.00' 10927' 54.73 109.17' N85'15'19'E 08'15'34' C3 20.00' 31.43' 20.02' 28.30' N45'01'36'E 90'03'08' C4 20.00' 31.40' 19.98' 28.27' S44 89 C5 20.00' 31.43' 20.02' 28.30' S45'01'35'W 90'03'08' C6 600.00' 40.16' 20.09' 40.15' S38'58'29'E 03'50'06' C8 20,00' 14.45' 7.56' 14.14' S69'54'37'E 41 C9 725.00' 18.67' 9.34' 18.67' N17'03'58'W 01'28'32' C10 625.00' 267.95' 136:06' 265.90' S28'36'37'E 24'33'49' Cii 725.00' 154.32' 77.45' 154.03' N23'54'06'W 12 C12 2129.86' 487.58' 244,86' 486.51' N69•25'32'E 13'06'59' C13 410.00' 81.92' 41.10' 81.78' N05'43'24'W 11'26'52' C14 410.00' 132.76' 66.96' 132,18' N20'43'24'W 18 C15 715.00' 132.72' 66.55' 132.53' N65'19'05'E 10'38'07' C16 715.00' 233.97' 118.04' 232.93' N80'00'37'E 18'44'57' C17 685.00' 82,82' 41.46' 82.76' N85'55'17'E 06'55'37' C18 385.00' 49.71' 24.89' 49.68' NO3'41'56'W 07'23'54'. C19 385.00' 102.16' 51.38' 101.86` N15'00'00'W 15'12'14' :, C20 385.00' 49.71' 24.89' - 49.67' N26'18'03'W 07'23'52' C21 758.00' 121.18' 60,72' 121.06' N76'32'44 09'09'36' I C22 20,00' 31.40' 19.98' 28.27' S44 89 I C23 20.00' 31.40' . 19.98' 28.27' S44 89'56'52' C24 20.00' 31.43' 20.02' 28.30' S45'01'35'W 90'03'08' C25 435.00' 16.19' 8.10' 1649' N28'56'00'4/ 02'07'58' C26 435.00' 79.23' 39.73' 79.12' N22'38'56'W 10'26'09' C27 20.00' 30.65' 19.25' 27.74' S61'20'12'E 87 C28 435.00' 46.00' 23.02' 45.98' NO3'01'45'1f 06 C29 20.00' 28.26' 17.07' 25,97' S34'25'19'W 80 C30 20.00' 24.02' 13.70' 22.60' S32'07'21'W 68'48'34' C31 20.00' 9.68' 4.93' 9.58' S16 27'43'03' C32 20.00' 24.02' 13.70' 22.60' N72 68 C33 20.00' 2.73' 1.37' 2.73' N33 07 C34 758.00' 6.96' 3.48' 6.96' N60 00 C35 745.00' 84.87' 42.48' 84.82' N63'15'50'E 06'31'37' C36 745.00' 208,17' 104.77' 207.49' N81'22'48'E 16'00'35' C37 20.00' 24.26' 13,88' 22.80' S54•37'43'W 69'30'46' C38 20.00' 24.26' 13.88' 22.80' S25'14'39'W 69'30'46' C39 20.00' 7.15' 3.61' 7,11' S19'45'21 • 20'29'14' C40 20.00' 7.15' 3,61' 7.11' N40•14'36'W 20'29'14' C41 20,00' 24.26' 13.88' 22.80' N85'14'36'W 69 C42 700.00' 7.79' 190' 7.79' N29'40 51'W 00'38'15' C43 750.00' 5.79' 2.89' 5.79' N29'46`42'W 00'26'32' C44 600.00' 21.88' 10.94' 21.88' S17'22'24'E 02'05'24' C45 750.00' 43.12' 21.57' 43.12' N17 03'17'40' C46 20.00' 29.67' 18.32' 27.02' N21 84'59'16' C47 20.00' 33.66' 22.38' 29.82' N67'3119'W 96'25'23' C48 745.00' 89.04' 44,57' 88.99' N69 06 C51 685.00' 242.43' 122.49' 241.16' S70'08'21'W 2016'39' C56 672.00' 235.73' 119.09' 234.52' N70 '02'59'E 20'05'55' SEE DETAIL 'A' • BALDWIN AUGUSTA • �• L19 30' S89 °23'06'W 291.47' 226.50' 226.45' - TDA(''�'• C17 3 Q S 5 02 C36 1 SF W 2 •L _ \ 9,382 SF .q5 g0� c aN 7, 89 cF 0 o • • X6 ° " \ 1C p` " 1 • : 9,0 .97 SF p° \ . ° 2 � . ✓� S .✓ 9,100 SF 6 7,257 SF \0 5 60 1 N o � 1 °0 ,p2�`'T\ : ` R ° 1 888 '°• 6 ° 3 \ � 6 9,888 SF 9' so 6 s\ 7 ,2 0 SF 0 .. c • , p 8.\t1 m a` \ ✓ o � cr 6 MENT 0 Sb o ° i9 s \ ,"1 R 8 • 4 • 331 rS 0 6 N 7 ✓ x 10,46. g,�6° Q� cs, 0 335 SF\ _ Sl0 2 N 8 � 1` --C1 32 1\ ✓0 9,726 SF 0 �• SN ,aO ro D_ • • T c 7,532 SF ,� 2 �a �. 0 00 ..J\ `n 6,132° ® \ 1 .\ A ' � •.7,8 SF '.\ • r • S89 t. . • ' :• • c,5 ` 13' DRAINAGE, SLOPE 2% AND UTILITY EASE C30 . 3 TRACT ' 4 ' 9N 24,820 SF 'B as 0.57 AC a 2 i . . 0. • LS\ \V ✓ 1 9N d' . te 56 6 k _ c t/ . r F cps 3 irl 103.63' Q. ° .6,7 SF \ R31 • • Di • 3 C7-('),3/ 0 3 3 '7,409 SF 1 i • N 8,03 SF V 5 • s ( 4. 6 7,383 SF n, • 2 ° ' B i \ 0 8,077 SF,( o� . 1 3 '13 a` r\ N 6 11 22 , 7,925 SF N0_'. A l cP '`) 60 3 bg • a UZ 3 `'. 8,191 SF s 51% 8,690 SF 53 g' <R1 p, , ms s\ Dc 9,067 SFo - 5 \ W 9,781 SF 1 5,yA xr 3r jf � 3r P' tg. cp 1 5..x,1 �� 56 7 1 �'� 8,815 SF,.2 L �1 \� 5yeti \ _ 09 8 0 NS . 8 8,6999 SF c'$ N WcR� C AND 16' SI SLOPE, AND UTILITY EASEMENT (TYP) EASEMENT FOR CLEAR VIEW TRIANGLE SEE DETAIL 'C' 30.00' '0 co \0 (U (U CO W (U (U W L7 � S 18,17 --- 60.00' 30.00' l(R) #8109180257 (NOT A PART) FD. 1/2 INCH REBAR W /SURCAP MARKED 'WELBORN PLS 15043' N89 °23'06'E 370.00' (R2) S89•23'06'W 369.88' (M) 322.29' 13' DRAINAGE, SLOPE AND UTILITY EASEMENT FOUND 1/2' REBAR W/ PLASTIC CAP RLS #22121 FD. RE -STEEL PIN AS PER SPOKANE COUNTY CORNER RECORD #4337 FOR W 1/4 CORNER, RP'S PER COUNTY RECORD, r UNPLATTED NOT A PART N89'56'S0'W N89 °56'S0'W FD. SPOKANE COUNTY BRASS CAP AS PER SPOKANE COUNTY CORNER RECORD #2455 RP'S PER COUNTY RECORD. RI V /H :RWAT4K FIRS C A P T ,A1�TI�TE D UNIT *8109180257 N (NOT A PART) FD. 1/2' REBAR I W/ SURCAP MARKED \ cu 'WELBORNPLS 15043' Cu L14 TRACT 'F' N. T.S 552.80' 627.62' Ln 0 0 M J N .P. 25' SIDEWALK, SLOPE, DRAINAGE AND UTILITY EASEMENT EASEMENT FOR CLEAR VIEW TRIANGLE SEE DETAIL 'B' 10' FUTURE ACQUISITION AREA -� TRACT 'H' TRACT 'I' WIDE STRIP UNPLATTED NOT A PART CO' 0' CC 0 - 100.42' c* s\ u5 6,683 SFr N89 U 03.63 ' 16' SIDEWALK, SLOPE, AND- S8 '54'16'E I T UTILITY EASEMENT (TYP) : 11 ° I 6,736 SF 'o • 103.63' •) S89'54'16'E 12 °I 6,736 SF 'I ` 103.63' S89'54'16'E I 13 9,391 SF N 25' B.S. MISSION AVENUE E VE T i0 PMEN'f) A PORTI ❑N OF THE S 1/2 OF THE SW 1/4, SECTI ❑N 8, T 25 N, R 45 E, SPOKANE COUNTY, WASHINGTON NO DIRECT ACCESS TO LOTS WITHIN RIVERWALK TO THE WASHINGTON STATE CENTENNIAL TRAIL IS PERMITTED PER SPOKANE COUNTY REQUIR 13' DRAINAGE, SLOPE AND 13' DRAINAGE, SLOPE UTILITY EASEMENT AND UTILITY EASEMENT EASEMENT FOR CLEAR VIEW TRIANGLE SEE DETAIL 'D' c N i 23 Cu TRACT 'H' 9,713 SF .0 J o ' 0 , w o w a 7,7 39 SF' 0: - 2 - . 1'5,Ea _40q \N S� L7 ET) a' �. 1 6' UTILIT Y EN C (TYP) 2 4 7,983 m W 3 SF o S89'59'58'E ° TRACT ° A ° 100.00' � S89'56'51 62,032 SF Cu z [55.00' 1.42 A C Cti ✓ 6 3 � soo•oo'oz'w W. �" ,521 SF o C' 33.00' Z - Q =N89'59'58'W 50.00' 0 SW54'16'E a -j 100.00' 589 1'E 103.63' CN� Nd 215.00' R. 6 c^ o W Z 1 - 6,521 SF o • 6,736 SF s o x r -• 100.00' S89'54'16'E o N89'59'58'4/ 9 W 103.63' 0 0 n I _ 6,431 SF tU 6,736 SFr .o -B.S:= - l 80.02' a N89'54'16'WI 103.63' • Q d b 6,736 SF L8 - S89 j (' z ® v3 103.63' N '• ' �o� o o - : 9 p � te 2 a1 6,736 SF W U o j o '6,741 SF • 1489'54'16'W 1 ®N oo 'I8! 59'58 'W t 103.63' dd Z I `5 1- 70.00 10 6,736 736 S 25 25' N o ....11...e 1 oN 1 6,737 SF L20 AUGUSTA LANE 62 250 k D EASE C �.r •sr1 90 S �ac�rlelf:�ila�' 1 1988.16' S 89 °56'44' E 2615.78' CRL1) N 89 °56'50' W 2615,78' (M) �� F13.00' UNPLATTED NOT A PART - TRACT 'J' 1' WID� STRIP o_ 13.00 441 FINAL S6j2 yo FINAL PLAT OF TEMPORARY TURNAROUND AND DRAINAGE EASEMENT 13' DRAINAGE,SLOPE UTILITY EASEMENT FD) SPOKANE COUNTY BRASS CAP WITH X ON CENTERLINE OF' MISSION AVENUE AS INDICATED ON SPOKANE COUNTY CORNER RECORD #2454 FOR S 1/4 CORNER RP'S PER COUNTY RECORD. SEE SHEET 4 FOR DRAINAGE EASEMENT DETAILS E THROUGH P. UNPLATTED NOT A PART SURVEYOR'S NOTES THE RECORD INFORMATION ON THIS MAP WAS TAKEN FROM SPOKANE COUNTY RECORDS AS FOLLOWS! RECORD LABEL (RL1 CRL2) CRL3) <RL4) ADDJE I ION RIVERWALK FIRST ADDITION CONTAINS 13.80 ACRES GROSS. BOOKS OF SURVEYS! BOOK 27, PAGE 42 BOOK 25, PAGE 83 BOOK 9, PAGE 79 BOOK 50, PAGE 27 AND SPOKANE COUNTY CORNER RECORDS! #4337 #2455 #2454 TRACT 'Y° CONSISTS OF THE PRIVATE ROADS McMILLAN LANE, BALDWIN LANE, HARMONY LANE, AND AUGUSTA LANE, AND CONTAINS 2.42 ACRES. CURVE TABLE ( IN FEET ) 1 inch = 100 ft. North Idaho Engineering 4200 West Seltice Way Coeur d'Alene, Idaho 83814 Phone: (208) 887-1171 Fax: (208) 684 -3507 '99646/6 BASIS OF BEARINGS THE BASIS OF BEARING FOR THIS MAP IS THE WEST LINE OF THE SW 1/4 OF SECTION 8 TAKEN AS S 00 °35'03' E, TAKEN FROM R,O.S. FILED AT BOOK 27, PAGE 42, OF SURVEYS, SPOKANE COUNTY WASHINGTON. ACCURACY STATEMENT THIS SURVEY WAS PERFORMED USING A PENTAX PX1OD 10 SECOND THEODOLITE WITH ON BOARD ELECTRONIC DISTANCE METER. FIELD TRAVERSE METHODS WERE USED IN ACCORDANCE WITH WAC 332- 130 -90 SECTION 'C'. RADIAL LINE TABLE a AUDITOR'S CERTIFICATE FIL FOR ECORD THIS AT M. I .:O❑ THE REQUEST OF DEPUTY (R), R# RADIAL BEARING (M) (RL#) RECORD LABEL BLOCK NUMBER 3yeAg 3 y3 ,) 6,5z4;9 LEGEND SET 1/2 INCH REBAR W/ RED CAP RLS #22121, OR AS NOTED OR FD, CONTROLLING SECTION CORNER OR 1/4 CORNER AS DESCRIBED 0 . CALCULATED POINT - NOTHING SET B.S. BUILDING SETBACK FD. MONUMENT AS DESCRIBED LINE TABLE SET 2 INCH IRON PIPE W/ BRASS CAP MARKED RLS #22121 IN MONUMENT CASE FIELD MEASUREMENT DAY OF 199 F PLAT PAGE ,g AT 7/18/40. (M \OMMIAPDHEI PROJECT AREA (SW 1/4 SECTION 8), T 25 N., R 45 E N.M.) (2029) I nRIVATE 0141ER5HIP NOT A PART MISSION AVEME TITLE SHEET INDIANA AVENUE HARMONY LANE 13ALDWIN LANE AUGUSTA LANE MCMILLAN LANE BARKER ROAD STA. 14+50.00 - 24+00.00 MISSION AVENUE STA. 10+00.00 - 1(4+00.00 DETAIL SHEET DETAIL SHEET BASIN SHEET BASIN SHEET SIGHT TRIANOLE DETAILS 4PRO'.1.:41ENT S CLEAR VIWI TRIANGLE X. LOCATON 3/W REBAR SET AS TI3M PRIOR TO OtgWEI APPROX. LOCATION 3/8 REBAR TO BE SET AS TBM PRIOR TO NSTRUCTION. THE CONTRACTOR SHALL GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FOLLOWING FINAL APPROVAL BY THE ENGINEER. IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL APPLICABLE UTILITY COMPANIES AND HAVE 111151 FIELD LOCATE THEIR UNDERGROUND LINES. ANY DAMAGE CAUSED BY THE CONTRACTOR SHALL BE IMMEDIATELY REPAIRED BY HIM AT HIS exPaise. THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION IS HEREBY ADOPTED FOR THIS PROJECT. A. ANY CONPLICTING UTILITIES SHALL BE RELOCATED PRIOR TO INSTALLATION OF ROAD OR DRAINAGE FACILITIES. 13 FOR CURB GRADES LESS THAN °Ms (o400 FT/FT), A WASHINGTON STATE-LICENSED PROFESSIONAL SURVEYOR SHALL vow( THAT THE CURB FORMS ARE AT TIE CORRECT DESIGN GRADE AND ELEVATION PRIOR TO rt.AcemeNT OF CURBING MATERIAL. PINAL &JAMMED' ALL WORK SHALL. BE AND 15 HEREAFTER GUARANTEED BY THE CONTRACTOR FOR A PERIOD OF ONE YEAR FROM AND AFTER THE DATE OF FINAL ACCEPTANCE of ALL THE WORK BY THE OWNER. IF WITHIN SAID GUARANTEE PERIOD, REPAIRS OR CHANGES ARE REQUIRED IN CONNECTION WITH THE GUARANTEED WORK, I+IICH IN THE OPINION OF THE ENGINEER, IS RENDERED NECESSARY AS THE RESULT OF THE USE OF MATERIALS, EOLOIPMENT, OR WORKMANSHIP WHICH ARE INFERIOR, PEPECTIVE, OR NOT IN ACCORDANCE WITH 'THE TERMS Of THE CONTRACT, THE CONTRACTOR SHALL., PROMPTLY LEON RECEIPT OF NOTICE FROM THE OHNER, AND WITHOUT EXPENSE TO THE OWNER, (A) PLACE IN SATISFACTORY CONDITION IN EVERY PARTICULAR ALL OF SUCH GUARANTEED WORK, CORRECT ALL DEFECTS THEREIN, (B) MAKE eoor) ALL DAMAOE TO THE SITE, OR EQUIPMENT THEREON, WHICH IN THE OPINION OF THE EN61114EER, IS THE RESULT OF THE USE OF MATERIALS, EQUIPMENT OR WORKMANSHIP WHICH ARE INFERIOR, DEFECTIVE, OR NOT IN ACCORDANCE WITH THE TERMS OF THIS CONTRACT, AND (C) MAKE GOOD ANY WORK OR MATERIAL ON THE SITE DISTURBED IN FIJI-FILLING AN( SUCH GUARANTEE. IF THE CONTRACTOR, AFTER NOTICE, FAILS WITHIN TEN (10) DAYS TO PROCEED TO COMPLY WITH THE TERMS OF TH15 GUARANTEE, THE OWNER MAY HAVE TM DEFV-CTS CORRECTED, AND THE CONTRACTOR AND HIS SURETY SHALL BE LIABLE FOR ALL EXPENSE INCURRF-Di PROVIDED, HOWEVER THAT IN CASE OF ANY EMERGENCY REPAIRS MAY BE MADE WITHOUT NOTICE BEING GIVEN TO THE CONTRACTOR AND THE CONTRACTOR SHALL PAY THE COST THEREOF. SUCH EMERGENCY REPAIRS SHALL BE MADE BY OTHERS ONLY IN THE EVENT THAT THE CONTRACTOR CANNOT BE LOCATED. LEFT RIGHT (EDP) 2030 21.62 MI55I0 2034.80 2035 2030 z N IL N O N N 0 O cNi O m N 10+ =16 F.S. T.F.G. 2004.5 2035 0.00 HARM BGR 16+6159 MI .5. 034 14 F5. 205433 F5.203402 M TPG. 203401 G:1• 1 G. 2034 P.I V.G. 5 P.I.V.G. --1 50. 500 P.IV.G. 5 P.I.V.G. P.I.V.G. 5 P.I V.G. EL -1 50. = 10+50 = 2033b ' VG ' VG F•"- = 10 +50 = 2033.q5 = 10 +50 = 2033.61 ` VG EGR 10+6503 5.2051. 0 ► 11+53.41 5. 2015263 nG B.C.R. 10+35. MGR . 2031 2+ F5. 2051.41 11 +410.00 HA =10+00.00 F.5. 2032.55 ONY LANE SANDU 14+35 00 H =10+0000 F.5. 2030.1 ik No NI STIN& &ROUND 11111111 -1 CON °9 11/ 6 111111111 EGR 1 F5. 20 NE ONY LANE P.S. 203013 M F5.2029 TI !FINISHED GRADE EXI5TIN9 6R.DUND FINISHED GRADE 5T 15+ F5.2026.16 E.G.R. 14+10.41 F.S. 2024.46 OW POINT OH POINT 5 P.I.V.G. ST P.i V.G. 100.0 = 16+00 = 2028.11 ' VG 11+38.18 =q +414.13 F.S. 20241 = 2028.6 A = 16+0556 = 16+00 = 2028.45 VG = 16+00 = 2028.11 ' VC ALDWIN 56 T F5.2023.11 F.S. 202304 F5. 2024:18 P.1 V.G. ST P.I V.G. 100.0 16H POINT I6H POINT 5 P.I V.G. 5T P.i V.G. 100.0 P.I.V.G. ST P.I V.G. E 100.0 = 18+00 = 202 ' VG = 202q. A = 11 +85.3 = 18+00 = 2030.05 ' VG = 18+00 = 2021.71 ' VG 11 +145 F5.2024.50 MG P5.2029.13 P.I. P.I.V. 5TA. 19+40.00 L014 P LON P P.I. P.I V P.S. 20296 P.I. .LV. .G. STA = Iq . ELEV = 20 50.00' VG INT EI_EV = INT STA = 1 .G. 5TA = Iq . ELEV = 20 50.00' VG tr .G. STA = I • ELEV = 20 50.00' VG L.R. 19 +526 TP.G. 202877 028.41 +24.61 25 .22 B.G.R. 19+41.41 G. 2020. 13.GR 4+90.13 1 T G. 202409 MC T.F.C. 202893 5.3. 19 +1401 F.S. 202096 MGR TFG. 2024.21 E.GR 4+14.24 IND TFG. 2023.36 B.G.R. 20+4061 G. Iq +g4.01 HA =5 +2q.55 IN F.5. 202q.3 6.8. 20+14. F.S. 202696 ANA AVENUE B.G.R. 5+62.42 1 MGR T G. 202922 E.G.R. 20+31.03 . 2023. ONY LANE IANA AVENUE 2030 win Now WARM WA/ ARM O Q 1! m O EXISTING &ROUND N 0 a- O 0 N N N N N N 0 N N ry tr N 0 h 0 N N N tr O Q 8 0 N to 04 0 0 0 N 0 0 2025 2025 2025 LEFT tt•OP) RIGHT MOP) PROFILE SCALE: HORIZONTAL: 1 " =50' VERTICAL: I" =5' :..• t. •. . A " : 1- T G. 2034.47 L ■31.43' B.G.R. 10+5153 WITH FRAME AND &RATE .46 21t..W BGR 13+96.47 F5. 2050.13 F.S. 2024.46 L.31.40' M F.S. 2029.41 STREET 5164 8GR 10+35.41 WITH MET GRATE TYPE 2 5TA. '- - - (10.01 6RATE _ - . 2023.42 OFFSET 19 ' Ri6l4T WITH t 125 L.F. 12' G.M.P. • t2% GRADE TYPE 13' DRYh6L 14114 TYPE 4 METAL FRAME AND 6RA STA. 16,05D0 ORATE ELF/. 20211a-44 OFFSET IWO �16HT NI 00' L ■1.35' GR11 WITH METH. GRATE TYPE 2 BALDWIN LANE .4..a�i • a u: F5. 2024 • BG • 3190 5. 2023X1.1 WITH 1 ETN. GRATE TYPE 2 5TA. $6.41,1P.04 &RATE ELEV. 202154 OFFSET 55' LEFT WITH t 33 LP. 12• G.MP. • t26 (WADE RI !fie EGR 10+30.11 5.2023.. ,. •.:' .•..... ..a. .,1! L.R. 14+41.47 .43 STOP I 1 1 1 er 4.. TFG. 2034 32.47 PONS L ' SEE SHEET 46 8G 11455.4 F5.205263 M.GiC 5. .... •- .. . I " •T` EC?. 10+3603 MIRE 11.45' O • E 1 + F.S. 2031.41 L051.4C POND K MGR SEE 5HIiT 48 ST 13+ 142 500 656.36' 5H 5TA. 13+1 .46 NV. _ - . 203051 ST 13+1641 OP BERM 2051.01 &WADE TO 51 14+15 .12 02 4 POND J-1 SEE SHEET 45 PC =16+5686 TFG 2024.04 L ■2402 E.GR 5+6656 INDIANA AVENJE 20 - 7b M0 T .0.202C2t28• ?I1 EXPIRES 9/24 ICItru1. CURVE HI 112 H5 144 115 H6 145 R3 ,!mss idnr R6 RADIUS 2200' 2200' 22.00' 2200' 0 26.00' 23.00' 22.00' 20.00' 0 300' L1 SC 20.00' LEN3TH 3456' 3454' 3458' 5454' 31.04' 35.56' 5453' 31.40' 40.10' 33.98' TANEB T 22.02' 2193' 22.02' 2143' 22.45' 22.44' 22.02' 1948' 23.69' 22.14' 64'56'52' 40•05 '03' 64'56'52' 01•31105` 88 10.03 34•5652° 16'5513' NOTE: EXISTING EDGE OF PAVEMENT EXISTING RIGHT OF WAY SA140UT I' OF EXISTING PAVEMENT TO FACILITATE PAVEMENT INSTALLATION 10 +00.00 HARMONY LANE = 16 +27b2 MISSION AVENUE F.5. 2034.'10 5 E SUPPII.EMaNTAL C7t FOR 516HT TRIANGLE INFORMATION SEE SHEET qC. INLAND PACIFIC ENQINtUR$NG 707 Wet 76 • 80110 40040 i0 i ! , WIA 46d'4844 � • F5. 20 1 3463 FUTURE RIGHT OF WAY CA LVERT GI 02 5TA. 111 11+62.62 14+01.62 8+26.23 5TA. OUT 11 +77 .62 14+2262 17+4066 OFFSET IN 1650' LEFT 1650' LEFT 16.45' LEFT ET OFFS Off *50' LEFT 1650' LEFT 16.45' LEFT MEV. IN 2031.11 2024.26 202.555 ELEV. OUT 2051.41 202396 2023.05 NOTES P1AGE PIPE WITH HOLES DOWN RIGHT OF WAY 7 FUTURE ACQUISITION FUTURE 11400 12+00 DATA FOR 4'4 PERFORATED PIPE, 15' L. E.G 15+90 AVENUE 3 MISS • AVE 203 12 GRADE TO PRAT 112 203 24 5. 203171 PROJECT BOUNDARY RIVER LA 13+00 DAM 3A 38 3G STA. 15+25.10 16+20.10 10.56.06 AUGUSTA TOP Bfft44 5.EV. 2023.12 202321 2024.13 UPSTREAM TOE OF BERM 2021.42 2021A1 2023.33 D046TREAM TOE OF BERM 202134 202134 2021.42 11 +410.00 HARMONY LANE = 10+00.00 FUTURE 5ANDUSKY RIVER LANE F.5. 203255 EDGE OF PA 10+35.47 FURORE SANDUSKY NT LANE STATION AND ELEVATION FOR GHEGK DAM SIDEWALK F5. EL ' 10+36 F5.202435 14+00 2052 HARMONt LANE 1 16+00 11 +38 HARM • NY 18+00 WITH META. INDIANA A 1 POtb F SEE SHEET 4A • ♦ POND 6 SEE SHEET 4A L•30.65' TYPE '8' DROELL WITH 5SOLID 10041146 LID BA+LDWIN LANE YE3 DRYL TYPE 4 METAL FRAME API? ORAlE BALDWIN LANE SIDEWALK INDERDRAN STOP SI RECORD PRAWINC RI6HT OF HAY PROJECT EXURDARY SEE SHEET 9A 14+44.01 HARMONY LANE =5+2q55 INDIANA AVENUE F.5. 202438 TYPE 11 5' DRThELL KITH TYPE 4 METAL FRAME AND ORATE INDIANA AVE/LE 6' SIDEVIALK (see DETAILS) KNOWLED4E AND IT To BEM 5118STANTIALCONAMY As NOTED. FUTURE: 11.PROVELIENTS 13'.DRAINA6E SLOPE UTILITY EASEMENT. (SEE LANDSCAPE PLAN BY THE BER6ER PARTNERSHIP, P.5) 4/34,71r SCALE: 1 INCH = 50 FEET 6/P4/ .13 4604,4 LESEND STREET 516.4 4., STOP AND STREET 516.4 PEPESTPJAN RAMP C.44E0K DAN CURB INLET Ca 0 CA cia 0 cl 0 0 rml .et et 0 SHEET PONT MEV it PONT STA • 1.4. 1V4. STA • 14. V.C. EL.es • 20150 MOO' ■IC ••■ .. 0 . - ..: " . "7. 4I 1 101 11 4 11 V1 :1 4w "Van INLAND PACIFIC ENGINEERING 707 West 7th • 8iiii6200 (500) 458-8840 Spokane, WA 00204 FAX (509) 458 PT = 14+8111 NOTE; 44 FOR 516HT 1RIAN6LE INFORMATION 14-143.1.11 BALDWIN LANicEE fEET =1c1+5.3133 McMILLAN LANE FS. 2031.22 MiVE /CZwgwzo THE CONSTRIICTION 4A/0 TO ivlY /(1449WLEDGE D /7" re? &e /N 51/8574ivraa CONFORMANCE WI 7/1 Tire PROVED PLANS 4WD snit/paw? 5PECINC4770A0 As morea CONCRETE 114..E• TYPE 2 MTN MTN.. ORATE TYPE 2 J' 1 'ARMORY LANE -;.;.""%"" ERECT 'TEMPORARY TYPE 111 14.5.D.O.T. BARRIER - FS. 20305q FUTURE I tii LEFT MAP) RIGHT (OP) !NE 2035 2030 2035 2030 2025 2035 2030 2025 z z m N m .n! 1 i N m O M.GR 5. 203092 14.516 S. 209037 14+41.14 bb M.C.R. F5. 209051 I4 +56.63 Mc =14 +61.71 IND FS. 2031.22 PJ VL. 5 PJ.vL, 100 ILLAN LANE ANA AVENUE PJ.VL. 5 P.1 VL. POINT ELZV • 30 POW STA • JAIL. STA • 23+ V.C. MN • 2021 M.G L. 202525 B.C.R. 4463.70 TFJG. 2020.66 STA. 22.51 4 2021.40 R. GROSS 68. 22+6036 22 +60 .36 M = 10+01.20 1 F.S. 2029. m N O cv 0 N 8 N m N 8 511/0 °ROUND tr N 9 :::RA 12 51140 !WOUND EIS O a 0 cy N N N N 0 z N z STA. 22+5136 2035 PJ.VL. 5 PJ.V.G. 100 .I.VL. STA • 22. V.G. E01Y • 2021 FL. 202195 G 10+35.10 TFL. 2020.06 STA. 2245136 14 2021.16 1E. GR055 P . 2021A0 N N N n N 2035 LEFT crPGG) R164-IT ('TPA) PROP I LE SCALE : HORIZONTAL: I " =5O' VERTICAL: 1 " =,5' • • •• N CURVE DATA FOR TOP PAGE OF CURD AND twee OF PAVEMENT CURVE B2 R7 RD RADIUS 22.00' 2200' 2700' 22.00' LENGTH 5225' 31.46' 8456' 8456' TM19ENT 1494' 25.12' 22.00' 22.00' DELTA 54'04'44 47 40•00+00 40'00'00• • EDGE OF PAvEVENT •• TOP FAGS OF CURB � 1, ..G .Jt ...•.:! ■22 +6O. McMILLAN LANE =10 +01.20 INDIANA AVE WE F.S. 202834 F.S. 2030 - L•24.61' BAR. M. 14 +5 =14+ F.5. TYPE 'B• DRYNELL W1TN TYPE 4 META. FRAmE AND 6KA STA. 22+34.00 GRATE E3 La/. 202697 r OPr5eT t7 LEFT EOM OF PAVEMENT TFL. 202195 EXPIRE 52 R16HT OF WAY PRDEGT 80140 F.S. 200351 PGC = 16 +1221 PROJECT BOUPV RY 17 400 51 18+00 96 14+54.61 NOTE: F.S. b. V. 206350 2 PAVf0 7t11447AROUND TURN- AROUND INTERSECTION ST r AO 19+00 FOR 5I6HT TRIAN6LE INFORMATION SEE SHEET '1G 6' SIDEWALK DETAIL 915 �.t 14.517.43 0RADE TO DRAIN 4 INCH , PERFORAT PI 15' STA IN 26.29, OPr'SET 16' RT INV IN .. 2090.01 STA ST A 1 .6_Z_ 0( FS T 16' RT 20+00 TYPE • A DRYNE L WITH 50LI E D 516HT P15T eAseHE 1T 5TA . 2026.44 M 16 GMILI.AN LANE 101 BRAT t7' 2040 T .63 MGMILLAN LANE 1:11 BALDWIN 31.22 100 41 21+0+0 13L 4+6310 1 (MA Avk"N1E T 'G 20246 2026 PONP SEE 4B M TFL. 4e F..G TFL. 1 e INLAND Il l PAWNS ENOINIUMINa 707 West 711. • SiiM• 200 (600) 4514140 Spokane. WA 99204 FAX: M 4684644 McMILLAN LAND 22+00 I): 2021.40 176 SIDB4ALK UNDE8DRAIN 5TA. 22+35.06 IPM ELEV. 202125 202141 t 20717 6 / • • NTH METAL ORATE Tye 2 STA. 22.94.16 ORATE MEV. 2026.45 OPP5rT 60' RIeKr WITH t 40 LF. 12 GAP../ 42% 6RAPE PRO JE)GT 6Ot*Dfr RY 1.. 10421.06 INDIANA Met / / RIGHT OF WAY 6' SIDEWALK (s2E DETAILS) RECORD DRA J NC iheRovElersirs 13' DRAINAGE SLOPE AND UTILITY EASEMENT (SEE LANDSCAPE PLAN BY THE BER6ER PARTNERSHIP, P.5.) 3' Na vE' RE VIEWED THE CAN57 '11C770N AND TO NY I(N'WLE,Dc E PINO /r TA AZ //4/ 5(15 5 TAN fl4h CONFOR 1ANCE Wl Tip/ TINE APPROVED PLANS AND STANDARD 3PPCIA7C4TIDNS 4.S NJTEP.. F.D. No. I APPROVAL SCALE: 1 INCH = 50 FEET SEG. 8, T25N, R45E, 1/4.M. WM; 9/24/96 • 6A4/45 .JB • LE END STOP AND STREET 51614 PRY143.L \ `i-►' / PEDESTRIAN RA11 TR 0 rn w 0 1 1 0 4144 di -s=4 w x 0 0 rn k o Q 4 0 U 0 0 0 d r4 SHEET DESIGN DEVIATION FOR NON-CONFORMING INTERSECTION SEPARATION DISTANCE • IMPROVEMENIS MC& 0+3 VIANA AN/14M #E51 0418u:2251 NOT A PAi;ser 11111111111111 1111 .,..... "I or 7b _�� L � or ....„.....,..,___::..__ __ .!.., 4 I �t i or I h i I I iiill "'':7_ 410! :_ -Iii t%:: Ii ii►i/ NOTE. SANCUT I' OF EXI5TIN6 PAVEMENT ON NORTH SIDE TO FACILITATE PAVEMENT INSTALLATION t� PRovtlx A 'P'RtjKt aei 50161% WMI1044 1} ee4(tAllirMep+TS c4 5AzIcloe (Awry " anti+ STAgibAgt6 rot `boa s.,do CTnr[e1 MM)" J : ,NOT A PART — FUTURE 10' A4I5ITION AREA : •• FUTURE \6MT -OF -WAY LIMITS \ OPTIC LINE PROTECT IN PLACE 2'-0' 4' SEE GEM. NOTE It2 1 GENERAL NOTES I. GRAVEL BACKFILJ QUANTITY FOR DRYWELLS• TYPE 'A• - 30 CUBIC YARDS MINIMUM / 42 TONS. TYPE • B' - 40 GUBIG YARDS MINIMUM / 56 TONS. 2. SPECIAL BAdCKFILL MATERIAL FOR DRYWEL LS SHALL CONSIST OF WASHED 6RAVEL PROM I' TO 3' WITH A MAXIMUM OF 5% PASSES THE U.S. NO. 200 SGREEK AS MEASURED BY HEIGHT, MAY BE CRUSHED OR FRACTURED ROCK. THE REMAINING 40% SHW L BE A MAXIMUM OF IQ% NATURALLY OGGURRIN6 U/FRAGTURE'D MATERIAL. 3. CONCRETE SLAB SHALL BE GLASS 3000 CONCRETE. McKim ORA TYPE 4 GRATE GOWER 10' EASEMENT FOR UTILITIES, AHD SLOE 0' SECTION LINE MISSION AVENUE (5YM ) !D g �� 't� O ONE 5117 EXI5TIN8 PAVEMENT 41241 EXISTING 20' • TRAFFIC TRAFFIC BIKE 2s MIN. TOP COURSE ABRIG LINER 15TURBED SOIL r zinvity 11' I' 6' t 5 ' FUTURE ACQUISITION • MORTOR IN PLACE 10' 1 0,1 MIN VVIUKC A O BOUNDARy TYPE 'B' TG - 1.00' ASPHALT CONCRETE PAVEMENT GL •A• 4 (MIN) 6' CRUSHED SURFACING NO SCALE INT 21' If. MISSION AVENUE \IDED 208 TREATMENT AND SNOW STOR.A E 15' - J } a 14' 4. 5. 6. 2% MIN SIDEWALK CATION = EtP40.2' r • • NOTE 1 �4 4 2 E2 / BAC.KFILL. DR. 1 1 E_L - T. l E 'B' STANDARD PRECAST DRYHELL FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET 8-I 10' LANDSGALEI TRACT 10' 25' OR SLOPE CATCH POINT A T 15 6' ---'- SIDEWALK 2% MIN. SEE STANDARD PLANS FOR PRECAST CONCRETE DETAILS. ADJJSTh'ENT BLOCKS SHALL BE CEMENT CONCRETE. PRECAST RISER MAY BE USED IN COMBINATION WITH OR IN LIEU OF ADJU5TIN6 BLACKS. SEE 'TYPICAL 6RA55Y SWALE DE516N' SEE `TEMPORARY ER0 10W5EPIMENT GONROL' NOTE 3 • 26' 5 ' 4 Too _ T/G + 0.2' 5i1 MIN. SWALE DEPTH = TG - 2.00' TYPICAL fR.oAr3viAY SECTION FROM STATION 13+13.c16 TO STATION 16 +65.08 TYPE 4 6RATE COVER MORTOR IN PLACE EXISTING 14' M AD RIN65 STURBED SOIL 2% MIN. FROM SPOKANE: COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A -1 25' SIDEWALK, SLOPE, DRAINAGE, NV UTILITY EA5&E T. -2% 2' ASPHALT CONCRETE PAVEMENT 6° CRUSHED SURFACING BASE COURSE SEE NOTE 2 INTERIOR ` ‘TREET SGT ION SHOULDER EDGE PAVEMENT OR TOP FACE OF CURB ABRIG LINER 5 ' ---'- 11' BASE DRAIN HOLE DETAIL ELM LI- 4' -8' DIAL -1� ® ® ® C - T 3• (tYP) ; c:z: I• ® ® ®C 5• en?) :P=i ® ®n 2 1 ® ® LEI C -- (tYP) 3 ' ® ®n- I • .y 4'"4• DRYbFI1 BMPia 15 GENERAL NOTES MILL HRQ E FVA'1'1ON 10' SEAST31 T FOR UTILITIES, AND SLOPE I.5.! t„ t „ v(7i 10' • ITCH BANK ELEVATION • Eh'+0.2' • R/W TTOM DITCH • EA* - 0.5' 11' 1 1 5' 1. DITCH SLOPES AND SIDE SLOPES SHALL BE NO SIMPER THAN RATIOS SHOWN UNLESS BYA SOILS REPORT AND APPROVED BY THE COUNTY B4ETIP R. LIMITS OF EXCAVATION SLOPES H16HER THAN 5' SHALL BE DETERMINED BY SOILS TE5TINS. 2. DRAINAGE SHALES SHALL BE NYDROSEHDED PER TYPICAL BRASSY SHALE DETAIL. HARMONY LANE EAST I I/2' CLEARANCE: *4 BARS • 10' EACH WAY DRYV l 1 BAS • CATION 4'-4' SECTION D -D s 3 4. 5 3/4' 5 3/4' 11 I/2` SECTION C-G STA. 11+05.3c1 TO STA. 16 +20.10 6ENERAL NOTE, I. CONCRETE DRYWFLL ITEMS SHALL BE CONSTRUCTED WITH THE BARRJri -5 AND GODS REINFORCED WITH 0.12 SQ. IN. STEEL. GRADE 40, PER LINEAL FOOT WALL 2. TOLERANCE OF DIMENSIONS FOR DRAINAGE PORTS SHALT BE t1/2' 3. EACH BARREL SECTION SHALL A MINIMUM OF 6 ROWS OF DRAINAGE PORTS VERTICAL AND MINIMUM OF 10 DRAINAGE PORTS AROUND THE GIRCUMRERENGE OF THE BARREL.. �4' -8• DIAL --� 3' (TYP) 2=1 1E31 EE9 EID 12E9 EEKI J t�I .+ ® ®® c ;: P=4 J FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-2 SWALE BANK ELEVATION • EA' + 0.2' • R.O.W. MULCH WITH HYDROSEED MIXTURE 60% BLUES 20% PERENNIAL RYE 20% FESCUE SEE NOTE 1213611180 -5281 STANDARD' PRES.W DRYHELL DETAILS 5' C YP) -: 43' (TYP) DRAINA6E PORT LE RAL NOTES I. THE TOP OF GRATE SHALL BE INSTAL.1_ED 1' LOWER THAN THE PROJECTED GUTTER GRADE. 2. THE PRECAST CONCRETE INLET SHALL BE PLACED ON THE SAME GRADE AS THE CURB. 3. RISER TYPE 2 TO BE USED WITH CATCH BASIN. 4. IN STREET WITH TYPE B CURB USE FRAME TYPE 2 5. IN PONDS USE PRNIE TYPE I r •---SEE NOTES • 1•• CATCH BASIN k INLET TYPE Z STANDARD' S 8A51N INLET INSTALLATION FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-1 METAL FENCE POST (TYP) 2 INCH 'X 2 INCH -14 •A. WELDED 'HO6 WIRE' FENCING BEHIND FABRIC (TYP) 46 INCH WIDE FILTER #BRIG MIFAFI 100 X TM OR EQUAL (FULL LENOTH ASTEN TO H06 WIRE W4406 RI1.485 OR STAPLES. LAY FILTER FABRIC IN TRENCH, BACKFIL.L'MI I: :EXI5T1N6 SOIL (IYP,) EXISTING SOIL<LAC.KFILL TRE']iGH LINE B SEE SHEET MI FOR FENCE LOCATION TEMPORARY SIJ...TATION FFNGE TEMPORARY EROSION ! SEDIMENT CONTROL I. WHERE POSSIBLE, MAINTAIN NATURAL. VEGETATION FOR SILT CONTROL 2. 18- PORARY SILTATION I'lNCE TO DE CONSTRUCTED AROUND DRYNELL INLETS AND AT MAJOR INLETS TO SHALES. 3. ALL SILTATION PEACES SHALE BE MAINTAINED IN A SATISFACTORY CONDITION L*I11L SUCH TIME THAT GLEANING AND/OR CONSTRUCTION 15 Got F'LE ED AND THE PERMAl64T DRAINAGE FACILITIES ARE OPERATIONAL • 4. PLACE ADDITIONAL KYDRDSEEDINd A• REQUIRED. DRAINAGE SLOPE AND UTILITIES EASEMENT BEGIN STA 4+04.52 13' E.G. 0, 6 ‘9- SEE 5EE DETAIL 'A' FOR -(O KEYSTONE RETAINING WALL BE61N STA. 0+15.00 TO BD STA. 4+0452 (SEE SHEET 2) VAWES 341 MAX o • • 8EOIN STA. 4+04.52 END STA. 4+0452 R.O.W. VARIES - VARIES MORTARED CONCRETE ADJ15TMENT RISERS 9R Noie 5) 05■ 6it I. DITCH SLOPES AND SIDE SLOPES SHALL. 8E N0 STEEPER THAN RATIOS SHOWN UNLESS RECOMPENDED BY A SOILS REPORT AND APPROVED BY THE COUNTY BN61N. LIMITS OF EXCAVATION SLOPES HIGHER THAN 5' SHALL 15E DETERMINED BY SOILS TE5TIN6. 2. DRAINAGE SWALES SHALL DE HYDROSEXED PER TYPICAL 6RA56Y SHALE DETAIL PROJECTED ROAD CROSS SLOPE 5 s6GT1ON 'B-B' CEMENT TYPE '8 CONCRETE 'B (T S I 20' 2% MIN. 3/4' 40' ED6E PAVEMENT OR TOP FACE OF CURB r- 1/4' SQ. 3/16' L- 112' COVER SKID !7E5ION DETAIL 21 5/6' 26 3/6' 24' C.O. 26 3/4' 34 I /8' ; ,GTION A-A 26 3/16' 8 3/4' 3/4" 1 2 1/32' I /1'SW.'.; LI .1 •..I I j •'E.1 "1 3/8 �i -..� SECTION N J-,J -� �" - 112 • 20' 2% MIN FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A -I STANDARD MEW FRAME, CRATE GOVER - TYPE 4 SECTION A -A mir■viimmisTAmossi rr IGAL SHALE HATER RETENTION DAM 8' MAX. TYPICAL GRASSY SHALE DES 1 N cloaca 0 00 0 0 00000 cloaca aaaao 00000 00000 00000 00000 00000 00000 00000 INDIAN,. SS T S GTIO X56' SWALE BANK ELEVATION = T/G+0.2' VARIES 10' woo A 3.5' -5' ASPHALT CONCRETE PAVEMENT SEE NOTE 2 - 6' GRIJSHED SURFACING BASE COURSE LOCATE DRYWFLLS AS 5H0144 ON PLANS MIN. 1^EI6HT 118 L85. ORATE - TYPE 4 6' - •ilk'• - ` 1 1/8" - '- 1" 1 I /8" "44k-1/2' FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-I5 H *WALE WATER RETENSION DAM 13' 13' DRAINAGE, SLOPE, AND UTILITIES EASEMENT I. FRAME SHALL BE GRAY IRON CONFORMING TO AS.T.M. A48 - GRADE 30. THE GRATE SHALL BE DUCTILE IRON CONFORMING TO AS.T.M. A556 -84. GLASS 80- 55.06. 2. METAI FRAME AND 6RATF TYPE 4 SHAT 1 ONI Y OE USED WHERE SHOWN ON THE CONSTRUCTION PLANS. IT SHALL NOT BE USED AT A CURB LINE. 3. DRAINAGE SLATS SHALL BE PLACED PARALLEL TO THE DIRECTION OF FLOW. 4. FIT TOLERANCE SHALL BE 1/8" t 5. 1.4ELDIN6 15 NOT PERMITTED. ;GTION B-B MULCH WITH HYDROSEED MIXTURE 6O% BLUEGRASS 20% PERENNIAL RYE 20% FSif.UE SEE NOTE. 11 .6-1/21 MIN. WEIGHT 166 L85. L'w E - TYQE 4 ORYWELL PLACEMENT PER PLANS SWALE BANK ELEVATION = EJP + 0.2' OR T/G + 0.2' NOTE, THE DEVELOPER SMALL BE RESPONSIBLE FOR MAINTAINING TIE EROSION PREVENTION/SEDIMENT CONTROL MEASURES IN 600D WORKING CONDITION UNTIL THE VEGETATION I5 ESTABLISHED AND DRAINAGE FACILITIES ADJACENT TO THE PUBLIC R4-4 ARE ACCEPTED BY THE COUNTY; AND THAT THE DEVELOPER SHALL THOROUGHLY CLEAN THE DRII ELLS PRIOR TO THE COUNTY'S ACCEPTANCE OF THE DRAINAGE FACILITIES ADJACENT TO THE PUBLIC RM. ALTERNATIVE POND STA. 0+15.00 TO STA. 3+00.00 WIP.13; V/23/% 6/21415 MGW ca 0 r d 0 1 A 0 0 0 k 0 4.) cn +-H Q) a) 0 0 a d' m m 0 w SHEET • CHORD LE6THS AT BACK of CURB. OF WALK L, I T " of WALK FACE ISO SCAJE 2' �2 1211 SLOPE SECTION B-B 12:1 SLOPE SECTION D -D \D b' 6' • TED BACK TO BACK 6' (TTP.,) 4 1211 SLOPE ELM « CHORD LE5T15 AT BACK OF CURE FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A-5 • CHORD L.ESTH5 AT ,r BACK OF CURB. pE516N 'B' ACTION A -A b5 12.1 SLOPE OC.TION C-C STANDARD frs1HEELCHAIR. RAMP • '-1/2' PRE MOLD JOINT FILLER 1 2. SECTION A - A SLOPE 1 /4'/FT SECTION B-B r- •o• • f- TROWEL FINISH 1 DEWALK REBAR PLACEMENT VolECIAL CI RO INLE DRAINAGE INLETS SHALL BE OUTSIDE THE WHEELCHAIR RAMP. TEXTURE FOR THE RAMP AND ADVANCE WARNING PANELS SHALL BE CREATED BY INSERTING A METAL 6RID INTO THE WET CONCRETE. THE 6RID SHALL NOT EXCEED A WIDTH OF 1/2'. 3. GURB RAMP DESIGN SHALL BE SPECIFIED IN THE CONTRACT PLANS OR SPECIAL PROVISIONS. 4. CURB RAMPS SHALL BE POURED INTEGRALLY WITH SIDEWALK AND SHALL BE ISOLATED BY EXPANSION ANSION JOINT MATERIAL ON ALL SIDES, EXCEPT AT THE 512E ADJACENT TO THE ROADWAY. 5. WHERE CONSTRUCTED ON STRAIGHT CURB, DESIGN 'A DIMENSION REMAIN THE SAME AS SH Ohtl. 6. TOP OF CURB ELEVATIONS SHOWN ON PLANS ARE PROJECTED TOP OF CURB ELEVATIONS TFROU6H WHEELCHAIR RAMP AREA. 1. DRYpCL.IS OR CULVERTS TO BE PLACED AS •EEDED TO PREVENT RUNOFF FROM CNERFLOWIN8 PEDESTRIAN RAMP NEEDED. 1 1' RADIUS 1 TEXTURE tai -'TAIL LINE =' FLOW LINE SPECIAL CURB INLET 04 REBAR • 10 /G E.W. TYPICAL. -TOP 4 BOTTOM 'r` SEE SECTION TYPIG BOTH SIDES di- r _ /2' CONSTRUCTION JOINT' SHEAR KEY TOP OF GUTTER FLOW LINE TYPE 2 SIDEWALK PAY LIMITS 2' 3 -10' 44 2 TOP OF CURS O BACK Or WALK e• -/-*" - TYPE 8 CURB FROM SPOKANE COUNTY DEPARTMENT OF 5 :GENERAL NOTES STANDARD GURB INSET 1 CONCRETE CURB INLET PAY LIMITS 1 gUll °T STALL ORAIOU45 DE:TJ 1. CURB INLET SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 41b (ASSHT0 M 144) ASTM G bq0 I. E55 OTHERWISE SHOWN ON PLANS OR NOTED ON THE PROJECT SPECIAL PROVISIONS. 2. TOP SURFACE TO BE BROOM FINISHED. 3. ALL EXTERNAL EDGES NOT LABELED SHALL BE TROhB.LW WITH I/4' RADIUS EDGER 4. SEE 'TEMPORARY EROSIOWSERIMENT CONTROL' SHEET q pr LO PUBLIC WORKS SHEET 13-4 4'-b' 3' -10' SECTION C-G I 1 • • • SIDEWALK PAY LIMITS N I/2' PRE MOLD JOINT FILLER CONSMCTION JOINT • 6EtERAL NOTES I. PORTLAND D CEMENT CONCRETE SHALL BE GLASS • 3000 CONFORMING TO THE STANDARD SPECIFICATIONS. 2. WEAKENED PLANE JOINTS FOR PORTLAND MINT CONCRETE SHALL BE PLACE) AT 15' INTERVALS. 3. 3 /5' EXPANSION JOINTS IN PORTLAND CEMENT CONCRETE SHALL BE PLACED AT CURB RETURNS. 4. TO BE USED IN SPECIAL GASES WITH APPROVED OF THE COUNTY EN6INES7. 5. CURBS SHALL HAVE A LIGHT GROOMED FINISH. GUTTERS SHALL 8E FINISHED WITH A STEEL TROWEL. STANDARD' GURBS 8 BUTTERS FROM SPOKANE . COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A-3 EASEMENT` R.O.H. II' r SHALE ri • - • DISTANCES MIN. 6' I / PER SHALE 6' PORTLAND CEMENT CONCRETE IL SECTION STANDARD PR PRIVEHAY5 FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS 5I•IMT A-4 3/6' EXPANSION JOINT SIDEWALK `-EDGE OF PAVEMENT �T 11' -HIGH SIDE OF DRIVE N.111.111111111 4 PORTLAND CEMENT CONCRETE DEMENT CONCRETE DRAINASE cl GURB DROP SWAL.E 1. EXPANSION JOINT MATERIAL SHALL BE PLACED IN THE CENTER OF ALL COMMERCIAL DRIVEWAYS OVER 20' IN WIDTH. 2. EXPANSION JOINT REQUIRED IF POUR INCLUDES ADDITIONAL. DRIVEWAY AREA. 3. CONCRETE FOR DRIVEWAYS SHALL BE CLASS 300 AIR ENTRAINED. 4. ALL EXTERNAL EDGES TO BE TROWELLED WITH I /4' RADIUS EDGER. 5. SIDEWALK TO BE SCORED EVERY 5'. 3/5 EXPANSION J01NT TO BE INSTALLED EACH 51DE OF A CURB RETURN AND AT LOCATIONS WHERE SIDEWALK INTERSECTS OTHER SIDEWALKS, DRIVEWAYS, AND CURBS. b. THE WIDTH OF COMMERCIAL DRIVEWAYS MAY BE WIDER THAN SHOWN, IF APPROVED BY THE COUNTY EN6INEF.R. 10' x - 1/4' PER FOOT SWAL.E AREA ROW 11' E&11IH A-1% (DRAINA5E SWALE) DRAINAGE 5WALE wrencatike CURB INLET TYPE 1 FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-b 6BZAL NOTES 1. CURB INLET SHALL BE CONSTRUCTED 114 ACCORDANCE WITH ASTM C 41b (AASHTO M Mg) 4 ASTM G bq0 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED 114 THE PROJECT SPECIAL PROVISIONS. 2. TOP SURFACE TO BE BROOM FINISHED. 3. ALL EXTERNAL EDGES NOT LABELED SHALL BE TROWELLED WITH 1/4' RADIUS ED6ER. 4. DIMENSION 'L' SHALL BE 3' -0' 5. SEE ''TEMPORARY EROSION/SEDIMENT CONTROL' SHEET b Of q 5.1.'60 1 EXPOUM 9/23/06 5/14/45 ti aci 0 U 1 1 0 0 t-4 ai c c0 fn v 0 0 CQ 0 H 0 0 0 0 k its 1;• SHEET !�• ►11 =. i[• . T :• OM ELEV. 20 I+ 2,tt •� INV. ELEV. 202535 TYPE 2 CURD INLET TOP i STA, 1+60.00 MEV. 2025 4 + INV. ELEV. 2024.04 TYPE 2 CURB INLET 6• IN FROM �3 • WALL TO CATCH BASIN • STA. 1+21.45 + - /440 FILET TYPE 2 WITH 60' OP P.IP. CULVERT INVERT ELEV. 2024.00 SLOPE • O005 TOP STA. 2 +25.00 ELEV. 202631 Epee OF PAVEMENT �— MOW OF MAY M/. 8..EV. 2026.61 TYPE 2 CURB INLET FLAT ; •TT • . 2025 .61 SEE surppE /ENra L. shrEET 5 2 BASIN D 707 Wept 7th • Suite SpolcaM. WA 99204 SIDEWALK RIGHT OF HAY Due To 777E T /M' /M OF THE RECn2Q ,D fAW /FIG 5 rOR sr. ADO /770iv4ND ME CONSTRUCTION 2P R. W !AID 7 ,1E5E Pt2N05 WERE NOT CCJN5TRLlCTEO 4N0 .WERE . R6i°L.&CE0 WITH ePONO) r iet"Fi z "M THE R- I01 ZNS CO/v577211CT1''A/ ORA W /N45 AS IT LAYS CJl/T5l t7i9 THE R. W 157 PLAT 8'211NO4R? HARMONY LANE PANIFIC ENGINEERING 200 4N'N40 _•.... • 4 Igo WITH METAL ORATE TYPE 2 STA. t0+•40/4 i 8RATE ELF/. 2027 ecr.13 °reser 411Figir L@'f WM 40.95 646 LP. 12' G.H.P. • 12 GRADE TYPE . DRYYt11I.4ITN TYPE 4 5TA. 5+59.16 ORATE ELEV. 20 - - b Off5ET 28' LEFT 5+64.41 GENT POINT INV. . 202438 TYPE 2 CURD INLET FR. • 28.18 I ND I ANA AVENUE BASIN B POND BOTTOM tifVAT10N • 202•J8 VOUkfg Ra15auRClD • O oat VawME PWvID® • iO6 00.1t. EOM OP PAVE3'efT Fb. 2030.01 MYTH METAL ORATE TYPE 2 STA. 11+45.00 ORATE ELEV. 2026.00 52' RIGHT WITH . 15' GAP. • *2% ORATE DM ELEV. 209051 INDIANA AVENUE =■1:- •• LI NV. = . 202922 TYPE 2 GUM INLET SPOKANg • • STANDARD TYF'E 'e • = WITH TYPE 4 • AL FRAME MD GRATE STA. 1 • .00 HARMONY t9.EV. 2021.63 • h' WW1' 52.20' F.6. 2021,13 BASIN G POND BOTTOM ELEVATION • 20210 MARE 141520149 • Zr1 tat. Mike PRQv'%P • 545 adt. 51PEWALK RIGHT OF WAY RECORD D RAW I N C{ (EXPIRES 9/24 I' HAVEREYariAlEO The Cont5TRucr/cAv 4A 7 m mY //I/OWCCOG' ,/Ivo 1 r TOW /N $11135TANT /AL COAFORN14#IC5 W/r1-/ rHE 4ppgave0 PLANS AAIO STAND *PPclfiicaT /IONS AS Nara F.6. 202550 ��• F.G. 2O STA. 15+06.46 11N. ELEV. 202556 STA. I5 +11.41 TOP BERM 2024,06 HARMONY LANE BASIN 1 PO1D BOTTOM ELIVATION • 2030441 028,06/2021.04 vOLJII4E tf8f811R19 • 424 FIJI. VOL** PROMD5E, • 1000 Wt. WITH METAL GRATE TYPE 2 STA. 4+40,00 ORATE ELEV. 2027.63 OPF5ET 52' RIGHT WITH * 20 L.F. 12' 614P. • POND BOTTOM CLEVAT{ON • 2071J5 VOLUME MOM? • 202 Wt. VOLUME PROVIP • 450 wit. ASIN F ..r LOT LINE SCALE: 1 INGH = 20 FEET oi1111i.5 SHEET ESE OF PAVEMENT >$ WHT 6 OF WAY _ 1., L HARMONY LANE . S655' b �' SIDEy4A11C UNIXADRAIN INV. 202643 4TH METAL GRATE TYPE 2 STA. 224476 MtMAU.1W L/ ORATE ELEV. 202645 OFFSET 60' WONT MIN 540 E.P. 12' GNP. • i261 °RADE STA. 14+70.41 E.GR HARMONY END POND SEL SVI: LEMEUTAL r 5 436E OF PAVErE7IT PROJECT BOLNDARY STA. I4+24 44 INV. ELEV. 2024.03 51DB ALK UNDERDRA1 1 INLAND PACIFIC ENGINEERING 707 West 711i • OOP SOp 4411.40 ` Spokane. WA MOO FAX OW 446044 HARMONY LANE TOP GETTER OF BERM 3A 5TA. 15 +25.10 HARMONY 202312 zP� BASIN J PROFILE NOT TO SCALE POND BOTTOM [!LEVATEON • 2021.42%202104/202141 vow a REWIRED • 350 urn. VOLUME PROVID!!D • 505 roan. HARMONY LANE BASIN 0 POND BOTTOM OLLVATION • 9014.00 YOUR! Reamer. • M4 cwt. vvu*e MONADS? • 310 aw.4t. • TOP CENTER OF BERM 3B STA. 16 +20.10 HARMONY 2023.21 - T , TYP€ '8 oR�'T'Y8.1 gTANpARD TYPE 4 METAL PRAM TN AND IRATE STA. 14+1742 GRATE fEV. 2024$8 Orl SET TT R16itf RECORD DRAWING • STA. 17 • 97 HARMONY / END POND 33.00' 1 I HAVE 12' vielAW T 'a CONSTizi,C7 ON ANO TO MY leriAlkazrOGe P/NO /T TD M /N 5112 ST4NT /dL COA/PA IA' Ci WT I/ JVi APPRWED 'O'LA/V$ , 410 :3TAWIDARD SP£'C/F /CA TYCAVS ive TYPE 'A' DRYWELL hIITN TYPE 4 METAL FRAME AND GRATE GRATE MEV 200.50 40.00' 2025422 PI K L 4000' 50.00' 35 MOM BASIN P FUTURE IMPROVEMENTS P•0,47 BOTTOM ELEVATION • 2026.00 VOLUME R1521MR4D • 0 co*. VOL*f PROVIDED • 546 tarn. • • • • 5,44E 51JPPL.EM,ENTAL- st/fE'T 52 GOMMON AREA PRO.EGT 80UNDARY INNIS o SCALE: INCH = 20 BEET 6/2b/95 .B 0 O z 0 ci r z E-4 W ata z 0 0 0 tti v r-4 0 U 0 SHEET 0 • 11 R • 20,00' T•2.01' L ■4 .02' L43-- DETAIL "A" (NOT A PART) 322.24' CLEAR VIEW TR ANBI.E 25' SIDEI4AL DRAINAGE, SL.0PIM, AND UTILITY EASEPENT (NOT A PART) 5' DRAINAGE, SLOPE, AND UTILITY EASEMENT \-25' SIDEWALK, DRAINAGE, SLOPE MP UTILITY EASB1ENT 5' FUTURE AGGYH5rON AREA LINE TABLE LINE 1 OIRl5GT1ON 1 DISTANCE U 564•2457%.4 15.00' L9 5 00 )4 Io.00' L5 500 10.00' Lil N89'23106'E 21: t4' U2 500 5'24'E 8498' u' 58• 30.00' L43 5 89'2457' W 1.67' L44 5 05•46 W 21.62' L45 N 00'35103' W 21.75' L46 N 69•23106' E 2.63' L41 5 04'5.6508' E 3696' L46 N 00'913100' W 36.85' 125 1 18.90' R6 K26'0514'14 17.70' R1 )N12'il'46'L 22.00' RII 554•30'41 2537' Ri2 524'S458'E 2054' Rife N00 241b•E 26.01' R14 83•I•yli18•! 2331' P2T N40.41'40'L 39.94' R28 510 21.34' (NOT A PART) 13' DRAINAGE, SLOPE, AND UTILITY EASEMENT 13' PRAINA6,, SL.0PE AND UTILITY EASEMENT DETAIL "G" IOJ 102 22' 5 04 E t48.4•5650'14 10' R16HT- OF-WAY PEDIGATION 16' 541:454 , 5LOPE. AND UTILITY EASEMENT (TIT) 677.62" 13' DRAINAGE, swipe, AND UfUTY EASEMENT 5 84'5650' E CURVE TABLE a 1 44.95' 45.05' 1 MISSION AVEMJE 5 84 °56'44" E 2615.78' (RLI) N 6 W 2bI5.76' (P1) CURVE 1 RA/21U5 1 L91BTN 1 TANGENT 1 WORD 1 8EARJN6 1 DELTA GI 20.00' 1.14' 3.61' 1.10' 504•535 20'21'23' G3 20.00' 31.43' 20.02' 2830' $45•0136°E 40•0510b* G4 20.00' 31.40' IAA' 2621' 544"541024 64•5652' G8 20.00' 14,46' 156' 14.14' • 564'5451'E 41 G4 125.00' 16.61 934' 16.67' Nft•0358'W 01•2b82' Gil 125.00' 15432' 1745' 154.03' N23•54106 12.11'44• G31 20.00' 24.26' 13.66' 22.60' 554•57 69•30 G36 20.00' 24.26' 1326' 22.00' 525 64'30'46' C34 20.00' 1.15' 3.61' 7.11' 514'45'21'E 20 G40 20.00' 1.13' 3.61' 1.11' 1440 20 G41 • 2000' 24.26' 13.60' 22.00' ND6 64•30'46• C44 600.00' 2108' 10.44' 21bb' 511'22'24V 02 CM 15000' 43.12' 2151' 43,l2' t411'3352'14 013.1'40' G46 20.00' 24.61' 1832' 71 .02' N2l'21bb•E 04'54'1.6• G41 20.00' °.3366' 2230' 2'.62' 1.44,1•5114•14 446•25•25* • 21.43'5' R • 20.00' T ■3.64' L ■ 156' 2os.75• 11) - N 89'5650' W 185.93' 16' 5112E4AL.K, SLOPE, AND UTILITY EASEMENT CTYP) (NOT A PART) GI.EAR VIEW TRIANGLE . 36•56105• R • 20.00' 1..6.68' L • 12.64' DETAIL "P' EXPIR1<S: 14/16/46 SCALE: : 1 INCH = 40 FEET 6/21M5 JOM CONCRETE CORING CORE DEPTH CORE DEPTH A MISSION AVE. (3.6") 1 MISSION AVE. (5.2") B MISSION AVE. (3.8 ") 2 MISSION AVE. (5.4") C 2.4 INCHES 3 5.3 INCHES D 3.3 INCHES . 4 5.0 INCHES E 3.9 INCHES 5 5.0 INCHES F 3.4 INCHES 6 5.0 INCHES G 3.2 INCHES 7 5.6 INCHES H 3.4 INCHES 8 5.0 INCHES I 4.2 INCHES 9 4.3 INCHES J 4.0 INCHES 10 5.9 INCHES K 2.7 INCHES 11 5.5 INCHES L 4,6 INCHES 12 5.0 INCHES M 4.0 INCHES 1 3 4.8 INCHES N 4.5 INCHES 14 5.0 INCHES 0 3.3 INCHES 15 5.0 INCHES P 3.6 INCHES 16 5.0 INCHES 0 5.3 INCHES 17 5.0 INCHES R 3.4 INCHES 18 5.0 INCHES ASPAHLT CORING CORE DEPTH 1 MISSION AVE. (3.4") 2 MISSION AVE. (3.4 ") 3 3.2 INCHES 4 2.8 INCHES 5 2.8 INCHES 6 3.0 INCHES 7 2.8 INCHES 8 3.4 INCHES RECORD DRAWING NOTES 1. TOLERANCES FOR RECORD DRAWINGS: IN OUR PROFESSIONAL JUDGEMENT, ELEVATIONS THAT ARE WITHIN 0.05' OF DESIGNED ELEVATION ARE CONSIDERED TO BE BUILT AS DESIGNED. LENGTHS THAT ARE 0.10' OF DESIGNED LENGTH ARE CONSIDERED TO BUILT AS DESIGNED. IN THE EVENT THAT GREATER ACCURACY THAN THIS MAY BE REQUIRED FOR FUTURE DESIGNS OR CONSTRUCTION ACTIVITY, ADDITIONAL SURVEY INFORMATION SHOULD BE GATHERED. 2. INFORMATION SHOWN ON THIS DRAWING WAS COMPILED FROM SEVERAL SURVEYS PERFORMED BY INLAND PACIFIC ENGINEERING. WITH THE LAST SURVEY BEING AUGUST 30, 1996. 3. POND INFORMATION SHOWN INCLUDES THREE DISTINCT ELEMENTS: A. THE FIRST ELEMENT "REQUIRED '208' POND VOLUME" IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE,1995. B. THE SECOND ELEMENT, "DESIGNED '208' POND VOLUME" IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE, 1995. C. THE THIRD ELEMENT, "CONSTRUCTED '208' POND VOLUME" WAS CALCULATED FROM DATA OBTAINED DURING THE ABOVE MENTIONED ACTUAL FIELD SURVEYS. 4. SEE FINAL PLAT DATED 8/1/95. ROAD EXTENSION TO THE NORTH WAS DELETED DURING NEW PRELIMINARY PLAT PUD APPLICATION DATED MAY 19, 1995. 5. DRAINAGE EASEMENTS SHOWN ARE NOT FROM PLANS DATED 6/30/95, BUT WERE DETERMINED FROM ACTUAL FINAL PLAT DATED 8/1 /95. 6. THIS SECTION OF INDIANA AVENUE WAS CONSTRUCTED AS PART OF RIVERWALK 2ND ADDITION AS OF APRIL, 1996. 7. THIS INFORMATION IS PROVIDED ON THIS SHEET FOR CONTINUITY ONLY AND WILL BE RESUBMITTED TO SPOKANE COUNTY WITH THE SUBMITTAL FOR THE REMAINING PORTIONS OF THE RIVERWALK 1ST CONSTRUCTION CERTIFICATION PROCESS WHICH WILL INCLUDE THE SUBMITTAL OF THE MISSION AVENUE CONSTRUCTED AMENITITES. SWALE BOTTOM 2n9A 00 sm. 0+00 PIPE SUMP cI w OPM TEUR o W /BE,B \--WOOD FENCE STOP /STREET SIGN 12" PIPE GRASSED & SODDED SUMP BOTTOM AREA 11 IT STA. 0 +56.50 RT. & T. SIDEWALK & CURB BEGINS EXISTING POND BOTTOM RETAINING WALL BASIN (POND) A 12" PIPE, S =0.0133 PROPOSED S =0.0080 EXISTING POND BOTTOM REQUIRED '208' POND VOLUME = 1165 s DESIGNED '208' POND VOLUME = 1- **88- CU.!`T. CONSTRUCTED '208' POND VOLUME = 1183 CU.FT. SEE NOTE 7 -< RIVERWALK P.U.D. 1ST ADDITION SUPPLEMENTAL RECORD DRAWING STREET & DRAINAGE PLANS SPOKANE T.25 R.45 'HIIQGTO'N SEE NOTE 4 KEYSTONE WALL HEIGHT BASIN (POND) F BASIN (POND) B REQUIRED '208' POND VOLUME - 150 CU.FT. DESIGNED '208' POND VOLUME = 205 CU.FT. CONSTRUCTED '208' POND VOLUME = 258 CU.FT. DRAINAGE EASEMENT SEE NOTE 5 BUILT POND BOTTOM REQUIRED '208' POND VOLUME = 202 CU.FT. DESIGNED '208' POND VOLUME = 450 CU.FT. CONSTRUCTED '208' POND VOLUME = 256 CU.FT. BUILT POND BOTTOM 16' UTILITY & DRAINAGE EASEMENT SEE NOTE 5 13' UTILITY & DRAINAGE EASEMENT SEE NOTE 5 • N .� 7 ) /- DRAINAGE EASEMENT NOTE 5 BUILT POND BOTTOM BASIN (POND) C ® ASPHALT CORING LOCATIONS. NOTE 1Q& ©ARE ON MISSION AVENUE. ASPHALT CORING LOCATIONS. NOTE RIGHT OF WAY REQUIRED '208' POND VOLUME = 272 CU.FT. DESIGNED '208' POND VOLUME = 595 CU.FT. CONSTRUCTED '208' POND VOLUME - 413 CU.FT. 18' UTILITY & DRAINAGE EASEMENT SEE NOTE 5 THE INFORMATION FOR THE PRIVATE ROAD CERTIFICATION WILL BE PROVIDED UNDER SEPARATE SUBMITTAL. )- SEE NOTE 7 LEGEND 0 CONCRETE CORE LOCATION 0 REFER TO REFERENCED RECORD DRAWING NOTE 1 3' DRAINAGE & UTILITY EASEMENT SEE NOTE 5 ARE ON MISSION AVENUE. \ / BUILT POND \ i ' DRAINAGE BOTTOM o� i EASEMENT i SEE NOTE 5 BASIN (POND) M STA. 11+66.20 PLAT BOUNDARY .- REQUIRED '20V POND VOLUME M 331 CU.FT. DESIGNED '208' POND VOLUME in 460 CU.FT. CONSTRUCTED '208' POND VOLUME = 381 CU.FT. �i i BUILT POND BOTTOM DRAINAGE EASEMENT SEE NOTE 5 BASIN (POND) N SEE NOTE 6 REQUIRED '208' POND VOLUME - 492 CU.FT. DESIGNED '208' POND VOLUME = 540 CU.FT: CONSTRUCTED '208' POND VOLUME = 497 CU.FT. THE INFORMATION FOR THE PRIVATE ROAD CERTIFICATION WILL BE PROVIDED UNDER SEPARATE SUBMITTAL. I HAVE REVIEWED THE CONSTRUCTION AND TO MY KNOWLEDGE FIND IT TO BE IN SUBSTANTIAL CONFORMANCE WITH THE APPROVED PLANS AND STANDARD SPECIFICATIONS AS NOTED. GRAPHIC SCALE 50 0 25 50 III ... 1 tip MR NM ( IN FEET ) 1 inch = 50 ft. • DATUM REFER TO THE BENCHMARK DESCRIBED ON SHEET 1A OF 13 IN THE RIVERWALK SEWER EXTENSION PLANS APPROVED BY SPOKANE COUNTY MAY 16, 1995. 100 1 1) z 0 )- m taJ SHEET 1 S of 4S JOB NUMBER 96106 POND BUILT BOTTOM AREA APPROX. DEPTH VOLUME SIDESLOPE LENGTH SIDESLOPE VOLUME TOTAL VOLUME A 1860 SF 0.5' 930 CF 674 FT 253 CF 1183 CF B 438 SF 0.5' 219 CF 103 FT 39 CF 258 CF C 714 SF 0.5' 357 CF 148 FT 56 CF 413 CF F 474 SF 0.5' 237 CF 50 FT 19 CF 256 CF M 800 SF 0.5' 400 CF N/A N/A 400 CF N 889 SF 0.5' 444 CF 140 FT . 53 CF 497 CF RIVERWALK P.U.D. 1ST ADDITION SUPPLEMENTAL RECORD DRAWING INDIANA AVENUE POND DETAILS SEC. 8, T.25 N., R.45 E.,W.M. SPOKANE COUNTY, WASHINGTON BUILT POND BOTTOM 16' UTIUTY & DRAINAGE EASEMENT RIGHT OF WAY BACK OF 6' SIDEWALK TYPE B CURB & GUTTER POND VOLUME TABLE CONSTRUCTED POND BOTTOM . i ' 4. . `w Z AVERAGE ELEV =2028.12 RECORD DRAWING NOTES BASIN (POND) B \� TYPE 2 CURB INLET IE =2029.16 SPOKANE COUNTY STANDARD TYPE B DRYWELL WITH TYPE 4 METAL FRAME & GRATE GRATE ELEV. - 2028.62 REQUIRED '208' POND VOLUME _. 150 CU.FT. DESIGNED '208' POND VOLUME = 205 CU.FT. CONSTRUCTED '208' POND VOLUME = 258 CU.FT. THE INFORMATION SHOWN ON THIS DRAWING IS REPRESENTATIVE OF THE BUILT POND CONDITIONS AS OF THE LAST IPE SURVEY DATED AUGUST 30, 1996. THIS INFORMATION SUPERCEDES THE POND (" BASIN") INFORMATION SHOWN ON NORTH IDAHO ENGINEERING SHEETS 9A & 9B FOR THE SPECIFIC PONDS ("BASINS") SHOWN. 1. TOLERANCES FOR RECORD DRAWINGS: IN OUR PROFESSIONAL JUDGEMENT, ELEVATIONS THAT ARE WITHIN 0.05' OF DESIGNED ELEVATION ARE CONSIDERED TO BE BUILT AS DESIGNED. LENGTHS THAT ARE 0.10' OF DESIGNED LENGTH ARE CONSIDERED TO BUILT AS DESIGNED. IN THE EVENT THAT GREATER ACCURACY THAN THIS MAY BE REQUIRED FOR FUTURE DESIGNS OR CONSTRUCTION ACTIVITY, ADDITIONAL SURVEY INFORMATION SHOULD BE GATHERED. 2. POND INFORMATION SHOWN INCLUDES THREE DISTINCT ELEMENTS: A. THE FIRST ELEMENT "REQUIRED '208' POND VOLUME" IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE,1995. B. THE SECOND ELEMENT, "DESIGNED '208' POND VOLUME" IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE, 1995. C. THE THIRD ELEMENT, "CONSTRUCTED '208' POND VOLUME" WAS CALCULATED FROM DATA OBTAINED DURING THE ABOVE MENTIONED ACTUAL FIELD SURVEYS. 3. CONSTRUCTED '208' POND VOLUME WAS DETERMINED EITHER BY PLANIMETER AREA OR AUTOCAD POLYUNE AREA CALCULATIONS TIMES THE AVERAGE BOTTOM ELEVATION VERSUS EITHER BERM OR GRATE ELEVATIONS. 4. PER SPOKANE COUNTY GUIDEUNES FOR STORMWATER MANAGEMENT, THE CONSTRUCTED POND BOTTOMS MAY VARY SUGHTLY IN ELEVATION. HOWEVER. THE GUIDELINES ALLOW FOR FULL VOLUME CREDIT IF THE RESULTING BOTTOM SLOPES ARE LESS THAN 1X AND UNDER 100' LEGNTHS. THEREFORE, ALTHOUGH THE POND BOTTOMS MAY VARY, TOTAL STORAGE REQUIREMENTS CAN BE MET. 5. THE PEDESTRIAN RAMPS AT THE INTERSECTION OF BARKER ROAD AND INDIANA WERE DELETED FROM THESE PLANS AND WILL BE CONSTRUCTED WITH THE BARKER ROAD IMPROVEMENT PROJECT. 1 HAVE REVIEWED THE CONSTRUCTION AND TO MY KNOWLEDGE FIND IT TO BE IN SUBSTANTIAL. CONFORMANCE WITH THE APPROVED PLANS AND STANDARD SPECIFICATIONS AS NOTED. CONSTRUCTED POND BOTTOM ELEV. =2024.9 BOTTOM ELEV. AT 2024.9 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPE < 1% GRAPHIC SCALE 20 0 10 20 M _' ■ IN M - 1111111111111111111 BOTTOM ELEV. AT 2025.53 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPES 1X TYPE 2 CURB INLET LE. =2025.66 GRATE EL =2024.75 BERM STA 11 +06 ( IN FEET ) 1 inch = 20 ft. ELEV. =2024.44 PIPE I.E. =2023.26 IMMO 40 TYPE B CURB & GUTTER BACK OF 6' SIDEWALK RIGHT OF WAY CATCH BASIN GRATE ELEV =2025.79 LE. =2024.04 12" PIPE. S =0.0133 (PROPOSED S =0.0080) TYPE B CURB & GUTTER BACK OF 6' SIDEWALK RIGHT OF WAY _•...••••. PIPE SUMP 13' UTILITY & DRAINAGE EASEMENT - BERM STA. 11+63 CONSTRUCTED POND BOTTOM SEE SUPPLEMENTAL SHEET FOR POND BOTTOM ELEVS. 40" BACK OF WAU< REVISED DRAINAGE EASEMENT 13' UTILITY & DRAINAGE EASEMENT \, BACK OF WALK KEYSTONE WALL BASIN (POND) M REQUIRED '208' POND VOLUME = 331 CU.FT. DESIGNED '208' POND VOLUME = 460 CU.FT. CONSTRUCTED '208' POND VOLUME = 400 CU.FT. SEE DETAIL M OF ANAL PLAT AND ATTACHED SUPPLEMENTAL SHEET FOR EASEMENT DIMENSIONS CONSTRUCTED POND BOTTOM AVERAGE ELEV =2027.35 Ntc- INDIANA AVENUE PEDESTRIAN RAMP DRAINAGE EASEMENT SPOKANE COUNTY STANDARD CONCRETE INLET TYPE 2 GRATE ELEV. =2027.70 CROSS- GUTTER SEE SUPPLEMENTAL SHEET 3S 20 8. 0 \ KEYSTONE WALL or HEIGHT) ,� 3 •'; '' ` \ BASIN (POND) F 16' UTILITY & -- DRAINAGE EASEMENT <f'l *c94, 16' UTILITY & DRAINAGE EASEMENT REQUIRED '208' POND VOLUME as 202 CU.FT. DESIGNED '208' POND VOLUME = 450 CU.FT. CONSTRUCTED '208' POND VOLUME = 256 CU.FT. SEE DETAIL E OF FINAL PLAT FOR EASEMENT DIMENSIONS POND BOTTOM WIDTH VARIES FROM 4.3' TO 5.9' TYPE 2 CURB INLET TYPE 2 CURB INLET I.E. =2025.95 I.E. =2026.61 EDGE OF ASPHALT SPOKANE COUNTY STANDARD TYPE B , DRYWELL WITH TYPE 4 METAL FRAME AND GRATE MCMILLAN LANE RIM ELEV =2027.16 SPOKANE COUNTY STANDARD TYPE A DRYWELL LOCATED UNDER SIDEWALK .._.._ ..._.. •._•._.._...__..._. BERM ELEV.2025.53 STA 12+40 CONSTRUCTED PONp BOTTOM BOTTOM ELEV. AT 2025.53 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPE s 1% BASIN (POND) A REQUIRED '208' POND VOLUME = 1165 FI. 1 f DESIGNED '208' POND VOLUME - 1180 'CU.FT. CONSTRUCTED '208' POND VOLUME an 1183 CU.FT. CROSS- GUTTER SEE SUPPLEMENTAL SHEET 3S SPOKANE COUNTY STANDARD TYPE A DRYWELL WITH SOUD LID. GRATE ELEV. =2027.86 INLET, HARMONY LANE GRATE ELEV =2027.77 BOTTOM ELEV. AT 2025.53 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPE < 1% LAMP POST FL TYPE 2 CURB INLET IE =2029.22 2028.13 FL 13' DRAINAGE EASEMENT 10 1 s- O 'l- 7.97 TYPE B CURB & GUTTER ..V... l /• tn 0 z w 2 K 0 co 0 z a / 7 / i 'ti \Y RIGHT OF WAY i \ ..7' ...I.\ .. / Q O . -4 \ 7 2b 7 ! ) 7 i 1i!�•i �+-- -- 16' UTILITY & DRAINAGE EASEMENT STREET NAME SIGN \ CATCH \ BASIN GRATE ELEV =2027.24 BASIN (POND) N REQUIRED '208' POND VOLUME = 492 CU.FT. DESIGNED .'208' POND VOLUME - 540 CU.FT. CONSTRUCTED '208' POND VOLUME = 497 CU.FT. SEE DETAIL 0 OF FINAL PLAT FOR EASEMENT DIMENSIONS // \ -- / / ., \' / . -. \ . Fr) .3 \ - ∎` --16' UTILITY & Q \ DRAINAGE EASEMENT CONCRETE INLET TYPE 2 WITH METAL GRATE TYPE 2 GRATE ELEV =2027.11 13' UTIUTY & /- DRAINAGE EASEMENT / DRAINAGE EASEMENT SPOKANE COUNTY STANDARD TYPE B DRYWELL WITH TYPE 4 METAL FRAME & GRATE. GRATE ELEV. =2027.78 BASIN (POND) C REQUIRED '208' POND VOLUME = 272 CU.FT. DESIGNED '208' POND VOLUME = 595 CU.FT. CONSTRUCTED '208' POND VOLUME = 413 CU.FT. SEE DETAIL 1 OF FINAL PLAT FOR EASEMENT DIMENSIONS SWALE BOTTOM • DATUM REFER TO THE BENCHMARK DESCRIBED ON SHEET 1A OF 13 IN THE RIVERWALK SEWER EXTENSION PLANS APPROVED BY SPOKANE COUNTY MAY 16, 1995. BACK OF 6' SIDEWALK CONSTRUCTED POND BOTTOM AVERAGE ELEV =2026.71 13' UTILITY & DRAINAGE EASEMENT DRAINAGE EASEMENT TYPE B CURB & GUTTER BACK OF 6' SIDEWALK RIGHT OF WAY CONSTRUCTED POND BOTTOM AVERAGE ELEV =2027.21 SUMP BOTTOM SUMP SECTION NTS 0- PIPS SUMP 12 PIPE GRASSED & SODDED SUMP BOTTOM AREA N.T.S P r CO w a a 0 1 f m z 0 0 0 0 4e co 0 U SHEET 2S Of 4S JOB NUMBER 96106 RIVERWALK P.U.D. 1ST ADDITION SUPPLEMENTAL RECORD DRAWING SEC. 8, T.25 N., R.45 E.,W.M. SPOKANE COUNTY, WASHINGTON GRAPHIC SCALE 20 0 10 20 N - me mil. sie ( IN FEET ) 1 inch = 20 ft. 40 MISSION AVENUE t/.11 -hoe- e/i4144.1Act . 6 d5►idaul.L rt144 wd cuolid ittoKl vtet (0c43446t4 +4a c t .1A 1 OP 5i PEW& - mow 3.22-17 Z QQ Z IC STALL EELCHAIR P RIVERWALK 7TH ADDITION 1 . �,... • • • 4.. :lir,... . - .. • .imam RIDGE 2028.22 LIP OF GUTTER 2027.53 FL 028.00 MATCH EXISTING 2027.95 TC 2027.45 FL 2028.73 TC 2028.23 FL 2028.77 TC 2028.27 FL 2028.18 FL ' OSS- CUTTER LOW LINE 2028.12 FL 2028.00 CONC. 2028.45 TC 2027.95 FL LOT 13, BLOCK 1 SIDEWALK REALIGNMENT 1' -20' 4) 22 +80.53 MCMILdAN LANE MODIFIED MISSION AVENUE CROSS SECTION STA. 14 +98.96 TO STA. 15 +90.08 LT. RIVERWALK 1ST ADDITION 2027.90 2027.77 FL MATCH EXISTING 2028.16 TC 2027.66 TC DESIGNED CROSS -- GUTTER 12' TRAFFIC 30' PROP. 15' SIDEWALK, DRAINAGE R/W AND SLOPE EASEMENT EXIST. EXIST. E.O.P.,RjW 1 55' CONTAINING 5 3/4% TO 6 1/4% ASPHALT ON 6" ACCORDANCE WITH W.S.D.O.T. SPECIFICATIONS. •;i• ?h:; 8' '208' TREATMENT AND SNOW STORAGE COMPACTED CRUSHED SURFACING BASE COURSE IN MISSION AVENUE 6' SIDEWALK 12' 14' TRAFFIC 4' TRAFFIC 1 .0200 FT /FT MIN -._ . -.,... _ - �..$ 5 COMPACTED CLASS "A" ASPHALT CONCRETE ETE TYPE "B" CURB AS AL ONC CONTAINING 5 3/4% TO 6 1/4% ASPHALT ON 7" COMPACTED CRUSHED SURFACING BASE COURSE IN ACCORDANCE WITH W.S.D.O.T. SPECIFICATIONS. TYPICAL CROSS - SECTION NOT TO SCALE EXIST. 4" COMPACTED CLASS "A" ASPHALT CONCRETE 2% MIN ire 707 West 7th • Suit* spo+ca+.. WA 00204 INLAND PACIFIC ENGINEERING 200 (509) 468 -0440 FAX: (509) 468 -6844 r •10' A-. • DATUM 3. U.340 ACI /G REFER TO THE BENCHMARK DESCRIBED ON SHEET 1A OF 13 IN THE RIVERWALK SEWER EXTENSION PLANS APPROVED BY SPOKANE COUNTY MAY 16, 1995. 21.97 -f►+e, c vas qu ,mod VIa7 removed*" covtis•trwjr.„1 - 'ITZW 3-4 7 (, 1 t f 0 2 3 z 0 >- m � ; G r CD zO 0 -- W O L_1 Z 0 E- Q o SHEET 3S of 4S JOB NUMBER 96106 PROPERTY UNE PROPERTY LINE RIGHT OF WAY BACK OF 6' SIDEWALK TRACT " D" TYPE 8 CURB & GUTTER 9 BACK OF WALKWAY PROPOSED EASEMENT w L KEYSTONE WALL TOP OF BERM ELEV - 2028.87 --\ 1 W r n N I � �.,.OQ- N60'03'02T KEYSTONE WALL 00 O 60.00' _ _ -' -' - - N60'00'02' E i 0 tp 0 N POND BOTTOM 25' DESIGN ELEV.= 2027.00 N60'00'02" E BASIN (POND) M BACK OF WALKWAY to 0 N ELEV. =2027.36 — DESIGN POND BOTTOM AVG SLOPE 0.0127 INDIANA AVENUE WWP POWER LINES (APPROXIMATE LOCATION) N i ` 1 I \ 1 19.00' N60'00'02' E REQUIRED '208' POND VOLUME = 331 CU.FT. EXISTING '208' POND VOLUME = 400 CU.FT. AS—CONSTRUCTED POND BOTTOM PROFILE H: 1 "= 5' V: 1' = 1 FOR CARBON CONTENT RESULTS SEE PROJECT CORRESPONDENCE • 2 to O N . — __ WWP POWER LINES (APPROXIMATE LOCATION) 3' UTILITY MINIMUM 000 16' UTILITY 4c DRAINAGE EASEMENT 0 rn N N RIGHT OF WAY DRYWELI. RIM 20'27.6 202 7.08 0. PEDESTRIAN RAMP rn SPOKANE COUNTY STANDARD TYPE B DRYWELL WITH TYPE 4 METAL FRAME AND GRATE MCMILLAN LANE EDGE OF ASPHALT 2027.38 ± EDGE OF PAVEMENT MCMILLAN LANE ATE ACCE P , GRAPHIC SCALE 0 2.5 5 ( IN FEET ) 1 inch = 5 ft. 10 N 0) n z 0 0 tn z 0 SHEET 4S OF 4S JOB NUMBER 96106 10 00 STATION 1 (FOUNTAIN AND LANDSCAPE AREA) (31) TORO SPRAY HEADS ---- R .0. 1 14. 6' SIDEWALK 6' SIDEWALK INDIANA AVENUE 1" PVC CL200 STATION 3 (30) TORO 570 SPRAY HEADS 13 +00 — 4 1- 0 ENTERANCE MONUMENT STATION 10 STATION 3 7 - STREET /STOP SIGN 0-- - ---0- (14) TORO SPRAY HEADS (5) TORO SPRAY HEADS 13' UTILITY & DRAINAGE EASEMENT 1" PVC CL200 16 +00 6' SIDEWALK 6' SIDEWALK 17 +00 -- I INDIANA AVENUE 18 +00 1" PVC CL200 (TYP.1 16'UTIUTY& DRAINAGE EASEMENT 2 1/2" MAIN --I (PVC CL200) IN 6" SLEEVE —0 " POLY RETAINING WALL © In 1 \ WATER METER / \ (SEE DETAIL) RAIN DIAL 12 STA. EXT. CLOCK ON POWER PEDISTAL CONTROL WIRE SLEEVED W\ 1" SCH. 80 (12) TORO SPRAY HEADS 15+25 44 INDIANA AVENUE = 19 +94.07 HARMONY LANE THE. ENCLOSED AS -BUILT IRRIGATION PLANS ARE SCHEMATIC IN NATURE AND REPRESENT THE AS- -BUILT IRRIGATION SYSTEM INSTALLED AS A PART OF THIS CONTRACT. THESE PLANS ARE NOT INTENDED TO REPRESENT ACTUAL CONSTRUCTION REVIEW ON THE PART OF THE SEALING ENGINEER OR INLAND PACIFIC ENGINEERING CO., RATHER THEY ARE A REPRESENTATION FROM FROM THE IRRIGATION CONTRACTOR ARTISTIC LANDSCAPE. TO THE GREATEST EXTENT POSSIBLE, ALL HEAD AND CONTROLLER LOCATIONS HAVE BEEN FIELD VERIFIED. 13' UTILITY & STATION 2 (27) TORO 570 SPRAY HEADS DRAINAGE EASEMENT I I 1 1 \ \ \ FOUNTAIN 16' UTILITY , & DRAINAGE EASEMENT 1" PVC CL200 STATION 10 (30) TORO 570 SPRAY HEADS 2" BALL VALVES 1" POLY TO FOUNTAIN STATION 6 (20) TORO 570 SPRAY HEADS HOSE BIB REDUCER WATER METER AND CONNECTION DETAIL NOT TO SCALE STATION 7 (66) TORO 570 SPRAY HEADS DOUBLE CHECK VALVE W/ BACK — FLOW PREVENTOR (2" FEBCO) AND QUICK COUPLER CURB STOP VALVE WATER METER 2" GALVANIZED MAIN 2" TEE - 8. (9) TORO 640 (11) HUNTER PGP TO 8" W.M. 1" PVC CL200 © ----@ STATION 4 (11) HUNTER PGP (9) TORO 640 SPRAY ROTORS U 0 PLAT BOUNDARY 13' UTILITY & DRAINAGE EASEMENT 13' UTILITY & DRAINAGE EASEMENT 2 1/2" MAIN (PVC CL200) • ■ 1 / 1 ©- R.O. FENCE STATION 5 (11) HUNTER PGP (9) TORO 640 SPRAY ROTORS (9) TORO 640 (11) HUNTER PGP (� .------ - - - --@ CCU - -- STATION 9 (66) TORO 570 SPRAY HEADS STATION 7 O LEGEND 0 1 — 8" ROUND VALVE BOX 1 1/2" HARDIE VALVE W/ FLOW CONTROL 2 1/2" PVC CLASS 200 1" PVC CLASS 200 TORO 570 SPRAY HEADS HUNTER PGM SPRAY ROTORS TORO 640 SPRAY ROTORS HUNTER PGP SPRAY ROTORS GRAPHIC SCALE (IN FEET ) 1 inch = 20 ft. .••� G OVNTY ENGINEE g el OFFICIAL PUBLIC DOCUMENT C1 0 ORIGINAL "AS- BUILD'S" CERTIFIED RE R ' i INGS PROJECT #: 1 I► DATE ACCEPTED: GRAPHIC SCALE (IN FEET ) 1 inch = 20 ft. UNDERGROUND SERVICE ALERT ONE -CALL NUMBER 456.8000 CALL TWO BUSINESS DAYS BEFORE YOU DIG .kR�x3 i`:t SEC. 08, T.25 N., R.45 E.,W.M. SPOKANE COUNTY, WASHINGTON 0 Z J m CO : c c . z m J Q w z 0 Q Q 0 u u C a. : 0 r- w JOB NUM El F` 96106 Z 0 f < IY 0 0 `t o 1~-- ` r <C 0 Q Li! 0 > E2 1- w w w w R.O F4- R.O.W. 13' UTILITY & DRAINAGE EASEMENT t. 13' UTILITY & DRAINAGE EASEMENT - -c — : 2 1/2" MAIN (PVC CL200) 1" PVC CL200 STATION 5 HUNTER PGP 19 +00 20 +01.20 INDIANA AVENUE = 22 +80.53 McMILLAN LANE STATION 8A (20) TORO 570 (34) TOTAL SPRAY HEADS 16' UTILITY & DRAINAGE EASEMENT STATION 9 (66) TORO 570 SPRAY HEADS - o- --0 - -- 25' a 00 2 1/2" MAIN & LATERAL FROM STATION 8A (PVC CL200) IN 6" SLEEVE 25' 1" PVC CL200 INDIANA AVENUE 21 LEGEND 2 1/2" MAIN (PVC CL200) 16' UTILITY & DRAINAGE. EASEMENT 1 - 8" ROUND VALVE BOX 1 1/2" HARDIE VALVE W/ FLOW CONTROL • - ---- -- 2 1/2" PVC CLASS 200 1" PVC CLASS 200 O TORO 570 SPRAY HEADS �► HUNTER PGM SPRAY ROTORS O HUNTER PGP SPRAY ROTORS SEC. 08, T.25 N., R.45 E.,W.M. SPOKANE COUNTY, WASHINGTON 00 6' SIDEWALK 6' SIDEWALK 2 1/2" MAIN (PVC CL200) IN 6" SLEEVE e 1 1/2" STOP STATION 8A VALVE (14) TORO 570 (34) TOTAL SPRAY HEADS R.O.W. —1" Pvr 21+66.20 PHASE 1 BOUNDARY '-- STATION 88 (12) HUNTER PGM SPRAY HEADS G O V NTY ENG1Ns o 4 ,04 O � OFFICIAL. PUBLIC DOCUMENT °F ORIGINAL 'AS- BUILTS" CERTIFIED RE' • R' o• • NGS PROJECT #: DATE ACCEPTED: • POND BOTTOM 10 20 ( IN FEET ) 1 inch = 20 ft. 23 GRAPHIC SCALE MOM 80 UNDERGROUND SERVICE ALERT ONE -CALL NUMBER 456.8000 CALL TWO BUSINESS DAYS BEFORE YOU DIG 0 ( THE ENCLOSED AS —BUILT IRRIGATION PLANS ARE SCHEMATIC IN NATURE AND REPRESENT THE AS —BUILT IRRIGATION SYSTEM INSTALLED AS A PART OF THIS CONTRACT. THESE PLANS ARE NOT INTENDED TO REPRESENT ACTUAL CONSTRUCTION REVIEW ON THE PART OF THE SEALING ENGINEER OR INLAND PACIFIC ENGINEERING CO., RATHER THEY ARE A REPRESENTATION FROM FROM THE IRRIGATION CONTRACTOR ARTISTIC LANDSCAPE. TO THE GREATEST EXTENT POSSIBLE, ALT_ HFAh ANn r'ONTRQLLER LOCATIONS HAVE BEEN FIELD VERIFIED. z 0 cr w v O z } 0 w z U N O z 0 0 ce 0 w 0 0 z n rn N 0 N t o m w O I SHEET • 2 of 2 JOB NUMBER 96106 PROJECT AREA (SH 1/4 SECTION T 25 N., R 45 E H.M.) • TITLE SHEET INDIANA AVENUE HARMONY LANE BALDNIN LANE AUGUSTA LANE McMILLAN LANE BARKER ROAD STA. 14+50.00 - 24+00.00 MISSION AVENUE STA. 10+00.00 - lq+00.00 DETAIL SHEET DETAIL SHEET BASIN SHEET BASIN SHEET SISHT TRIANOLE DETAILS APPROX. LOCATION 3/8' REBAR TO BE SET AS TBM PRIOR TO CONSTRUCTION. CLEAR VIE TRIANGLE X. LOCATI6N 345* REBAR SET AS TEIM PRIOR TO OklaW1'2' &ENERAL NOTES - STREET SPECIFICATIONS AND OENERAL PROVISIONS THE CONTRACTOR SHALL GUARANTEE ALL MATERIALS AND WORKMANSHIP FOR A PERIOD OF ONE YEAR FOLLOWING FINAL AFPRoVAL. BY TI-IE ENEMIES?. IT HILL BE THE RESPONSIBILITY OF THE CoNTRAcTOR TO CONTACT ALL APPLICABLE UTILITY COMPANIES AND HAVE THEM FIELD LOCATE THEIR UNOERSROUND LINES. ANY DAMASE CAUSED BY THE CONTRACTOR SHALL BE IMMEDIATELY REPAIRED BY HIM AT HIS EXPENSE. THE WASHINGTON STATE DEPARTMENT OF TRAIASPORTATION 15 HEREBY ADOPTED FOR THIS PROJECT. A. ANY CONFLICT** UTILITIES SHALL BE ReLOCATED PRIOR TO INSTALLATION OF ROAD OR DRADIA0E FlAcusnes. B FOR CURD GRADES LESS THAN.02410.006 FT/FT), A WASHINGTON STATE-LICB4SED PROFESSIONAL. SURVEYOR SHALL VERIFY THAT THE cURB FORMS ARE AT THE CORRECT DESIGN BRACE AND ELEVATION PRIOR TO FLAC5-1ENT OF URBINO MATERIAL. ALL HORK SHAL.L. BE AND 15 HEREAFTER GUARANTEED BY THE CONTRACTOR FOR A PERIOD OF ONE YEAR FROM AND AFTER THE DATE OF FINAL ACC,8 OF ALL THE NOR T THE OWNER. I. WITHIN SAID GUARANTEE PERIOD, REPAIRS OR CHANGES ARE REQUIRED IN CONNECTION WITH THE 6UARANTEED WORK, WHICH IN THE OPINION OF THE ENGINEER, IS RENDERED NECESSARY AS THE RESULT OF THE USE OF MATERIALS, EQUIPMENT, OR WORKMANSHIP 41C44 ARE INFERIOR, DEPECTIVE, OR NOT IN ACCORDANCE WITH THE 'TERMS Of THE CONTRACT, THE CONTRACTOR SHALL, PROMPTLY LEON RECEIPT OF NOTICE FROM THE OWNER, AND WITHOUT EXPENSE TO THE OWNER, (A) PLACE IN SATISFACTORY CONDITION IN EVERY PARTICULAR ALL OF SUCH GUARANTEED Ie4ORK, CORRECT AU- DEFECTS THEREIN/ (B) MAKE 600D ALt. DAMAOE TO THE SITE, OR EQUIPMENT THEREON, WHICH IN THE OPINION OF 'THE ENGINEER, 15 THE RESULT OF THE USE OF MATERIALS, EQUIPMENT OR WORKMANSHIP WHICH ARE INFERIOR, DEFECTIVE, OR NOT IN ACCORDANCE WITH THE TERMS OF THIS CONTRACT; AND (G) MAKE 000D ANY WORK OR MATERIAL ON THE 511E DISTURBED IN RA-FILLING ANY SUCH GUARANTEE. IF THE CONTRACTOR, AFTER NOTICE, FAILS WITHIN TEN 00) DAYS TO PROCEED TO COMPLY WITH THE TERMS OF THIS GUARANTEE, THE OWNER MAY HAVE THE DEFECTS CORRECTED, AND THE CONTRACTOR AND HIS SURETY SHALL BE LIABLE FOR ALL EXPENSE INCURRED; PROVIDED, HOWEVER THAT IN CASE OF ANY EMERGENCY REPAIRS MAY Be MADE WITHOUT Nonc E1t45 ismeN TO THE CONTRACTOR AND THE CONTRACTOR SHALL PAY THE COST THEREOF. SUCH Et•ERGENCY REPAIRS SHALL BE MADE BY OTHERS ONLY IN THE EVENT THAT THE CONTRACTOR CANNOT BE LOCATED. THE CONTRACTOR 15 RESPONSIBLE FOR CONTACTINS ALL UTILITY COMPANIES EIWORE ANY CONSTRUCTION. ANY DAMAGE TO UTILITIES CAUSED BY THE CONTRACTOR SHALL OE REPAIRED AT HIS EXPENSE. (5H 1/4 SECTION 5, T 25 N., R 45 E H.M) GUtvE RADIUS L1310T14 TAN66f DELTA HI 22.00' 3456'. 22.02' 40•03 42 22.00' 34.54' 2196' 64'5652' }4s 22.00' 3458' 22.02' 40•05~06 134 2200' 9454' 2196' 64'5652' H5 2600' 31.04' 22.46' 81•37 146 : 23.00' 3556' 2244' 68•35 142 22.00' 3458' 22.02' 40•03'08' re 20.00' 31.4o' 1496' 69'5652' R3 3000' 40.10' 23.69' 16'3513' 1[4 /vnf 4SLl , R� Arnr L IS& P R6 • 2000' 53.46' 2274' 47 Y RIVER 14+35.00 H =10+00.00 F.5. 2030.1 E.G.R. 1 5.20 E ONY LANE 13496. P5. 2050.113 M F5.202977 TA B.C.R. 10+35.47 ST 5+ F5. 202676 ELR 14+1047 P5.2024.46 P.l.V.G. ST P.I.V.G. f .. 100.0 =16+00 = 2028.1'1 ' VG 11 +38.16 =9 +44.13 F.5. 2024 = 2028.6 A = 16+0556 T =16+00 = 2028.45 •9' VG z16+00 = 2028.17 ' VC ALDWIN 56 T F.S. 202671 ,.3.2026.64 • F5.202478 P.1 V.G. ST P.I.V.G. 100.0 16H POINT 16H POINT 5 P.I V.G. 5T P.I.V.G. 100.0 BL 10+31 P.S. 2028. =16+00 = 2024.1► 'VG = 2029."1 A = 11 +85.34 = I8+00 = 2030.05 ' VG = 18+00 = 2024.11 ' VG 17 +745 F5.2024.50 MG P5.2024.13 Pi. P.I.V. STA. 14440.00 LOWP LOW P P.I. P.I.V .G. STA = 14 • ELEV = 20 50D0' VG INT ELEV = INT STA = 1 .G. STA = 14 ▪ ELEV = 20 50.00' VG .G. STA = Iq . ELEV = 20 50.00' VG Lit 14+526 T.F.G. 2025:T7 028.41 +24.61 25 8.22 O B.G.R. 14+47.41 G. 2028. 4440.1b 1 T 2024.04 M.G T.F.C. 2028.43 6.13. 14 +7401 P5. 202546 ELR 546656 IND MLR T L. 2024.2 E.G.R. 4+74.24 IND T.F.G. 2026.86 B.C.R. 20+4041 G. Iq +44.01 HA =5 +2455 IN F.S. 202q.3 ANA Avt311E SLR. 5462.42 1 M.C.R. T G. 202422 E.C.R. 20+31.08 TFL. 2023. ONY LANE IANA AVENUE 2030 LEFT RIeHT 04P.) 10+ =16 F.S. T.P.C. 2034.65 2035 0.00 HARM S.R. .G 16+6154 MI . 034 M FS. 203433 E.G 1 F.S. 2034A2 M TP.G. 2O444A7 : L,: 1• 1. 3 L. 2034 P.I.V.G. 5 P.I.V.G. --.1 50. --i 50D P.I.V.G. 5 P.I V.G. P.I V.G. 5 P.I.V.G. EL -1 50. = 10+50 = 2033.61 ' VG ' VG F-- = 10 +50 = 2033.95 s 10+50 = 2033.61 ' VG E.C.R. 10+6303 5. 2031. BL - 11453. F5.2002.63 2+ F5. 2001.91 2030 21b2 MISSlO 2034.40 2035 2030 z N 1L O 0 m N ai O nl 0 UTURE SANDU cTi O N O N m O (N ENI5TIN6 8 4UUND MON 0 • m EX15T1N6 GROUND N O 11 +40.00 HA = 10+00.00 F.5. 2032.55 ONY LANE FINISHED 012AM -1.0096 N N 0 0 111111/1 FINISHED 6RA17E + N Nem 0 N a N N N 1l th N N N N 0 N N N N u) 0 N vs- N N tr 8 m N Nt- O O O N m N rci N 2025 2025 2025 111111111 LEFT (.O PROFILE SCALE : HORIZONTAL I " =50' VERTICAL: I " =5' T L. 2034.4 L ■31.4$' B.GR 10+5153 .._ :■ - V_ T. • B.GR 13+6.97 FS. 2030.16 46.14' .R. 14+10. P.S. 2029.46 L- 31.40' M _ ' F.5. 202441 STREET 516N B.GR 10+35.41 WITH MET GRATE TYPE 2 STA. - If..O4 ORATE _ - . 2026.42 OFFSET 19 ' MOW WITH t 125 L.F. 12' G.H.P. • US GRADE A li: TYPE '9 DRYMQL WITH TYPE 4 METAL PRAM AND SRA STA. 11s0.00 .00 ORATE ELEV. 20115111.44 OFFSET 1 MOOT H 11 5.2024 H6 L=135' GR n WITH METAL ORATE TYPE 2 BAL.DWIN LAZE �ia.. :'i1' . 3 lima F5.2024 3180 5. 2028.'iTk11 ELR 10450.11 •. N 5.20283#.3( I .GR 14+41.41 G. .L4 E.GR 546656 INDIANA AVIEN L. 20 • aCt.24 WITH BETA. GRATE TYPE 2 STA. 16+171! o4. GRATE ELEV. 202154 OFFSET 55' LEFT WITH * 36 LF. 12' LUMP. • KM GRADE lima Ili.. .4111 ` +�..�► TA I5+06.46 NV. OP WA • 24.06 ST 15+ NV. ELEV. �....:�1 . 4 i�.�. .all �.•..• •.. ►. ..lt mac• ..:• TP.G. 2034 STREET AHD STOP 51 B . 11+53.41 F5.203263 OVELENTS 11.15' 0 P.S. 2031.41 L051.40' POND K MLR SEE SHEET BLR 10435.41 FUTURE SANDUSKY 5H STA. I3N .46 NV. _ . 203051 ST 13+1641 OP BERM 2081.01 STA 13+21 2 &RAPE TO .51 14+15.12 PG =16+56.86 (WADE TO DRAIN 1141641 L•24.02 • • • • • N • N • Epee OP PAVEMENT N TOP PACT OF CUM NOTE: DATA FOR EP6E OF PAVEMENT AND TOP FACE OF CURB EXISTING EDGE OF PAVEMENT EXI5TIN6 RIGHT OF WAY SAWGUT 1' OF EXISTING PAVEMENT TO FACILITATE PAVEMENT INSTALLATION 10 +00.00 HARMONY LANE =16+2/.62 MISSION AVENUE F.5. 2034.40 3EE SUPPII.EMe.NTA L DW4 FOR 5I6HT TRIANGLE INFORMATION SEE ril ELT 'IC. 44 701 WM 7a• WA INLAND EiC PACIFIC ENOINURINQ 41'140 4604844 F5.2054.63 FUTURE RIGHT OF WAY 11+00 DATA FOR 4'f PERFORATED PIPE, 15' L. CULVERT u 62 STA. IN 11+62.62 1440742 11.26.16 STA. OUT 11 +17.62 14+2262 11+10.66 0I SET IN 1650' LOT 1650' LIFT 16.46' LEFT OPFSET OUT 1650' LET 1650' LEFT 16.45' L.E T 203171 202426 202335 ELEV. OUT 2051.41 202696 2026.05 NOTE. PLACE PIPE HI1H HOLES D0144 RIGHT OF WAY 7- FUTURE ACQUISITION FUTURE 15 ELR. 1544008 M155 M 5. 203 AVENUE 12 GRADE TO DRAT 5. 5. 205 12+00 1 1 DAM 3A 313 3G STA. 15+25.10 16+20.10 10436.06 AUGUSTA TOP 3E41 U.V. E 2026.12 202621 2024.13 U'S1REAM TOE OF BERN•► 2021.42 202741 202333 DOHf15TREAM TOE OF DEW 207134 202734 2021.42 I1 +40.00 HARMONY LANE = 10+00.00 FUTURE SANDUSKY RIVER LANE F.5. 2032.55 EDGE OF PA 1 NT . I 1 I 5 2031.71 • t.3 •T• PROJECT 80UNVARY E.C.R. 10+36.03 FUTURE SANDUSKY R1Vfl2 LANE SIDEkU•LK EL 10+36 F5.202435 14400 STATION AND ELEVATION FOR CHECK PAM 2052 1 15+00 HARMONY LAND 16400 11 +3818 HARM • NY 1'1400 - 4.�.. _alt r .•..� TYPE • A • • - = ' WNiTH SOUP LOGKIN6 UP STA. 14+40.00 GRATE ELEV. ,r7027 10 oiiser n' 3 PT= 8 +1154 RIGHT 1, WAY 6' 51 16+00 POND 6 SEE SHEET 9A L•30.65' TYPE "tr PRI ELL WITH 50UD LOCKING UD BALDWIN LANE WITH METAL - ' TYPE INDIANA A / 1 POND P SEE SHEET 4A TYPE = DRYWE31 WITH TYPE 4 METAL PRAMS AND ORATE 3ALD441N LANE SlP ' 4 LK liteRPRAIN Lu9.66' 5TREET STOP RECORD PRAWI NC L ■24.02' RIGHT OF WAY PR0 T 80UV.'RY 1E X 9121 P.G. iq+g4.01 1 HARMONY LANE =5+2q.55 INDIANA AVENUE F.S. 2024138 TYPE "B" DRYME3L 141111 TYPE 4 METAL FRAME AND ORATE INDIANA AVENUE POW B SEE SHEET 9A 6' SIDEWALK (SEE DETAILS) 2 'NAM RE V!EWEP THE CONS r ucTIQN4J`ID ro lHY KN'WLRD4E FIND 'Taro 85 II'J 5485TANTIAL CONFORM WITH THE APPM7YW PLANS AMP S Ti4NDACP SPEC IP'C 4 TIo,v As wary D. FUTURE: i P.PR0. !.::NTS 13'. DRAINA6E SLOPE UTILITY EASEMENT. (SEE LANDSCAPE PLAN BY THE BER6ER PARTNERSHIP, P.5.) SCALE: 1 INCH = 50 FEET 1 141,koit i ac ntavols: 4/)Dt 6M/95 XS ca LEGEND STREET 516+1 STOP AtE, • DRYWELL RAMP CHECK OM CURB INLET 0 t:).o a) cu tID rid o 1 4 0 r4 0 OD co el ei ai 0 SHEET LEFT (SOP) RIGHT (SOP) z 2030 1WAI 1111111 _ F5. 20 2025 BL ; I 2 • 5. 20287 INE 2030 z 2025 2030 z 1 X t. O 8 N 0 O N N N _ O N O EXI5TIN6 eNOUD FINISHED GRADE EXI5TIN9 eR01Jiv FINI510D GRADE EX1571NB eROUND FINISHED GRADE m N N m WIN LANE HARMONY 56 LOW POINT LON row 5 PiVG. 5 PJ.V.G. P.I VG. 5 PJ.VG. • 2016.45 A• 104556 • 1060 • 2028.3* VG ST 13+25 F5. 2090.98 • PJ.VG. 5 P.LVL. 100 Niel+ POW HON POINT 5 PJ.VG. 5 PJ.VG. 100 PJ.VG. 5 100 • 10+00 • 208015 ' VG • 70aG1 A • 15444A4 • 10.50 • 1001.10 VG • 15+00 • 205095 ' VG AVG. STA • 14. VG. ELD/ • 2050 POINT 9.@V • POINT STA • 14. AVG. STA • 14+ VG. & V • 7000 300+0' VG 5T 13+15 F5.205095 J.V.G. STA • 14+ VG. EEV • '050 50.00' VG . r. r F5. .7. F5. 209057 1443131.B = 19+58.83 F.5. 2031.2 6 : . 14+64.11 F5. 2025.65 06014 N 0.601 on N O N O O .111 i 11� �- Aqui z z 2025 2025 2025 LEFT (LOOP) RIGHT (SOP) INE 10+00.00 = 14+35.00 F.5. 2030. ELR 14.10.41 .20'. BLR 13+48.97 .5 2030.18 M_G . 2029. B.G.R. 10+35. . 2024 MG F 202971 EL _ 10+56. 024 PJ.VG. 5 P VG. 50 * • LOW POINT LOW POINT PJ.VG. 5 P V.G. 50 IQ PJ.VG. 5 P V.C. 50 • 202411 TA • 10+45 • 10.60 is 2024,46 VG tX15 f INEs FINISHED 11 +25.00 E • ERECT TE W.S.D.O.T. FS. 2030 ORARY TY ARRIER q LEFT dEOP) RIGHT (DP) 2030 INE 2030 z N 2025 2030 m N O N z 159 2030 2030 LEFT (f.OP) RIGHT (EO INE PROFILE SCALE: HORIZONTAL; 1 " =50' VERTICAL: I " =5' CARVE 81 82 H5 H6 RADIUS 22,00' 22.00' 26.00' 25.00' LENGTH 52.21,' MAO' 3104' 3556' TANGENT 14.64' 25J2' 22.45' 22.44' DELTA 54•04'4+• 97 81'97+05• 88.35101• PG 4 +44.13 B =I1 +38.18 FS. 2024 22 ‘4 CARVE DATA FOR WOE OF PAVEMENT EG • 17+7455 HARMONY P.S. 2024* 9+44.13 IN LANE NY LANE h+t8.47 HARMONY LANE POND 8 SEE SNEET 4A 41 17+04.11 HARMONY .00 11+00 42 J'1 35 12.00 .R. 10+30.11 B ' 14+41.4 M 5. 2050/44. '73 6 = . 14.64.11 F 20'15.68 _ B2 51614 2000.11 BLR 14+34.6 •.. T..•. :• ORThEL . 14111)4 N5 LID 4.04 GRATE . 20250434 SOLID STA. TOP OF OFFSET 17' RI6NT L•50.65' B R 10+3 L ■29.67' 6E OF PAVEMENT 2051 POND P SEE SH ET 913 34 SALDNIN 6' SIDEWALK 151E DETAIL* COMMON AREA FUTURE IMPROVEMENTS • 2052 33 LANE 14400 sul eMg INLAND pa PACIFIC ENGINEERING 707 West 7th* Bulb 200 (500) 458-6840 Spokane, WA 90204 FAX (509) 458 -6844 1 STA.. 14t 50 Lanes t•nsNT PT = 14+81:11 NOTE: FOR 5I6HT TRIANGLE INFORMATION 14+81."11 BALDWIN LA SEE SHEET 9C. =19 +58.83 MCMILLAN LANE F.5. 2031.22 19+3093 M al1U /W LANE SIDEWALK DRAINAGE, SLOPE, AND UTILITY EASEMENT (TYP) J gave Ke v /EWEO TH. CONSTRIICT/ONallo TO MY A' WCEEOGE o /t re) /11 613574 AlT/4L CONFORMANCE Wl771/ T I/f Ar /PROVED PLANS 4140 STANP4 RP SPECIF /C47740145 AS14A,TOO. or 4A aft. 2025.65 SCALE; 1 INCH = 50 FEET SEG. S, T25N, R45E, 1/4.M. STATION AND ILEVATION FOR Qt K PAM DAM I STA. ITOP BLTiM ELEV. UPSTREAM TOE OF BERM IDOA/STREAM TOE OF BERM 202656 202854 6 10 +00.00 AUGUSTA LANE = 14+35.00 HARMONY LANE F.5. 2030.10 D 14+15.2 HARMONY LANE 4 l0 6' SIDEWALK (SEE DETAILS) 1 0.00 11.00 EDGE OF PAVEMENT CONCRETE INLET TYPE 2 1411'H METAL ORATE TYPE 2 HARMONY LANE 24 97 4+ F.B. 2021.53 RIGHT OF WAY 1 STAND FRAME AND GRATE AUSUSTA LANE CURVE 10 H4 RADIUS 2200' 22.00' I.Ni6TN �fse' • '5454' TANGENT 22.02' 21.96' DELTA 90•03'Ob' 69'56'52' PROJECT BOUNDARY r^ • 6 ;. 10+14 .5. 2029 • 1 .�_�•.� F5. 2029.46 F5. 1029:17 L•51.40' 11 +25.0 NV. ELEV. 2026.63 6' SIDEWALK (SEE DETAILS) PROLIEGT BOUNDARY END CONSTRUCTION ERECT TEMPORARY TYPE 1I1 W.S.D.O.T. BARRIER F.5. 2030.59 r;.;TURI I t •PRO v t.:NTL CURVE DATA FOR EDGE OF PAVEMENT 6/)0A) 1 112CP1R: 9/29/96 6/21/95 JOH LEGEND '-�- SWEET 51614 •,(� STOP AND T STRUT 516N ! PRIMIlL 1112? PEPE57RIAN RAH' U z O A 1 1 1 0 ro rid 1 w 0 •4' /1 0 (1 0 0 04 SHEET LEFT tAPJ RIGHT (ED?) 64•04'44' 40 MVOS SWAMP PINI ? WADE - -0.601 14+41.14 .6D MLR. 5. 205051 I9 +58.83 Mc =14+81.'71 IND F.S. 2031.22 ILLAN LANE ANA AVENUE P.I.VL. STA • 23•2.' O.N • 202134 .F .2021.40 (4t oN c' �N P .I.VL. 5TA • 22 + 2t PL VL. • - _ • 2021 L. 2028.28 .R. 4+63.10 1,.• • 22 +80.36 M =10+01.20 1 F5. 2028. STA. 22+5136 0 - CROSS R FL. 202146 .GR 10+38.10 2030 LEFT (TPA) ..�. .vk •_ :. •G. .-22+&O.si16 MLMILLAN LANE =10 +01.20 INDIANA AVENUE F.S. 202834 2030 RIGHT r HAVE QE vIEWA',v THE CON57w?l cnoN AND TO NY /'N WLFDl1 F FIND /T re) , E S[ S 5TAN7Z4h CONFDPI MNCE WIT// THE APPiW VED PLANS AID STANOA RP 3PACIf7C4T14W3 45 /WED. IM MO; ; V/113/90 PROFILE SCALE: SHEET RIGHT (EDP) INE 2030 2025 2030 2025 4 O 8 N O N m N 0 N 0 LT' 0 N P ( ( N N r, N 0 N N N EXISTING 6 N N O O N 4 N Iq _ 3 q2 0 00.00 • Mai EXISTING GE 'TERLINE - " ' 1111 F.S. 202'1.85 0 N N N N 0 N N m N 0 1111 11111 2030 2025 2030 2025 RIGHT (E .O.P ) INE PROFILE SCE: HORIZONTAL+ 1 " =50' VERTICAL' I " =5' GLFLV! DATA FOR TOP FAGS OF CURB CARVE 1 RADNJ5. 1 LJ316TN 1 TANGENT 1 DELTA g0•ON52' RI 20.00' 31.43' 20 .01' R2 20.00' 31.41' 19.49' 69'S6t06 - _ • 1! t . ♦:• :LAP., . -•! -1.- .. MO OW MD 11111••••111■011011•1110■1111•1111010 MO OOP OM OW OW DESIGN DEVIATION FOR NON - CONFORM I N6 INTERSECTION SEPARATION DISTANCE M E. 20211'5 STREET STOP B.C.R. 0+390 0 1.6. ; •!4 a 1:....- .10.:11:F ATE T UNDERGROUND CABLE AND PIBER OPTIC 516N oPFSET 223' RI614T ATtT �IBFit OPT1G NE � RIGHT • WAY 5' e 51TION AREA POW PHONE PEDESTAL STA. 1.5+I050 OFFSET 265' R16HT EXISTING ED6E EXISTING OF PAVEMENT RIGHT -OF -WAY 16+00 6&ATE VALVE SECTION AND CENTER LINE UTILITY POLE W/ STREET LIGHT AND BELL PHONE PEDESTAL STA. 16+52.20 OFFSET 211' RIGHT SHUT -0!T NOT A PART NOTE 0 STA 16440 PHASE i TO DRAIN STA. 0•61.16 ROAM MINE 11400 ONIMOIMIMIIIMI■0 IOW . T W 6RA56Y \ 20 202e POWER FQLE STA. 16+5220 oF1'SeT 21.1' MOOT t II?+00 E ::iS11NG IMPROVEMENTS M .D.R. • 14+00 1411 8 xi: J5' Ad IF* APA -An B.GR 16+63. P.S. 202112 ECG 0+36.46 INDIANA Av 4E F3. 2026.15 WATER ELBOW -.•• 36.83' dank NOTE: FOR S16HT TRIANGLE INFORMATION SEE SK ET qC. ROAD 0 +2 +o0.0 o N I A� AVENUE o o.o F.S. 2021.g5 —2m' 8 .5. BARKER ROAD 21+00 3 UTILITY AND PHOt PEDESTALS AT+I T FIBER — — — .00 orrser 265' RI61iT POWER POLE 22400 12' PRIVATE DIRT ROAP STA. 22+6630 MIDPOINT O1' DRIVE INDIMA Avg e)10 - 1 NOT A PART Ib' PRIVATE DIRT ROAp STA. 25+62.50 OF3'5tT Is' RIGHT 1 1 r —r 1 1 1 1 1 1 STA. 25.t1.2O OFFSET 71' RIGHT STA. 25+35460 OFFSET' 2I' mew 2%00 IOW 24.00 STA. 25+50.42 OFFSET 35' RJoiT SCALE: 1 INCH = 50 FEET SEC 8, T25N, R45E, H.M. .Mm . LESENt STOP AND STREET SIGN ® PEDESTRWJ RAMP • PRY141.L CURB INLET b'u 0 a. 0 0 U 0 4-) 0 g t3 T Q as 0 0 0 0 0 0 i x a SHEET I nor rearm"' NOTE' SAWCUT 1' OF EXISTING PAVEMENT ON NORTH SIDE TO FACILITATE PAVEMENT INSTALLATION © 1Rov106 A 'SPRIMK(. Q S►iSrfifitn Nte itA4 . itorQuitarmeoTs aF 4kgrAt4 wry 44 RL46k - i1'N STM'DAQOS Fe "2Db' sA.AttS CTN'piti :r; NOT A FART FUTURE 10' AG*ISITION AREA MIRE R OHT -OF- AY LIMITS \ AT*T FIBER OPTIC LINE PROTECT IN PLACE 6ENER.AL NQTE5 1 . GRAVE L BACKFIUL- QUANTITY FOR DRYWEU-Ss TYPE 'A' - 30 CUBIC YARDS MINIMUM / 42 TONS. TYPE "B - 40 CUBIC YARDS MINIMUM / 56 TONS. 2. SPECIAL BAGKFILL MATERIAL FOR DRYMELLS SHALL CONSIST OF WASHED 6. 6RAVEL PROM I' TO 3' WITH A MAXIMUM OF 5% PASSES THE U5. NO. 200 5GRM, AS MEASURED BY M EIGHT, MAY BE CRUSHED OR FRACTURED ROCK. THE REiMMNIN6 qO% SHALL 13E A MAXIMUM OF IQ% NATURALLY 1. C C URRIN& UNFRACTURED MATERIAL. 3. CONCRETE SLAB SH AU- BE GLASS 3000 CONCRETE. TYPE 4 ORATE COVER 1 IIAl11 A4 2' -0' 4 I mo . BACK? ' 10' EASEMENT FOR UTILITIES, AND SLOPE 0' SECTION LINE: MISSION AVENUE (SY J EXISTING PAVEMENT 42‘-. EXISTING _ FUTURE ACQUISITION ..- 12'-- w++- ^ 12'- -w-•-- 4' TRAPFIG TRAFFIC LANE 251E MIN. TYPE V STANDARD PRECAST DRYYAELL \10 SCALE 1 ISTURBED SOIL � r . T ► E A magu II' MORTOR IN PLACE ANNZ 10' 1011 MIN _SLOPE To r1MZE ACQ. BOUNDARY TG - 1.00 SPH L4 CONCRETE PAVEMENT CI- 6' CRUSHED SURFACING TOP COURSE ABRIC LINER FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-I 10' 25' OR SLOPE CATCH POINT T 15 208 TREATMENT AND SNOW STORA6E 15' 21' MISSION AVENUE \ -NDEP 1 4. 5. 8. INTERIOR 10' LANPSGALED TRACT - 6' - f SIDEWALK 2S MIN. T/C + 0.2' 26' FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SEEM' A -I 5, Ti 25' SIDEWALK. SLOPE, DRAINAGE, AND UTILITY EASE MINT. EXISTING • I. STS STANDARD PLANS FOR PRECAST CONCRETE DETAILS. ADJUSTMENT BLOCKS SHALL BE CEMENT CONCRETE. PRECAST RISER MAY BE USED IN COMBINATION WITH OR IN LIEU OF ADJUSTING BLOCKS. See 'M'IGAL BRASSY SWAL.E DESIGN" SEE 'TEMPORARY E..ROSION/55EDIMENT GONROL• 5 � i - .---gip . MIN. 5WALE DEPTH . TG - 2.00' TYPICAL ROADWAY SECTION FROM STATION 13 +13.46 TO STATION I6 +65.08 1511/RDED SOIL pRYIA1.L- - r w 14' 2% MIN 2' ASPHALT CONCRETE PAVEMENT -- 6' CRDSHED SURFACING BASE COURSE 11' STREET SECTION SHOULDER EDGE PAVEMENT OR TOP FACE OF CURB DASE DRAIN HOLE DETAIL PL81M 1 � 4' -8' < • 3' (TYP) - 5' (rYP) DRRY *FI ! RARR 4 '3 I . 12LIJ.LTYr EEEL E F 15 "' 1.5./4 10' EASEMENT FOR UTILITIES, AND SLOPE 10' ITCH BANK ELEVATION r E/P+02' • RMI TTOM DITCH - Et"' - 0.5' - r =: 3• (TYP) Mall:RAL NOTES 1. DITCH SLOPES AND SIDE SAFES SHALL BE NO 5TEEPER THAN RATIOS 5HOW4 U•LE56 RELOMENDED BY A 5011-5 REPORT MD APPROVED BY TIE COUNTY ENEMEER. LIMITS OF EXCAVATION SLOPES HIGHER THAN 5' SHALL BE DETERMINED BY 5011-5 TESTING. 2. DRAINAGE SHALES SHALL BE HffDR05EEDED PER. TYPICAL. 6RAS6Y SWN-E DETAIL. 11' / / //i N *** " W4' HARMONY LANE EAST 6BNE2AL NOTE, 11/2' CLEARANCE M4 BARS • 10' EACH WAY DEZCHILDESt • 6 EVA•nnH 1 2 ' 5' SECTION D -D 5 3/4' 5 3/4' DRYWELL DETAILS FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET 5-2 II I/2" SECTION C-G STA. 11+05.3q TO STA. 16 +20.10 1. CONCRETE DRYWELL I I tH5 SHALL. BE CONSTRUCTED WITH THE BARRELS AND CONES REINFORCED WITH 0.12 SQ. N. STEEL. GRADE 40, PER LINEN- FOOT WALL_. 2. TOLERANCE OF DIMENSIONS FOR DRAINAGE PORTS SHALL BE 4/2' 3. EACH BARREL SEC TION Sf4AU- A MINIMUM OF 6 ROWS OF DRAINAGE PORTS VERTICAL AND MINIMUM OF 10 DRAINAGE PORTS AROUND THE CIRCUMFERENCE OF THE BARREL. MULCH WITH HYDROSEED MIXTURE 6051E BL UBSR S5 20% PERENNIAL RYE 20% FESCUE SEE NOTE. 4' -8' DIA.1� 7 3' (TYP) DRAMA it PORT ) 4' STANDARD PRECAST SWA.E BANK ELEVATION ■ E/P + 0.2' • R.O.W. - 5' (rYPJ _ errp NAGE PORT METAL FENCE POST era') TRENCH LINE B DRAINAGE SLOPE AND UTILITIES EASEMENT BE61N STA 4+0452 13' E6. :► • SEE DETAIL 'A' FOR KEYSTONE RETAINING WALL BE61N STA. 0+15.00 TO 13c STA. 4+0452 (SEE SHEET 2) NX?TES 1. THE TOP OF GRATE SHALL BE INSTALLED 1' LOWER THAN THE PROJECTED SUTTER GRADE. 2. THE PRECAST CONCRETE INLET SHALL BE PLACED ON THE SAME +GRADE AS THE CURB. 3. RISER TYPE 2 TO BE USED WITH CATCH BASIN. 4. 114 STREET WITH TYPE B CURB USE FRAME TYPE 2 5. IN PONDS USE !'RAMS TYPE I I rml••■••••••■■•■•■ SEE NOTES . 20_ • CATCH BASIN 4 INLET TYPE 2 STANDARD CATCH BASIN INLET INSTALLATION FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-1 r� 1 NI1 OM , 1 ■ail •l l 1 1••• 2 INGH'X 2 INCH -14 SA. WELDED 'H06 WIRE' FENCING BEHIND FABRIC (TYPJ ' 46 INCH WIDE FILTER P BRIG MIFAFI 100 X TM OR EQUAL (WILL LEN6TH)'1'ASTE34 TO H06 WIRE 1.w00 RINGS OR STAPLES. LAY FILTER FABRIC IN TRENCH. BACKFILLrleMEXISTINS 501L CIYPJ EXI5TIN6 5011:EAG4 FILL SEE SHEET *1 FOR FENCE LOCATION TEMPORARY EROSION / SEDIMENT CONTROL 1. WHERE POSSIBLE, MAINTAIN NATURAL. VEHETATION FOR SILT CONTROL 2. TEMPORARY SILTATION PthCE TO NE CONSTRUCTED AROUND DRYMELL INLETS AiV AT MAJOR INLETS TO SHALES. 3. ALL SILTATION PLB10ES SHALE BE MAINTAINED IN A SATISFACTORY CONVITION UNTIL SUCH TIME THAT GFANNIN6 AND/OR CONSTRUCTION 15 COMPLETED AND THE PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL.. • 4. PLACE ADDITIONAL HYDRO5i'DINO AS REQUIRED. VARIES 311 MAX. 8E61N STA. 4+0452 10' END STA. 4+0452 -- FLOW. VARIES VARIES • L I. DITCH SLOPES AND SIDE SLOPES SHALL BE NO STEEPER THAN RATIOS SHOWN UNLESS RECOWENDED BY A 501L5 REPORT AND APPROVED BY THE COUNTY 15161N R. LIMITS OF EXCAVATION SLOPES HI6MB2 THAN 5' SHALL BE DETERMINED E!Y SOILS TESTING. 2. DRAINAGE SHALES SHALL BE HYDROSEEDED PER TYPICAL GRASSY SWA.E DETAIL MORTARED CONCRETE ADJUSTMENT RISERS 0064.111 ONE ma% 5re NOR' IN CEMENT CURB, 'TYPE •B' E SIEVLK (IYPT .5 TEMPORARY 5J FENGE SECTION 13-B• 20 1 3/I6' T..- 1/2' SQ. COVER SKID 12E516N DETAIL • 21 5/6' 26 3/8' 24' C.O. 3/4' 26 3/4' 34 1/8' SECTION A EDGE PAVEMENT OR TOP FACE OF CURB 40' 1' 0' 251E MIN. SECTION A -A FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A -I J � vir�rorir,v.r.rcvr�r�ror.�r/ _Li. 3/64-14 -•i I1/6' . EGTION J-1 j I ND I ANA STREET SECTION MIN. WEIGHT 118 LB5. ,_re..4 FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-15 VARIES x-05' - 6' t 3.5' -3' ASPHALT CONCRETE PAVEMENT SEE NOTE 2 - b' cfrustiep SURFACING BASE COURSE LOCATE DRY/ELLS AS SHOWN ON PLANS 6' 11/8'" 1 f•- STANDARD METAL FRAME, GRATE COVER - TYPE 4 6E.M ERAL NOTES XCTION B-B 'TYPICAL SHALE WATER RETENTION DANE DRYWELL PLACEMENT PER PLANS MULCH WITH HYDROSEED MIXTURE 60% BL UE:6RA% 20% PERENNIAL RYE 20% FESCUE SEE NOTE. TYPICAL 6RAcSSY SHALE DE., 16 N I. FRAM SHALL BE &RAY IRON CONFORMING TO AS.T.H. A48 -90, 6TZADE 30. THE ORATE SHALL BE DUCTILE IRON CONFORMING TO AS.T.M. A536 -64. GLASS 30- 55-06. 2. META' FRAM AND GRATE TYPE 4 SHAI 1 ONI Y BE USED WHERE SHOWN ON THE CONSTRUCTION PLANS. IT SHALL NOT BE USED AT A CURB LINE. 3. DRAINAGE SLOTS SHALL BE PLACED PARALLEL TO THE DIRECTION OF FLOW. 4. FIT TOLERANCE SHALL BE 1/8' t 5. WELDING 15 NOT PERMITTED. 13' DRAINAGE, SLOPE, AND UTILITIES EA5EMeff MIN. MEISHT 166 LB5. • F R»E - TYPE 4 SWA1 E BANK ELEVATION - Eh' + 0.2' OR T/C + 0.2' NOTE, THE DEVELOPER SHALL BE RESPONSIBLE FOR MAINTAINlN6 THE EROSION PREVENTION/SEDIMENT CONTROL MEASURES IN 600D WORKING CONDITION UNTIL THE VE&Ef ATION 15 ESTABLISHED AND DRAINAGE FACILITIES ADJACENT TO THE PUBLIC R/W ARE ACCEPTED BY THE COUNTY; AND THAT THE DEVELOPER ER SHALL THOROUGHLY CLEAN THE DRYMEL.LS PRIOR TO THE COUNTY'S ACCEPTANCE OF TIE DRAINAGE FACILITIES ADJACENT TO THE PUBLIC RM1. 00000 00000 OOo00 0o000 o coo ao 0 0000 cacao 000ao 00000 00000 00000 00000 10' 13' SHALE BANG ELEVATION = T /G+O2 �4 �- O - 1 \ r0 ALTERNATIVE POND STA. 0+15.00 TO STA. 3+00.00 6.4$44. DLFIU3: 0 /23 /(4 6/21/45 MOW ba 1 rn 0 ccs 0 0 ti 5 k a) 0 `Q 0 r-H ad w rri w 4) N 0 Q) 1 A t O O g U x a SHEET • CHORD L EETHS AT BACK OF CURB. OF WALK FACE �.O SCALE 12.1 SLOPE SECTION B-D SECTION D -D 6' \E) TED BACK TO BACK 6' era') 1 12.1 SLOPE -- - 6 (rn'J 1 12.I SLOPE • CHORD LE6116 AT BACK OF GURI3. STANDARD HHEELQHA I R RAMP FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A-5 7 • CHORD LE6TH5 AT G BACK OF CUB. r 1em $EGT A -A SECTION C-G \-1/2' PRE MOLD JOINT FILLER 6'-6' "-TROWEL FINISH --.� �- r te. SECTION A -A DEWALK T SLOPE 1 /4'/FT SECTION B-B REBAR PLACEMENT SPECIAL GM INLET f --GIRL LINE Ar ..•- -6UTTER FLOW LINE NOTI:S4 1. DRAINAGE INLETS SHALL BE OUTSIDE THE WHEELCHAIR RAMP. 2. TEXTURE FOR THE RAMP AND ADVANCE WARNIN6 PANELS SHALL BE GRATED BY INSERTING A METAL GRID INTO THE WET CONCRETE. THE GRID SHALL NOT EXCEED A WIDTH OF 1/2' 3. CURB RAMP DESIGN SHALL BE SPECIFIED IN THE CONTRACT PLANS OR SPECIAL PROVISIONS. 4. CURB RAMPS SHALL BE POURED IN E RALLY WITH SIDEWALK AND SHAT BE ISOLATED BY EXPANSION JOINT MATERIAL ON ALL SIDES, EXCEPT AT THE SIDE ADJACENT TO THE ROADWAY. 5. WHERE CONSTRUCTED ON STRA6HT CURB, DE516N 'A' DIM NSION REMAIN THE SAME AS SHOWN. 6. TOP O!; CURB ELEVATIONS SHOWN ON PLANS ARE PRO EGTED TOP OF CURB ELEVATIONS T}ROU6H ItelEELCHAIR RAMP AREA. 1. DRYWELLS OR CULVERTS TO BE PLACED AS NEEDED TO PREVENT RUNOFF FROM OVERFLOW** ** PEDESTRIAN RAMP NEEDED. 1 RADIUS TE)au 2E tDTAIL SPECIAL CURB INLET M4 RE3AR • IO'O /G E.W. TYPICAL -TOP t BOTTOM SEE SECTION TYPIGAJBOTH SIDES j,0145TRUCTIQN , IQINT SHEAR KEY SUTTER FLOW LINE NIP T5 3' -10' 2 1 TOP OF CURB-NN T BACK Or WALK r -- 1 -... 8 SIDEWALK PAY LIMITS 2' -TYPE B CURB STANDARD CURE3 INLET FROM SPOKANE COUNTY DEPARTMENT OF CONCRETE CURB INLET PAY. LIMI GENERAL NOTES PUBLIC WORKS SHEET B-9 4'-6' 3' -IO• SECTION C-G 5' N Qun_LT SAME eiRADD419 DL't% SIDEWALK PAY LIMITS n 1/2' PRE MOLD JOINT FILLER I. CURB INLET SHALL BE CONSTRUCTED IN ACCORDANCE WITH ASTM G 418 (A5SHT0 M Iqq) 4 ASTM G 8q0 UNLESS OTHERWISE SHOWN ON PLANS OR NOTE? ON THE PROJECT SPECIAL PROVISIONS. 2. TOP SURFACE TO BE BROOM FINISHED. 3. ALL EXTERNAL ED6E5 NOT LABELED SHAH BE TROWELLED WITH I/4' RADIUS ED6ER. 4. SEE 'TEl1PORARY EROSIONaIMENT CONTROL' SHEET 4 pr JOINT N TRUGTION 6ENRAL NOTES FROM SPOKANE .COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A-3 I. PORTLAND CEMENT CONCRETE SHALL BE GLASS 3000 CONFORMING TO THE STANDARD SPECIFICATIONS. 2. WEAKENED PLANE JOINTS FOR PORTLAND CEMENT CONCRETE SHAD. BE PLACED AT 15' INTERVALS. 3. 3/8' EXPANSION JOINTS IN PORTLAND CEMENT GONGRE'hh SHALL BE PLACED AT CURB RETURNS. 4. TO BE USED IN SPECIAL GASES WITH APPROVED OF THE COUNTY ENGINEER. 5. CURBS SHALL. WOVE A LIGHT OROOMED FINISH. 6UTTER5 SHALL BE FINISHED WITH A STEEL TROWEL. STANDARD CU i S CUTTERS r A SWALE r B • SWALE DISTANCES . MIN 6' 1/4' PER 6' PORTLAND 31 CEMENT CONCRETE Al SECTION B-B STANDARD DRIVEIAIAYS FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET A-4 • 3/e' EXPANSION JOINT SIDEWALK OF PAVEMENT II' HIGH SIDE OF DRIVE � j�j�j• DRAINAGE CURB DROP SHALE • 1. EXPANSION JOINT MATERIAL SHALL BE PLACED IN THE CENTER OF ALL COMMERCIAL DRIVEWAYS OVER 20' IN WIDTH. 2. EXPANSION JOINT REQUIRED IF POUR INCLUDES ADDITIONAL DRIVEWAY AREA 3. CONCRETE FOR DRIVEWAYS SHALL BE CLASS 300 AIR ENTRAINED. 4. ALL EXTERNAL EDGES TO BE TROWELLED WITH I /4• RADIUS EDGER. 5. SIDEWALK TO BE SCORED EVERY 5'. 3/8 EXPANSION JOINT TO BE INSTALLED EACH SIDE OF A CURB RETURN AND AT LOCATIONS WHERE SIDEWALK INTERSECTS OTHER SIDEWALKS, DRIVEWAYS, AND CURBS. 6. THE WIDTH OF COMMERCIAL DRIVEWAYS MAY BE WIDER THAN SHOWN, IF APPROVED BY THE COUNTY ENGINEER. SWIALE AREA 4' PORTLAND G51ENT CONCRETE SECTION B-B ROW N SWAL SECTION A-A ( DRAINAGE SHALE) GURB INLET TYPE 1 FROM SPOKANE COUNTY DEPARTMENT OF PUBLIC WORKS SHEET B-8 6EF ERAL NOT= I. CURB INLET SHALL BE CONSTRUCTED IN AGGORDANCE WITH ASTM G 416 (AASHTO M Iqq) 4 ASTM G 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE PROJECT SPECIAL PROVISIONS. 2. TOP SURFACE TO BE BROOM FINISHED. 3. ALL EXTERNAL ED6ES NOT LABELED SHALL HE TROWELLED WITH 1/4' RADIUS ED6ER. 4. DIMENSION 'L' SHALL HE 3'-0" 5. SEE "TEMPORARY EROSION/SEDIMENT CONTROL' SHEET 8OF 44 45 A 1 1APIRIS: 4/23/46 a /9r 5/14/95 w 0 0 v 1 1 a ccs E-+ rn 0 0 I'~ 0 a) 0 U 0 1%- N 0 0 a SHEET STA. 0+75 - TART !Olt) TOP E�ERM_ STA. 1460.00 ELEV. 202554 PLAT 80UNDARY RlOHT OF WAY BASIN D TOP 5TA. 2 +25.00 ELEV. 202611 EPEE OF PAVEMENT RIGHT OF WAY SEE 5trPI 1 SHEET 5 2 I ND I ANA AVENUE BASIN B 5+64 4 i T POINT wIV . 2024.1b TYPE 2 CdlR8 INLET RIGHT Of WAY SIDEWALK 51DES4ALK RIGHT OF WAY BASIN "D H 4/1i t3 5/N "E 1/ vat TO THE . 77N /N4 r THE ReC' e'Q ,DRAW /NG 5 ANZ 57 ADO/770N AND T/E C0N57 /CTl7N e?P R. W PNo 7rX 5E PCN WERE NOT CON5T21.UCTEO'.4 vo .WERE REPLACED WITH CgroNO) "5 ",,zom THE R-141 2NGi CO/VST2IJ TlOAl L'RA W /N45 14517 LAYS C,UT5 /p THE 57: pur F 11NOAR?' HARMONY LANE F.O. 20 27.! 0 ANA /\VENUE F.S. 202550 BASIN E / rise rPOK.A COUNTY 5TANDARD . VRr1€.L WITH SOUP LOCKING LIP STN. 11+54.00 BRATS ELEV. 202621 OPP5 T 2D' RI8HT EPE1E Or PAVEMENT f.6. 2050.01 INV. ELEV. 205051 RECORD DF AWIN (EX RES 9 4 �•� . r H4V,ER vale EO Ti/E coN5rRucnaiv 4A0 A NY givOwc,COGe ? /NO 17 Tow /N Wa5T4NT /4L CO 4' RN•4,VC5 W/7 / THE AMP/COW PLAN., A IO ST 4 *I° %cheaC,4TroMvs AS M'1 • . 202'1.22 TYPE 2 GURS INLET f.6. 102606 I NO I ANA AVENUE HARMONY LANE WITH AL FRAME Atb GRATE DO HARMONY 12 /. 202163 17' R18HT 5TI5 15 +16,42 51.20' F. 2027,13 51OFW LK R16HT OF HAY 5e*, 51.1PPLEMENTAL. 5/EET $ 2 !�►..: :.3 l/i WITH METAL 6RATE TYPE 2 STN. 4+4000 6RATE ELEV. 2071.63 oNf5E'T 52' R16HT WITH t 245 L.F. 11' GAF. • • - 01.. ELEV. 202b56 ASIN F LOT LINE ...RI ._3 ltd SCALE: 1 INCH = 20 FEET WONT OF WAY SIDEWALK EPEE OF PAVEt'EHT SHEET A EDGE OF PAVEMENT HARMONY LANE v 82.08' MO WM AM 1■1111111M11111110111111MINM OM OW OW .11111111101■1■1■ NO MP NIP BASIN K SIDEWALK 11400117RhIN INN. 2026453 • 'A' DRYYELL WITH SOLID LOOKING LID ORATE ELEV 202641 BASIN N WITH METAL !IRATE TYPE 2 STA. 22+5916 MCMILUMI LANE ORATE ELEV. 2026.4S OFFSET 60' RIONT WITH 640 LP. 12' G.MP. i 32% !MADE $ ..E svPi'LEMEiJrAL 3J15ET 5,2 STA. 14+10.41 E.GR HARMONY END POND TOP CENTER OF INLET 13+14. a STA. 41P94itir HARMONY 2028.42 GRADE FLAT 202734.94 GRADE FLAT 2027.92 EDGE OF PAVEMENT 51DEYU x RI6irT OF MAY EDGE OF PAVEMENT STA 14424.44 INV. ELEV. 2024.63 • TOP CENTER OF BERM 3A STA. 15 +25.10 HARMONY 2028:12 INLAND PACIFIC ENGINEERING HARMONY LANE 172.56' T16.40' HARMONY LANE BASIN J PROFILE NOT TO SCALE POND BOTTOM ELEVATION • 2021.421202154/20Z1.41 VOLUME REWIRED • 530 co" VOLUME PROVIDE ■ 305 colk 5453' Rim 22.054 45.00' ASIN L POND BOTTOM ELEVATION • 2OOL72 VOLL SE • NI cMIk VOUMe PROVIDED • 412 crJt I 51 BASIN d POND BOTTOM ELEVATION • 2024.00 vOLII.e R OUIRED • 564 colt. voti,*e PPObIVE0 • 1510 tuft. TOP CENTER OF BERM 35 STA. 16+20.10 HARMONY 202831 STA. I6+O5.00 GRATE ELEV. 2027.89 TYPE b' 41 TYPE 4 METAL P'RAP AID !RATE STA. MN7b2 GRATE ELEV. 202453 0T;#T rr WENT GRADE FLAT 2027.41 STA. 11 • END POND .2b.oi0' R.20 •672 SIDEWALK RIGHT OF WAY 2• NAVE 0.E V/e WAD T1V0 CoNsrleve7WN AM, TC, CPC KA.t'a /LOOGff MAID IT TO 61 /k/ 51195TANT/4L CD/v/raeMA' CC WaT4 nv1 A PAYN62 ' I AiV 5 4,VD ST,4WPARD SPECIF /C,A 77 74JS .4 s A/O TA'GZ •..�. ..la ..■• .: TYPE 'A' DRYP - WITH TYPE 4 METAL FRAME NV GRATE GRATE ELEV 202850 2024,00 40l�O_ • J I14)1 A AVENUE FUTURE IMPROVEMENTS BASIN P POND 80TTOM Ea.IVATI011 • 202x00 VOLUME IV6111 • 0 colt. VOIJ*e PROVIDED • 945 calk BASIN M POW BOTTOM ELEVATION • 202647 VOLUME Rea1ARS, • 601 colt. VOLUME PROVIDED • 460 curt. 5f: SaPPLEMENT.4L SNeET $ 2 COMMON AREA PRO.ECT BOUNDARY SGALE: 1 INCH = 20 FEET W 1: 9 /29/06 A • 11'30'4 R • 20.00' T ■2.0i' L • 4.02' DETAIL "A" L4 Ll L45 CLEAR VIEW TRLAN6LE FD. 1/2 INCH RESAR W/SURGAP MARKED 1912U3ORN PL.S 1.5040' '322.24' 589'23'06'W 291.41' CLEAR VIEW TRIANGLE 25' SIDEWALK, DRAINAGE, SLOPE. AND UTILITY EASEMENT \--25' SIDf3^IAL.K, DRMNA6E. SLOPE AND UTILITY EASEMENT FUTURE AC6015111ON AREA (NOT A PART) LINE TABLE 5' DRAINA6E, St.OPF.. MD UTILITY EASEMENT LINE 1 DIRECTION i DISTANCE U 564'24'5719 15.00' L3 9 00•00104 W 10.00' 1.5 900 1000' 1.11 N69'25106'E 21:19' 1.12 500 '24'E 8498' L14 589'24'51N 30.00' L40 5 6 Y4 I.61' L44 5 09•48101' W 21b2' L.45 N 00'35'09' W 2175' L46 N 84•25.66' E 263' L41 5 04•58106 e '5696' L46 N 00'35'03* W 36.65' R5 N25'4410I' 4 I6 40' R6 1426•0514"19 17:10' R1 NT2•II'46'E 22.00' Ril 55 0'4TW 2531' Rig 529'5 2059' RI5 N6O•24'16' 2601' R14 979'69'!.6•' 25.157' R7? /440•41'40'E '39.94' R2.0 570'01'40'E 7134' (NOT A PART) 13' PRAAINASE. SLOPE, 14V ImuTY FASEr'e+r 13' DRMNA6E, SLOPE AND L1TIL1T( EASE:KIR G • 41 R• 2000' T • 1.63' L • 1451' DETAIL "G" CLEAR VIEW TRIANGLE -- 5 83'x 10 5- 102.21' 5 89 E 10' R16HT- OF-WAY DEDICATION 16' 5191INALK, SLOPE. AND UTILITY EAse'e1T Mr) 621 .62" 5 89.5650' E 1'!3.60' N61•5650'W Nl / 20.00' I ' CURVE TABLE MISSION AVEMJE 5 89 °56'44" E 2615.78' (RLI) N 139 °56'5O" W 2bl5.TB' (M) CURVE ( RADIUS 1 LENGTH l TMI8BIT 1 CHORD 1 BEARING 1 DELTA GI 20.00' 134' 561' 1.10' 509'56 4'H 20 G3 20.00' 51.13' 2002' ' 2830' N46 40.03.6.6 G4 20.00' 31.40' 4.48' 26.71' S44'Sb'24'E 89'56`52' Cob 20.00' 14A5' 156' 14.14' S69 41'24'S'5• C.9 125.00' 18.61' 434' 18.61' 1411•03 01'2652 Gil 125.00' 15432' 71.45' 154.03' 1423'54496'W 12 G3, 20.00' 24.2b' 1338' 22.60' 584'ST'48'W 69'9O'46• Cobb 20.00' 24.26' 13.8.6' 22.60' 525 6''50'46' G3'1 20.00' 1.13' 541' 1.11' 519'45'21 10.214' G40 2000' 1.15' 5.61' 1.11' /440'14'36'W 20.2914' (44 1000' 24.26' 15.68' 22.60' 065'14'56'W 64'30'46' c44 600.00' 1188' 10.44' 2Lbb' 51 P22'24'E 02 G40 130.00' 40 21ST 4t.12' NtV8bl32'W 0.8.71'40' G46 2000' 24.0. 1831' 7102 NZI.21 *' 64'59'16• C47 1000' '37.66' 2236' 29 .62' N61•51141.4 96'25'23• A • 21'43'05' R • 20.00' 7 .5.64' 1. . 156' NN 8 EA5t1ENr FOR CLEAR VIEW TRIMIBL.E N 84'5650' W 16' 51DE^IALK, SLOPE, AND UTILITY E3 5 -ENT (iYP) (NOT A PART) CLEAR VIEW TR1AN6LE DETAIL "D" 16' SIDEWALK. swee, AND UTILITY EA. tT (77P) MIR= 41/$9/416 SCALE: 1 INCH = 40 FEET 6/21/95 JOM SHEET GIG CONCRETE CORING CORE DEPTH CORE DEPTH A MISSION AVE. (3.6") 1 MISSION AVE. (5.2") B MISSION AVE. (3.8') 2 MISSION AVE. (5.4" ) C 2.4 INCHES 3 5.3 INCHES D 3.3 INCHES • 4 5.0 INCHES E 3.9 INCHES 5 5.0 INCHES F 3.4 INCHES 6 5.0 INCHES G 3.2 INCHES 7 5.6 INCHES H 3.4 INCHES 8 5.0 INCHES I 4.2 INCHES 9 4.3 INCHES J 4.0 INCHES 10 5.9 INCHES K 2.7 INCHES 11 5.5 INCHES L 4,6 INCHES 12 5.0 INCHES M 4.0 INCHES 1 3 4.8 INCHES N 4.5 INCHES 14 5.0 INCHES 0 3.3 INCHES 15 5.0 INCHES P 3.6 INCHES 16 5.0 INCHES Q 5.3 INCHES 1 7 5.0 INCHES R 3.4 INCHES 18 5.0 INCHES ASPAHLT CORING CORE DEPTH 1 MISSION AVE. (3.4 ") 2 MISSION AVE. (3.4") 3 3.2 INCHES 4 2.8 INCHES 5 2.8 INCHES 6 3.0 INCHES 7 2.8 INCHES 8 3.4 INCHES NI NI IN SHEET 15 OF 4S JOB NUMBER 96106 RECORD DRAWING NOTES 1. TOLERANCES FOR RECORD DRAWINGS: IN OUR PROFESSIONAL JUDGEMENT, ELEVATIONS THAT ARE WITHIN 0.05' OF DESIGNED ELEVATION ARE CONSIDERED TO BE BUILT AS DESIGNED. LENGTHS THAT ARE 0.10' OF DESIGNED LENGTH ARE CONSIDERED TO BUILT AS DESIGNED. IN THE EVENT THAT GREATER ACCURACY THAN THIS MAY BE REQUIRED FOR FUTURE DESIGNS OR CONSTRUCTION ACTIVITY, ADDITIONAL SURVEY INFORMATION SHOULD BE GATHERED. 2. INFORMATION SHOWN ON THIS DRAWING WAS COMPILED FROM SEVERAL SURVEYS PERFORMED BY INLAND PACIFIC ENGINEERING, WITH THE LAST SURVEY BEING AUGUST 30, 1996. 3. POND INFORMATION SHOWN INCLUDES THREE DISTINCT ELEMENTS: A. THE FIRST ELEMENT "REQUIRED '208' POND VOLUME' IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE,1995. B. THE SECOND ELEMENT, "DESIGNED '208' POND VOLUME" IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE, 1995. C. THE THIRD ELEMENT, "CONSTRUCTED '208' POND VOLUME" WAS CALCULATED FROM DATA OBTAINED DURING THE ABOVE MENTIONED ACTUAL FIELD SURVEYS. 4. SEE FINAL PLAT DATED 8/1/95. ROAD EXTENSION TO THE NORTH WAS DELETED DURING NEW PRELIMINARY PLAT PUD APPLICATION DATED MAY 19, 1995. 5. DRAINAGE EASEMENTS SHOWN ARE NOT FROM PLANS DATED 6/30/95, BUT WERE DETERMINED FROM ACTUAL FINAL PLAT DATED 8/1/95. 6. THIS SECTION OF INDIANA AVENUE WAS CONSTRUCTED AS PART OF RIVERWALK 2ND ADDITION AS OF APRIL, 1996. 7. THIS INFORMATION IS PROVIDED ON THIS SHEET FOR CONTINUITY ONLY AND WILL BE RESUBMITTED TO SPOKANE COUNTY WITH THE SUBMITTAL FOR THE REMAINING PORTIONS OF THE RIVERWALK 1ST CONSTRUCTION CERTIFICATION PROCESS WHICH WILL INCLUDE THE SUBMITTAL OF' THE MISSION AVENUE CONSTRUCTED AMENITITES. SUMP SECTION SWALE BOTTOM non. nn STA. 0 +00 w 03 : 1 - . STOP /STREET SIGN ORR w a, 12" PIPE WOOD FENCE TA f ?n9R TA GRASSED & SODDED SUMP BOTTOM AREA STA. 0+56.50 & . CURB BEGINS EXISTING POND BOTTOM RRETAINING BASIN (POND) A 12" PIPE, S =0.0133 PROPOSED S =0.0080 EXISTING POND BOTTOM REQUIRED '208' POND VOLUME • 1t65"'FU.ET. DESIGNED '208' POND VOLUME = 189 -GU. T CONSTRUCTED '208' POND VOLUME s 1183 CU.FT. SEE NOTE 7 -< SEE NOTE 4 KEYSTONE WALL - _12" HEIGHT BASIN (POND) F RIVERWALK P.U.D. 1ST ADDITION SUPPLEMENTAL RECORD DRAWING STREET & DRAINAGE PLANS SPOKANE COUNT7r, WASHIIfGTON BASIN (POND) B REQUIRED '208' POND VOLUME = 202 CU.FT. DESIGNED '208' POND VOLUME = 450 CU.FT. CONSTRUCTED '208' POND VOLUME = 256 CU.FT. REQUIRED '208' POND VOLUME - 150 CU.FT. DESIGNED '208' POND VOLUME - 205 CU.FT. CONSTRUCTED '208' POND VOLUME • 258 CU.FT. BUILT POND BOTTOM DRAINAGE EASEMENT SEE NOTE 5 BUILT POND BOTTOM 16' UTIUTY & DRAINAGE EASEMENT SEE NOTE 5 13' UTIUTY & DRAINAGE EASEMENT SEE NOTE 5 DRAINAGE EASEMENT SEE NOTE 5 BUILT POND BOTTOM BASIN (POND) C ASPHALT CORING LOCATIONS. NOTE \& ARE ON MISSION AVENUE. ASPHALT CORING LOCATIONS. NOTE CONCRETE CORE LOCATION 0 REFER TO REFERENCED RECORD DRAWING NOTE 16' UTILITY & DRAINAGE EASEMENT SEE NOTE 5 RIGHT OF WAY THE INFORMATION FOR THE PRIVATE ROAD CERTIFICATION WILL BE PROVIDED UNDER SEPARATE SUBMITTAL LEGEND SEE NOTE 7 REQUIRED '208' POND VOLUME - 272 CU.FT. DESIGNED '208' POND VOLUME - 595 CU.FT. CONSTRUCTED '208' POND VOLUME - 413 CU.FT. do DRAINAGE o� EASEMENT / SEE NOTE 5 BASIN (POND) M ARE ON MISSION AVENUE. \5 . \ BUILT POND \ BOTTOM STA. 11+66.20 PLAT BOUNDARY REQUIRED '206' POND VOLUME - 331 CU.FT. DESIGNED '208' POND VOLUME - 460 CU.FT. CONSTRUCTED '208' POND VOLUME - 381 CU.FT. 13' DRAINAGE & UTILITY EASEMENT SEE NOTE 5 /\ BUILT POND BOTTOM DRAINAGE EASEMENT SEE NOTE 5 \ BASIN (POND) N REQUIRED '208' POND VOLUME - 492 CU.FT. \ DESIGNED '208' POND VOLUME a 540 CU.FT. \ CONSTRUCTED '208' POND VOLUME = 497 CU.FT. THE INFORMATION FOR THE PRIVATE ROAD CERTIFICATION WILL BE PROVIDED UNDER SEPARATE SUBMITTAL. I HAVE REVIEWED THE CONSTRUCTION AND TO MY KNOWLEDGE FIND IT TO BE IN SUBSTANTIAL CONFORMANCE WITH THE APPROVED PLANS AND STANDARD SPECIFICATIONS AS NOTED. SEE NOTE 6 GRAPHIC SCALE 50 0 25 50 ( IN FEET ) 1 inch = 50 ft. • DATUM REFER TO THE BENCHMARK DESCRIBED ON SHEET 1A OF 13 IN THE RIVERWALK SEWER EXTENSION PLANS APPROVED BY SPOKANE COUNTY MAY 16, 1995. 100 1 t 0 z 0 1) a >- m 0 0 V N • 0) IL I` N 3 5 0 0 ce POND BUILT BOTTOM AREA APPROX. DEPTH VOLUME SIDESLOPE LENGTH SIDESLOPE VOLUME TOTAL VOLUME A 1860 SF 0.5' 930 CF 674 FT 253 CF 1183 CF B 438 SF 0.5' 219 CF 103 FT 39 CF 258 CF C 714 SF 0.5' 357 CF 148 FT 56 CF 413 CF F 474 SF 0.5' 237 CF 50 FT 19 CF 256 CF M 800 SF 0.5' 400 CF N/A N/A 400 CF N 889 SF 0.5' 444 CF 140 FT . 53 CF 497 CF RIVERWALK P.U.D. 1ST ADDITION SUPPLEMENTAL RECORD DRAWING INDIANA AVENUE POND DETAILS SEC. 8, T.25 N., R.45 E.,W.M. SPOKANE COUNTY, WASHINGTON BUILT POND BOTTOM 1 6' UTIUTY & DRAINAGE EASEMENT RIGHT OF WAY BACK OF 6' SIDEWALK CONSTRUCTED POND BOTTOM AVERAGE ELEV =2028.12 TYPE B CURB & GUTTER POND VOLUME TABLE •'0 THE INFORMATION SHOWN ON THIS DRAWING IS REPRESENTATIVE OF THE BUILT POND CONDITIONS AS OF THE LAST IPE SURVEY DATED AUGUST 30, 1996. THIS INFORMATION SUPERCEDES THE POND ("BASIN") INFORMATION SHOWN ON NORTH IDAHO ENGINEERING SHEETS 9A & 9B FOR THE SPECIFIC PONDS ("BASINS") SHOWN. RECORD DRAWING NOTES \ - r TYPE 2 CURB INLET IE =2029.16 SPOKANE COUNTY STANDARD TYPE 8 DRYWELL WITH TYPE 4 METAL FRAME & GRATE GRATE ELEV.- 2028.62 BASIN (POND) B REQUIRED '208' POND VOLUME - 150 CU.FT. DESIGNED '208' POND VOLUME 205 CU.FT. CONSTRUCTED '208' POND VOLUME - 258 CUFF. 1. TOLERANCES FOR RECORD DRAWINGS: IN OUR PROFESSIONAL JUDGEMENT, ELEVATIONS THAT ARE WITHIN 0.05' OF DESIGNED ELEVATION ARE CONSIDERED TO BE BUILT AS DESIGNED. LENGTHS THAT ARE 0.10' OF DESIGNED LENGTH ARE CONSIDERED TO BUILT AS DESIGNED. IN THE EVENT THAT GREATER ACCURACY THAN THIS MAY BE REQUIRED FOR FUTURE DESIGNS OR CONSTRUCTION ACTIVITY, ADDITIONAL SURVEY INFORMATION SHOULD BE GATHERED. 2. POND INFORMATION SHOWN INCLUDES THREE DISTINCT ELEMENTS: A. THE FIRST ELEMENT "REQUIRED '208' POND VOLUME" IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE,1995. B. THE SECOND ELEMENT, "DESIGNED '208' POND VOLUME" IS FROM THE APPROVED NORTH IDAHO ENGINEERING DRAINAGE REPORT DATED JUNE, 1995. C. THE THIRD ELEMENT, *CONSTRUCTED '208' POND VOLUME'.' WAS CALCULATED FROM DATA OBTAINED DURING THE ABOVE MENTIONED ACTUAL FIELD SURVEYS. 3. OR UNE AREAOCAALMCUtATIONSE DETERMINED THE AVERAGE BOTTOM ELEVATION VERSUS EITHER BERM OR GRATE ELEVATIONS. 4. PER SPOKANE COUNTY GUIDEUNES FOR STORMWATER MANAGEMENT, THE CONSTRUCTED POND BOTTOMS MAY VARY SUGHTLY IN ELEVATION. HOWEVER. THE GUIDEUNES ALLOW FOR FULL VOLUME CREDIT IF THE RESULTING BOTTOM SLOPES ARE LESS THAN 1 X AND UNDER 100' LEGNTHS. THEREFORE, ALTHOUGH THE POND BOTTOMS MAY VARY, TOTAL STORAGE REQUIREMENTS CAN BE MET. 5. THE PEDESTRIAN RAMPS AT THE INTERSECTION OF BARKER ROAD AND INDIANA WERE DELETED FROM THESE PLANS AND WILL BE CONSTRUCTED WITH THE BARKER ROAD IMPROVEMENT PROJECT. C I HAVE REVIEWED THE CONSTRUCTION AND TO MY KNOWLEDGE FIND IT TO BE SUBSTANTIAL CONFORMANCE WITH THE APPROVED PLANS AND STANDARD ECIFICATIONS AS NOTED. z W m N •t (0 0 .. - • _ .... .......... ■ _ ...._.. 1•1•••• CONSTRUCTED POND BOTTOM ELEV.= 2024.9 BOTTOM ELEV. AT 2024.9 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPE < 1% GRAPHIC SCALE 20 0 10 20 In NI TYPE 2 CURB INLET I.E. =2025.66 GRATE EL- 2024.75 BERM STA. 11+06 ( IN FEET ) 1 inch E. 20 ft. BOTTOM ELEV. AT 2025.53 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPES 1 ELEV. - 2024.44 PIPE I.E. - 2023.26 7 ..-..- 1YPE B CURB & GUTTER BACK OF 6' SIDEWALK RIGHT OF WAY 40 CATCH BASIN GRATE ELEV- 2025.79 LE.- 2024.04 12" PIPE, S■0.0133 (PROPOSED S- 0.0080) PIPE SUMP 13' UTILITY & DRAINAGE EASEME BACK OF WALK TYPE 8 CURB & GUTTER BACK OF 6' SIDEWALK RIGHT OF WAY CONSTRUCTED POND BOTTOM SEE SUPPLEMENTAL SHEET FOR POND BOTTOM ELEVS. 13' UTILITY & DRAINAGE EASEMENT BERM STA. 11 +63 REVISED DRAINAGE EASEMENT \, BACK OF WALK CONSTRUCTED POND BOTTOM AVERAGE ELEV- 2027.35 KEYSTONE WALL (1 HEIGHT) DRAINAGE EASEMENT SPOKANE COUNTY STANDARD CONCRETE INLET TYPE 2 GRATE ELEV. =2027.70 CROSS- GUTTER SEE SUPPLEMENTAL SHEET 3S PEDESTRIAN RAMP 20 0 KEYSTONE WALL BASIN (POND) M REQUIRED '208' POND VOLUME = 331 CU.FT. DESIGNED '208' POND VOLUME = 460 CU.FT. CONSTRUCTED '208' : POND VOLUME - 400 CU.FT. SEE DETAIL M OF FINAL PLAT AND ATTACHED SUPPLEMENTAL SHEET FOR EASEMENT DIMENSIONS BASIN (POND) F 16' UTILITY & -- DRAINAGE EASEMENT REQUIRED '208' POND VOLUME - 202 CU.FT. DESIGNED '208' POND VOLUME - 450 CU.FT. CONSTRUCTED '208' POND VOLUME - 256 CU.FT. SEE DETAIL E OF FINAL PLAT FOR EASEMENT DIMENSIONS TYPE 2 CURB INLET TYPE 2 CURB INLET I.E.- 2025.95 I.E.- 2026.61 INDIANA AVENUE `- BERM STA. 12 +40 ELEV.2025.53 BOTTOM ELEV. AT 2025.53 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPE S 1 16' UTILITY & DRAINAGE EASEMENT 2028.8 POND BOTTOM WIDTH VARIES FROM 4.3' TO 5.9' .. MINN . ._.._... ... .._.. ..............._.. • • _.._.._ .. .._.._.._.._. ._ ..._.._.._.._.._..._...... - BASIN (POND) A REQUIRED '208' POND VOLUME = 1165 Ctt FI DESIGNED '208' POND VOLUME - 1160 " CU:FT. CONSTRUCTED '208' POND VOLUME - 1183 CU.FT. EDGE OF ASPHALT SPOKANE COUNTY STANDARD TYPE B DRYWELL WITH TYPE 4 METAL FRAME AND GRATE MCMILLAN LANE RIM ELEV- 2027.16 CONSTRUCTED POND BOTTOM ELEV.2025.53 CROSS- GUTTER SEE SUPPLEMENTAL SHEET 3S 'TYPE A DRYWELL WITH SPOKANE COUNTY STANDARD ' P 1 D LID. GRATE ELEV.- 2027.86 * . FL INLET, HARMONY LANE GRATE ELEV- 2027.77 SPOKANE COUNTY STANDARD TYPE A DRYWELL LOCATED UNDER SIDEWALK BOTTOM ELEV. AT 2025.53 (AVG.) VARIES FROM 2026.12 TO 2027.37 SLOPE LAMP POST TYPE 2 CURB INLET IE- 2029.22 2028.13 7.•7 13' DRAINAGE EASEMENT • TYPE B CURB & GUTTER RIGHT OF WAY / / -' / i'. ,�,C \ • r / / r `4 , / /. r r 9 �' ,% .- r 4.---- --- 16' UTILITY & DRAINAGE EASEMENT STREET NAME SIGN \ CATCH \ BASIN GRATE ELEV - 2027.24 1 s? BASIN (POND) N SWALE BOTTOM 1 ∎■-- -16' UTILITY & Q \ DRAINAGE EASEMENT SPOKANE COUNTY STANDARD TYPE 8 DRYWELL WITH TYPE 4 METAL FRAME & GRATE. GRATE ELEV. - 2027.78 BASIN (POND) C SWALE BOTTOM • DATUM REFER TO THE BENCHMARK DESCRIBED ON SHEET 1A OF 13 IN THE RIVERWALK SEWER EXTENSION PLANS APPROVED BY SPOKANE COUNTY MAY 16, 1995. BACK OF 6' SIDEWALK CONCRETE INLET TYPE 2 WITH METAL GRATE TYPE 2 GRATE ELEV= 2027.1 1 SUMP BOTTOM 1 CONSTRUCTED POND BOTTOM AVERAGE ELEV =2026.71 13' UTILITY & DRAINAGE EASEMENT DRAINAGE EASEMENT REQUIRED '208' POND VOLUME = 492 CU.FT. DESIGNED '208' POND VOLUME = 540 CU.FT. CONSTRUCTED '208' POND VOLUME as 497 CU.FT. SEE DETAIL 0 OF ANAL PLAT FOR EASEMENT DIMENSIONS TYPE B CURB & GUTTER BACK OF 6' SIDEWALK 13' UTIUTY & / \ 1 DRAINAGE EASEMENT DRAINAGE EASEMENT_ �- /'• ` ear l 1 k 0 \, RIGHT OF WAY CONSTRUCTED POND BOTTOM AVERAGE ELEV =2027.21 REQUIRED '208' POND VOLUME - 272 CU.FT. DESIGNED '208' POND VOLUME 595 CU.FT. CONSTRUCTED '208' POND VOLUME - 413 CU.FT. SEE DETAIL 1 OF FINAL PLAT FOR EASEMENT DIMENSIONS SUMP SECTION PIPS SUMP 12' PIPE 12' PIPE N.T.S GRASSED & SODDED SUMP BOTTOM AREA N.T.S 0 j , z W a Z ° w Z11 Z J Q Z ? au y 0 o h � gt z 0 E- c3 E- (/� w W Q Q Q w < > z 0 U SHEET 2S 0 4S JOB NUMBER 96106 RIVERWALK P.U.D. 1ST ADDITION SUPPLEMENTAL RECORD DRAWING SEC. 8, T.25 N., R.45 E.,W.M. SPOKANE COUNTY, WASHINGTON GRAPHIC SCALE 20 0 10 20 (BUILDING SETBACK) fi EXJST 6 S EA (SOUTH SIDE OF EXIST. HOUSE) (i • MISSION AVENUE STAL EELCHAIR RA P RIVERWALK 7TH ADDITION _ • . . ,.... ono .._ mom s..._...... 028.70 TC 2028.20 FL 2028.73 TC 2028.23 FL RIDGE 2028.22 LIP OF GUTTER 028.00 MATCH EXISTING 2028.03 TC 2027.53 FL CONC. MATCH EXISTING 2027.95 TC 2027.45 FL LOT 13, BLOCK 1 SIDEWALK REALIGNMENT 2028.77 TC 2028.27 FL 2028.18 FL 22 +80.53 MCMILLAN LANE • OSS- CUTTER LOW LINE 2028.12 FL MODIFIED MISSION AVENUE CROSS SECTION STA. 14 +98.96 TO STA. 15 +90.08 LT. RIVERWALK 1ST ADDITION 2028.00 CONC. 2027.90 FL 2027.77 FL 2028.45 TC 2027.95 FL TRAFFIC TRAFFIC TRAFFIC .0200 FT /FT MIN '208' TREATMENT AND SNOW STORAGE MISSION AVENUE SIDEWALK ASPHALT CONCRETE CONTAINING 5 3/4% TO 6 1/4% ASPHALT ON 7" COMPACTED CRUSHED SURFACING BASE COURSE IN ACCORDANCE WITH W.S.D.O.T. SPECIFICATIONS. 'TYPICAL NOT TO SCALE 5" COMPACTED CLASS "A TYPE "13" CURB EXIST. 4" COMPACTED CLASS "A" ASPHALT CONCRETE CONTAINING 5 3/4% TO 6 1 /4% ASPHALT ON 6" COMPACTED CRUSHED SURFACING BASE COURSE IN ACCORDANCE WITH W.S.D.O.T. SPECIFICATIONS. MATCH EXISTING 2028.16 TC 2027.66 TC DESIGNED CROSS-GUTTER • DATUM REFER TO THE BENCHMARK DESCRIBED ON SHEET 1A OF 13 IN THE RIVERWALK SEWER EXTENSION PLANS APPROVED BY SPOKANE COUNTY MAY 16, 1995. SHEET 3S OF 4S JOB NUMBER 96106 v) z 0 m Li 1 Z CC CI ° ZIL J U Z ?0_ W N d� 0 0 o ISMORWIMMIN O a ce 0 U PROPERTY UNE PROPERTY LINE BACK OF 6' SIDEWALK TYPE B CURB & GUTTER BACK OF WALKWAY PROPOSED EASEMENT KEYSTONE WALL KEYSTONE WALL TOP OF BERM ELEV =2028.87 0 tD 0 N60'0 60.00' N60'00'02" E DESIGN ELEV. =2027.00 N N BASIN (POND) M • � r 77/77727(7T!77/) $� BACK OF WAIXWAY ELEV. =2027.36 �-- DESIGN POND BOTTOM AVG SLOPE = 0.0 tn N 0 N INDIANA AVENUE WWP POWER LINES (APPROXIMATE LOCATION) •` •\ _- - --- --- - --— I - 19.00' • • • • ono N60 �E 'S.••_•• ammo .._ REQUIRED '208' POND VOLUME = 331 CU.FT. EXISTING '208' POND VOLUME = 400 CU.FT. • 2 0 N 1 AS-CONSTRUCTED POND BOTTOM PROFILE H: 1 • 5' V: 1" - 1' 1 1 _ WWP POWER LINES (APPROXIMATE LOCATION) 1 v) a I z I 3' UTIUTY MINIMUM 000 co 0 N N 16' UTILITY do I DRAINAGE EASEMENT FOR CARBON CONTENT RESULTS SEE PROJECT CORRESPONDENCE 0 rn 0 N ••- ••_.•• MY. .•- •.- •• -••.i K - RIGHT OF WAY DRYWELL RIM 2027.16 2027.08 0. PEDESTRIAN RAMP SPOKANE COUNTY STANDARD TYPE B DRYWELL WITH TYPE 4 METAL FRAME AND GRATE MCMILLAN LANE EDGE OF ASPHALT 2027.38 ± EDGE OF PAVEMENT MCMILLAN LANE • GRAPHIC SCALE 0 2.5 5 M MO , . MEM MI IN MI MUM ( IN FEET ) 1 inch = 5 ft. 10 1) z 0 Q 0 1 SHEET 4S Of 4S JOB NUMBER 96106 10 00 STATION 1 ` (FOUNTAIN AND LANDSCAPE AREA) (31) TORO SPRAY HEADS EXPIRES 9/24/ 11 +00 6' SIDEWALK INDIANA AVENUE STATION 3 (30) TORO 570 SPRAY HEADS 13+00 --- 4 -- - R 0.w. 0 STATION 10 STATION 3 STREET /STOP SIGN ENTERANCE MONUMENT o-_--O.._..._.. -- 2 1/2" MAIN (PVC CL200) IN 6" SLEEVE (14) TORO SPRAY HEADS (5) TORO SPRAY HEADS 16'UTIUTY& DRAINAGE EASEMENT —0 1 RETAINING WALL I" 1 � � 1 \ WATER METER 1 \ (SEE DETAIL) / RAIN DIAL 12 STA. EXT. CLOCK ON POWER PEDISTAL CONTROL WIRE SLEEVED w 1" SCH. 80 (12) TORO SPRAY HEADS 15 +25.44 INDIANA AVENUE = 19 +94.07 HARMONY LANE THE ENCLOSED AS- -BUILT IRRIGATION PLANS ARE SCHEMATIC IN NATURE AND REPRESENT THE AS -BUILT IRRIGATION SYSTEM INSTALLED AS A PART OF THIS CONTRACT. THESE PLANS ARE NOT INTENDED TO REPRESENT ACTUAL CONSTRUCTION REVIEW ON THE PART OF THE SEALING ENGINEER OR INLAND PACIFIC ENGINEERING CO., RATHER THEY ARE A REPRESENTATION FROM FROM THE IRRIGATION CONTRACTOR ARTISTIC LANDSCAPE. TO THE GREATEST EXTENT POSSIBLE, ALL HEAD AND CONTROLLER LOCATIONS HAVE BEEN FIELD VERIFIED. 6' SIDEWALK 8" WATER MAIN 13' UTILITY & / / I 1 \ STATION 2 (27) TORO 570 SPRAY HEADS DRAINAGE EASEMENT 16' UTILITY & DRAINAGE EASEMENT 7 \ FOUNTAIN \ STATION 6 (20) TORO 570 SPRAY HEADS 1" PVC CL200 STATION 10 (30) TORO 570 SPRAY HEADS 2" BALL VALVES 1" POLY TO FOUNTAIN HOSE BIB REDUCER STATION 7 (66) TORO 570 SPRAY HEADS DOUBLE CHECK VALVE W/ BACK - FLOW PREVENTOR (2" FEBCO) AND QUICK COUPLER (9) TORO 640 (11) HUNTER PGP TO 8" W.M. WATER METER AND CONNECTION DETAIL CURB STOP VALVE WATER METER 2" GALVANIZED MAIN 2" TEE NOT TO SCALE 1" PVC CL200 STATION 4 (11) HUNTER PGP (9) TORO 640 SPRAY ROTORS - 0 I 0 PLAT BOUNDARY 13' UTILITY & DRAINAGE EASEMENT - 13' UTILITY & DRAINAGE EASEMENT \ 2 1/2" MAIN (PVC CL200) R.O. - -0-- — — Cr — .- 6' SIDEWALK 6' SIDEWALK 17 +00 INDIANA AVENUE 18 +00 1" PVC CL200 (TYP.' SATTION5 (11) HUNTER PGP (9) TORO 640 SPRAY ROTORS 0 (9) TORO 640 (11) HUNTER PGP STATION 7 STATION 9 (66) TORO 570 SPRAY HEADS • N I— LL) w w w 0 00 H (.1) 0 to k 4 LEGEND 0 co ENGINES S OFFICIAL PUBLIC DOCUMENT /C F ORIGINAL "AS® 1LT° " CERTIFIED RE • R • • ; ; INGS PROJECT #: II DATE ACCEPTED: 11 /t SEC. 08, T.25 N., R.45 E., W. M. SPOKANE COUNTY, WASHINGTON 1 - 8" ROUND VALVE BOX 1 1/2" HARDIE VALVE W/ FLOW CONTROL 2 1/2" PVC CLASS 200 1" PVC CLASS 200 TORO 570 SPRAY HEADS HUNTER PGM SPRAY ROTORS TORO 640 SPRAY ROTORS HUNTER PGP SPRAY ROTORS GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. GRAPHIC SCALE ( IN FEET ) 1 inch = 20 ft. UNDERGROUND SERVICE ALERT ONE -CALL NUMBER 456.8000 CALL TWO BUSINESS DAYS BEFORE YOU DIG } m w l R.O.W. 1•■•■ ••■■••■• 1••■•••■ -13' UTILITY & DRAINAGE EASEMENT — — — R.O.W. — t 1 3' UTILITY & DRAINAGE EASEMENT STATION 5 HUNTER PGP 19+00 ik 2 1/2" MAIN (PVC CL200) 1" PVC CL200 20+01.20 INDIANA AVENUE 22+80.53 McMILLAN LANE STATION 8A (20) TORO 570 (34) TOTAL SPRAY HEADS 16' UTILITY & DRAINAGE EASEMENT — 0 — STATION 9 ---- (66) TORO 570 SPRAY HEADS 1" PVC CL200 — LJ z _ J — 1 -J 00 INDIANA AVENUE 21 25' 25' 2 1/2" MAIN & LATERAL FROM STATION 8A (PVC CL200) IN 6" SLEEVE LEGEND 2 1/2" MAIN (PVC CL200) 16' UTILITY & DRAINAGE EASEMENT • 1, 1 — 8" ROUND VALVE BOX 1 1/2" HARDIE VALVE W/ FLOW CONTROL 2 1/2" PVC CLASS 200 1" PVC CLASS 200 0 • TORO 570 SPRAY HEADS HUNTER PGM SPRAY ROTORS HUNTER PGP SPRAY ROTORS SEC. 08, T.25 N., R.45 E.,W.M. SPOKANE COUNTY, WASHINGTON • -.100 STATION 8A (14) TORO 570 (34) TOTAL SPRAY HEADS 6' SIDEWALK 6 SIDEWALK 2 1/2" MAIN (PVC CL200) IN 6" SLEEVE 1 1/2" STOP VALVE " p ?n•' !EXPIRES 9/24 21+66.20 7 PHASE 1 BOUNDARY ST MION 86 (12) HUNTER PGM SPRAY HEADS IV li : < C III 0 t" -I .1k , q t 11.44 N c; • • NGS CERTIFIED RE R PROJECT #: DATE ACCEPTED: •E1 1 ■1110 °11: CDOCU IEEA M 4S ENT °4:‘11 0 AIM/ ORIGINAL "AS-BUILTS" .0111111.• ■••••■ .0■01 sow AMP' POND BOTTOM 10 20 23 GRAPHIC SCALE 40 ( IN FEET ) 1 inch = 20 ft. z —J 11111.nP:11111.*1111::VK':;•• 80 1 188111118181=18888:11=8118=111W UNDERGROUND SERVICE ALERT ONE-CALL NUMBER h CTHE ENCLOSED AS-BUILT IRRIGATION PLANS ARE SCHEMATIC IN NATURE AND REPRESENT THE AS-BUILT IRRIGATION SYSTEM INSTALLED AS A PART OF THIS CONTRACT. THESE PLANS ARE NOT INTENDED TO REPRESENT ACTUAL CONSTRUCTION REVIEW ON THE PART OF THE SEALING ENGINEER OR INLAND PACIFIC ENGINEERING CO., RATHER THEY ARE A REPRESENTATION FROM FROM THE IRRIGATION CONTRACTOR ARTISTIC LANDSCAPE. TO THE GREATEST EXTENT POSSIBLE, Ali HEAT) ANn rni\riPOILER LOCATIONS HAVE BEEN FIELD VERIFIED. 456.8000 CALL TWO BUSINESS DAYS BEFORE YOU DIG 4sseaswara. ( Z 01 e4 • Ll N N Li 4 ,_ 0 Li L u z ..., 0 CN1 . N. II (...) < R - ..-'" 0 ( SHEET 2 OF 2 JOB NUMBER 96106 j