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Drainage Reports - 10/07/1993
1 1 1 1 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR CASTLE RIDGE AT MIRAMONT FIRST FILING FORT COLLINS, COLORADO October 7, 1993 Prepared for: Miramont Associates 309 West Harmony Road Fort Collins, Colorado 80526 Prepared by: RBD, Inc. Engineering Consultants 209 S. Meldrum Fort Collins, Colorado 80521 (303) 482-5922 RBD Job No. 504-004 TABLE OF CONTENTS DESCRIPTION PAGE I. GENERAL LOCATION AND DESCRIPTION 1 A. LOCATION 1 B. DESCRIPTION OF PROPERTY 1 II. DRAINAGE BASINS 1 A. MAJOR BASIN DESCRIPTION 1 B. SUB -BASIN DESCRIPTION 2 III. DRAINAGE DESIGN CRITERIA 2 A. REGULATIONS 2 B. DEVELOPMENT CRITERIA REFERENCE AND CONSTRAINTS 2 C. HYDROLOGICAL CRITERIA 2 D. HYDRAULIC CRITERIA 2 E. VARIANCES FROM CRITERIA 3 IV. DRAINAGE FACILITY DESIGN 3 A. GENERAL CONCEPT 3 B. SPECIFIC DETAILS 3 V. EROSION CONTROL 5 A. GENERAL CONCEPT 5 B. SPECIFIC DETAILS 5 VI. CONCLUSIONS 6 A. COMPLIANCE WITH STANDARDS 6 B. DRAINAGE CONCEPT 6 C. EROSION CONTROL CONCEPT 6 REFERENCES 6 APPENDIX VICINITY MAP 1 HYDROLOGY 2 DESIGN OF CURB INLETS, CHANNELS, AND STORM SEWERS 7 HEC-2 FOR MAIL CREEK DITCH 37 DETENTION POND 58 EROSION CONTROL 64 CHARTS, FIGURES AND TABLES 71 FINAL DRAINAGE AND EROSION CONTROL STUDY FOR CASTLE RIDGE AT MIRAMONT P.U.D. ' FIRST FILING FORT COLLINS, COLORADO GENERAL LOCATION AND DESCRIPTION A. Location ' The Castle Ridge at Miramont First Filing development is located in the southeast part of Fort Collins, south of Harmony Road, and west of Lemay Avenue. The First Filing will be just to the south of The Upper Meadow at ' Miramont Second Filing and just to the north of Werner Elementary School. A vicinity map of the proposed site is included in the appendix. More particularly, the site is situated in the east half of Section 1, Township 6 ' North, Range 69 West, of the 6th P.M., City of Fort Collins, Larimer County, Colorado. B. Description of_ProDeft ' The Castle Ridge at Miramont First Filing contains 14.0 acres more or less. The area is currently undeveloped and is being proposed for single family ' residential construction with 18 lots. The site currently consists of cultivated farmland. The Mail Creek irrigation ditch runs in a northwest to southeast direction immediately north of the site. Topography for the site is generally sloping from the north to the south at approximately 4%. ' II. DRAINAGE BASINS ' A. Major Basin Description The Castle Ridge at Miramont First Filing lies within the Mail Creek Basin. No major drainageway exists within the site. 1 ' 1 C 1 B. Sub -Basin Description 1 Historic drainage patterns of the subject site are southwesterly across the site to an existing roadside ditch along the east side of Mail Creek Lane 1 which directs storm water runoff south to Mail Creek. 1 III. DRAINAGE DESIGN CRITERIA 1 A. Regulations The City of Fort Collins Storm Drainage Design Criteria is being used for the 1 subject site. 1 B. Development Criteria Reference and Constraints The Castle Ridge at Miramont First Filing historically drains southerly along 1 Mail Creek Lane. The Oak/Cottonwood Farm Master Drainage Plan criteria and constraints recommends the northern portion of the site drain down Highcastle Drive into Mail Creek. According to the Oak/Cottonwood Farm 1 Master Drainage Plan there is to be a future water feature east of Highcastle Drive approximately 300' south of the site. In the interim, flow will be routed to the site of this future water feature, which is to be used for a temporary 1 sediment control pond. The remainder of the site will flow to the west into an existing roadside ditch along the east side of Mail Creek Lane. 1 C. Hydrological Criteria 1 The Rational method is being used to determine runoff peak flows from the site and surrounding off -site tributary areas. The 2 and 100 year rainfall 1 criteria, which was obtained from the City of Fort Collins, is the criteria which was utilized. The criteria is included in the appendix. 1 D. Hydraulic Criteria ' All calculations within this study have been prepared in accordance with the City of Fort Collins Drainage Criteria. 1 2 U 1 1 ' IV. L 1 1 ■I 1 .1 E. Variances from Criteria A variance is being sought to allow for a slope of 0.5% for the graded swale along the back of lots 1 through 5. The swale is designed to intercept flows from going into Mail Creek ditch. The volume of water flowing into the swale is only the rear portion of lots 1 through 5. DRAINAGE FACILITY DESIGN A. General Conceut The Castle Ridge at Miramont First Filing is planned as a single family residential housing development. The First Filing will consist of 18 lots. Storm water flows for basins 1,2,7 and 8 will be routed along Highcastle Drive to the end of the temporary cul-de-sac. Flows from here will be picked up in a drainage swale and routed south to Mail Creek. Flows from this portion of the site will ultimately run down Highcastle Drive into Mail Creek. Basins 3,4,5 and 6 will generally follow historic drainage patterns. Basins 3,4 and 6 will be directed to the detention pond in the southwest corner of the property and into an existing roadside ditch along Mail Creek Lane, which flows southerly into Mail Creek. Basin 6 does not enter the detention pond, but flows directly into the existing ditch. Included in the back pocket of this report is the drainage plan.for the First Filing. Groundwater from seepage from Mail Creek Ditch was not a problem for the site according to the soils report. All Groundwater seepage from the ditch went to the northerly side. ' B. Specific Details ' Mail Creek irrigation ditch flows along the northern property line. Highcastle Drive will be crossing over the ditch. The existing ditch geometry is a 10' bottom width with 2:1 side slopes. Proposed for the crossing is an 10'x4' ' reinforced concrete box culvert with 45 degree wing walls. The box culvert raised the water surface 0.06' upstream. Included in the appendix are the HEC-2 runs showing the crossing hydraulics. 1 Basin 1 includes portions of lots 1 through 5 which will drain to the rear of the lots and be intercepted by a grass lined swale which will direct the flow ' to a metal sidewalk culvert which enters onto Castle Ridge Court near ' 3 ' Highcastle Drive. ' Basin 2 includes the front portion of lots 1 through 5 and 11 through 13 as well as a major portion of Castle Ridge Court. The flows through the basin will be directed.along Castle Ridge Court without exceeding street capacity ' to the east onto Highcastle Drive. Basin 7 includes the western half of Highcastle Drive as well as a minor ' portion of lots 17 and 18. It receives runoff flows from basins 1 and 2 and directs the flows along the gutter and into a grass lined swale which curves along the outside of the temporary turnaround. The swale joins with another ' swale which contains flows from basin 8. Basin 8 includes the eastern half of Highcastle Drive as well as off -site historic drainage which flows into the street. The swale then continues south approximately 1200' and into Mail ' Creek. This grass lined swale serves as an important water quality control feature by allowing sediments to filter out of the runoff before reaching the creek. ' Basin 9 contains historic off -site flow which drains directly into the grass lined swale. ' Basin 3 includes portions of lots 10 through 15 and all of castle Ridge ' Place. A swale is to be created along the drainage easement to the rear of lots 11 and 12 to direct runoff easterly and onto the cul-de-sac. Flow is directed to the southern end of the cul-de-sac to a low point, where the 100 ' year flow is intercepted by a 10' curb inlet. Storm water will then to be piped to the detention pond in the southwest corner of the site. Basin 4 includes the Castle Ridge Court, lot 7, and a portion of lot 6. Flow is directed to the south to a low point at the end of cul-de-sac. A 4' concrete sidewalk culvert is planned to intercept a major portion of the flow with the remainder overtopping the sidewalk and flowing into a grass lined swale. The sidewalk culvert is to outlet into the swale which flows south and into the detention pond in the southwest corner of the site. Basin 6 includes the southern portion of the site. It receives flows from basins 3 and 4 and routes them to the detention pond in the southwest corner of the site. The release rate of the pond was set to be the 100 year historic runoff for the site. No detention was required for the site, but to keep from increasing the flow to the ditch this criteria was selected. The t flow then outlets into an existing roadside ditch along the east edge of Mail Creek Lane. The Ditch then routes the flow to the south into Mail Creek. Basin 5 includes lot 8 and portions of lots 5 and 6. The flow follows existing ' drainage patterns into the roadside ditch to the east of Mail Creek Lane 4 1 I ' where it joins the flow from basin 6. V. EROSION CONTROL ' A. General Concept The Castle Ridge at Miramont First Filing lies within the Moderate Rainfall ' and Wind Erodibility Zone per the City of Fort Collins zone maps. The potential exists for erosion problems during construction, and after construction until the disturbed ground is again vegetated. It is anticipated that the First Filing construction will begin in the Fall of 1993, and be completed in the Spring of 1993. Per the City of Fort Collins Erosion Control Reference Manual for Construction Sites and related calculations in the appendix, the erosion control performance standard for this site is 83.3%. From the calculations ' in the appendix, the effectiveness of the proposed erosion control plan is 83.3% during the construction portion of this development. Therefore the ' erosion control plan as specifically detailed below, will meet the City of Fort Collins requirements. ' B. Specific Details After the overlot grading has been completed, all disturbed areas, not in a roadway, shall have a temporary vegetation seed applied per the City of Fort Collins specification. After seeding, a hay or straw mulch shall be ' applied over the seed at a rate of 2 tons/acre, minimum, and the mulch shall be adequately anchored, tacked or crimped into the soil per the methods shown on the Drainage and Erosion Control plan. After the utilities ' have been installed, the roadway surfaces should receive the pavement structure. After installation of the curb inlets, the inlets shall be filtered with a combination of concrete blocks, 1 /2 inch wire screen, and 3/4 inch course gravel. The straw bale barriers should be installed in conjunction with the overlot grading process. 5 I L 1 1 VI. CONCLUSIONS 1 A. Compliance with Standards 1 All computations within this report have been completed in compliance with the City of Fort Collins Storm Drainage Design Criteria. 1 B. Drainage Concept The proposed drainage concepts adequately provide for the transmission 1 of developed on -site runoff from the northern portion of the site to the grass lined swale and into Mail Creek. The remainder of the site drains southwesterly to Mail Creek Lane and along the street in a roadside ditch, 1 south to Mail Creek. The concepts are also in compliance with the Oak/Cottonwood Master Drainage Plan. 1 C. Erosion Control Concept The proposed erosion control concepts adequately provide for the control 1 of wind and rainfall erosion from the Castle Ridge at Miramont First Filing. Through construction of the proposed erosion control concepts, the City of 1 Fort Collins performance standards will be met. The proposed erosion control concepts presented in this report and shown on the erosion control plan are in compliance with the City of Fort Collins erosion control criteria. ' REFERENCES 1 1. Storm Drainage Design Criteria and Construction Standards by the City of. Fort Collins, Colorado, May 1984, Revised January 1992. 1 2. Erosion Control Reference Manual for Construction Sites by the City of Fort Collins, Colorado, January 1991. ' 3. Overall Drainage Study for Oak/Cottonwood Farm in Fort Collins, Colorado by RBD, Inc., May 1992. 1 1 6 0 I1774►U]►/ 1 t I 1 1 1 1 1 1 C 1 1 1 1 1 1 VICINITY MAP SCALE:. 1 "=2000' 1/05 I Z/3-5- I I I FE I I 11 I -1 I I I I HYDROLOGY I { 3, Y QY IM W �r Q 1 ltvv�� M, NU 11 N N K 11 tr M + Z O K 14- �o °+ +a ' + U C. N it U U oN- aN off•' LA 11 V M O O O O s �9 �0-�6-�� �cio� W 00 M — d -.;;Zl W� w ram- o (n° 4 ,d�a MdNd d d J v 1 C� o) 1` 1 �,.s L' V J � — LL1 > " LLI oN t j 4 a0, \9K w m Q W Q Nco �{- o • N cat � � M N 4 U I � + r �I 01 ►n 1 rq ' . tilt. N Z U F- � � a O Cr Z. ILLli 0 - 1 0 Z 4C cc O ti) Q U LL �- Z 0 d U) V m ' F- 0 0 w U F- J d m C) J ' D.(n Q � U Qs Lp _n I Q, Al n/ t � tom- , N y _ 4. 0 U L 7 0W :Do u a a U OU v c p w wow w CL"s M 's N M V�N`QUl J ZN�M� `91(� �� w ^ n. cT a o Ni- J LA a� a N 4 v MM�Q N m U N I Q co 4 — ^— U\ W O • o.��� - G� s-� I� �.i�-� �-: Nl i ram ✓v� n�� I.DO STORM D iAINAGE SYSTEM PRELIMINARY DESIGN DATA Flow Time Street Pipe Street pipe Location e c >• `o_ 0o Remarks >, ;, = O o O O 0 p _ " 'o �, Design Paint 'N - O C_ L C O p, C_ eC U c C C _ O- O U = c- O O- C C N O L C N cE c 1= o G N U u o N _ O. N _ U N 0 0 �O N CL > N o ,�- 0 o a [o J ••.. - E a� E o_ E F- U E U c ._ Q a O Ct O a: ewe N Ly C!1 Q N e� e�i O" > "- I 2 3 I 4' I 5 6 7 1 8 9 10 II 12 13 I 14 1 15 16 17 18 1 19 20 1 2-1 1 22 23 1.7 1 1.9 1 1.0 I T rain DPI to bP7 z I, 0 ee-3 1 '77 I yZ % 7 I 'L .43 3.D 0.47 ,,3 I CmM : C mr DP 7 g 5. D.3 3.7-4 9 I z3.7 D.ZS I I ,' ld:ldl (� I T i-or� DP7 to DF8 - I, to ►.^„n, I.Z3:q 5.5 0.41 1. IA.351 _:. 3,4- 5.S I►3.9� r�am}' LOM . L' -r&r DP 8 g IIz,7 5, 1.(o T7, 1 U,45 I.S�o �•3(o I .5 1 i I:.31(�9� G3(�.77 +.G31G7 t.37 Z°r I 1 _ I .3� 2"].- 117� 134.5 .34 f 8.5 I i T- -ta D i' 9 =7,. - 7• 0,53 2,8 45(G,3G + C 51 I 1- I1 4,q0.3,ql,7 i Ii8.21D. z .11 3.31 I ( �rm+✓� D P 3 -to D P G 1 R 3 4 .. o.44 1 I. - �,e i 5, I ` I 1 I 5.. D D (05 . s I I �, I i I I .4 1 i I I �.asVIt t D f =7. _ I ,g M PRELIMINARY DESIGN DATA N G V o -- �- E c Street Pipe Sireet Pipe Remarks ' a O O T Q — C •U a n y O n O ea N .� — •U o O. V1 C U 'y y T O y r 'VI L.) p >1 ci O y. c a 13 I 14 I 15 16 17 18 19 20 21 I 22 23 I� J� 6. 6 ��•� 1 A.-�� 1lYam... _ I .D i z. I I - I i I I I 2:1.5 I I, a 7/05 DESIGN OF CURB INLETS, CHANNELS, AND STORM SEWERS 0 h 11 1 T:DINC Engineering Consultants 7 --------- 1----7-- CLIENT JOB NO. PROJECT60-6+1e— F-U4 eP— CALCULATIONS FOR L,—M MADE BY_174ATE�_MECKED BY— DATE —SHEET— OF ------ - -- -- ------- ---------- -7 71.1 171�eF i f 7 7_ No Text TmiD. Engineering Consultants CLIENT 15 tNt AS 56C-1 "AeS JOB NO. 5j4-0 PROJECT 170-ae CALCULATIONS FOR MADEBY =- DATE4!:L�CHECKED BY DATE -SHEET- OF , I .... ..... . ....... — S-. 3 6 Z = L I I 7 - ------- ----- - . ...... ... ------ --- ------ - d d 1-7 L — ----- J ----- 7-- T Mau - I F E i -i�E- T-7- 7- :77 No Text ------------- ------------------------------------------------------------------- REPORT OF STORM SEWER SYSTEM DESIGN 1 USING UDSEWER-MODEL VERSION 4 DEVELOPED BY 1 JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO 1*** EXECUTED BY DENVER CITY/COUNTY USE ONLY ............................................. ON DATA 09-29-1993 AT TIME 14:07:45 *** PROJECT TITLE : 1 CASTLERIDGE AT MIRAMONT STORM SEWER *** RETURN PERIOD OF FLOOD IS 100 YEARS 1*** ------------------------------------------------------------------------------- SUMMARY OF HYDRAULICS AT MANHOLES MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN. GROUND WATER COMMENTS ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION 1 MINUTES---INCH/HR CFS FEET FEET - ----------------------------1.00 00 .00 7.50 54.00 51.65 OK 2.001.4.907.50 M 57.00 53.37 OK 3.00 1.4.90 7.50 65.00 63.08 OK kK 4.00 00 7.50 65.00 63.22 OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 1** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------ SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ID NO. ID NO. (FT) (IN) (FT) (IN) (FT) -------.--.-.-..-------------.--..- (FT) ----------------------------- 12.00 2.00 1.00 -(1N) ROUND 14.23 15.00 15.00 0.00 23.00 3.00 2.00 ROUND 10.20 15.00 15.00 0.00 25.00 4.00 3.00 ROUND 10.20 15.00 15.00 0.00 �IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET EQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. UGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. OR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISITNG SIZE WAS USED --------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT 1D FLOW Q FULL Q DEPTH VLCITY DEPTH VLCITY VLCITY NO. ' NUMBER CFS CFS FEET FPS FEET FPS FPS Pea,l-- �: 16 V.3 s i �J 13�0 S --------------------------------------------------------------------- 12.0 7.5 8.7 0.90 7.95 1.08 6.66 6.11 1.53 V-OK 23.0 7.5 21.1 0.52 15.70 1.08 6.66 6.11 4.44 V-OK 25.0 7.5 21.1 0.52 15.70 1.08 6.66 6.11 4.44 V-OK IFROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) 12.00 1.79 52.29 50.50 3.46 2.25 OK 23.00 10.57 62.00 52.49 1.75 3.26 NO 25.00 10.57 62.00 61.99 1.75 1.76 NO 'OK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 2 FEET '*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREA14 CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- ' 12.00 23.00 100.00 90.00 0.00 0.00 53.54 63.25 51.75 53.74 53.37 63.08 51.65 53.37 JUMP JUMP 25.00 0.10 0.00 63.25 63.24 63.22 63.08 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW '*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT 1D FT ..-- --- ---- -- --"-'---- ---- -- - ---- ----- ----'..........'._' 12.0 2.00 53.95 1.72 1.00 0.58 0.00 0.00 1.00 51.65 23.0 3.00 63.66 9.65 0.10 0.06 0.00 0.00 2.00 53.95 25.0 4.00 63.80 0.00 0.25 0.14 0.00 0.00 3.00 63.66 BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. CLIENT A JOB NO. INC PROJECT CALCULATIONS FOR Engineering Consultants MADE SY-�Tn7DATE CHECKED BY DATE SHEET OF --------- -------------- -- — - ------ ------ - — -------- ------------ -- -- ----- A- -------- -- - - --------- Co, -777-7-77-, T ------ -- ----- if p 41 --------- --- ------- --- L 1 -7-71 ------- ----------- f PIOL !17 7 - ----- -- - ----- ------ - ------ - --- I T i 7 1 d V -1 7 am7. -1 if I d I is + ....... -------------- L L rr If L.d 'w—L ........ .. r. -- -------- ----- J- - - ------ ---- - ------------ - 7:5 z�Lr PS No Text ■RING Engineering Consultants 1 0 1 CLIENT ic-o.- /-ISSBG�O-��-5 y JOBNO.564-06A PROJECT S„�O--S%lam CALCULATIONS FOR MADE BZ ATE CHECKED BY DATE SHEET OF No Text No Text I z� s I 1 1 I 0 I I RBD INC. ENGINEERING CONSULTANTS CHANNEL RATING INFORMATION STA ELEV 0.00 2.20 6.60 0.00 13.20 2.20 W VALUE 0.060 ELEVATION AREA (feet) (sq ft) SLOPE (ft/ft) ------------- 0.0207 VELOCITY DISCHARGE (fps) (cfs) -------- --------- s wAt-E-- (A-rA ,� P FROUDE NO. 0.20 0.1 0.7 0.09 0.41 0.40 0.5 1.2 0.57 0.47 0.60 1.1 1.5 1.67 0.50 0.80 1.9 1.9 3.60 0.52 1.00 3.0 2.2 6.52 0.54 1.20 4.3 2.5 10.61 0.56 1.40 5.9 2.7 16.00 0.57 1.60 1.80 7.7 9.7 3.0 3.2 22.84 31.26 0.59 0.60 ,,pp g O Iti (�CIDO o 3�• ISI 2.00 12.0 3.4 41.40 0.61 dlee -7g f 41.4 Gas Ar-z.0� is +t> toe, (101- b. N©r4- Ater%c-cA E �` �r p S i lB0 �6�0 s Lo a-( &e- V�- 1146, a-ej 1,78 I 7- 7-Ig 5; CLIENT% -JOB NO.'504 - 0 RWINC PROJECT L CALCULATIONS FOR Engineering Consultants MADE By -=DATE Z:?-L3CHECKED BY DATE -SHEET- OF - - - ----------- ------- -- ------- _77177_1; T -1"—.A_I ;Il ifi,-n-�t-_. -o ��S�tp� a? PLI c 7� o 4 A-" ------ ---- ------------ - - ------ 7 T 4 ---------- ...... - ------ .... ..... .. - 71- L--------- --- - ----- ---------- 7 -7 -7- 7 1_4 7 -7- 7 +......... .. --------- ---- - ----- t t v T 7-7 _7 7 7 .... ...... FT-7. T,1 ----- J, , - - -- - - I - - - - - - - - - - - -- - -------- ------------ ----- -- - ---- --------- -- -- ------------- ------ ------ ....... ..... j ------------ -- - ----- . ...... .... .. . L J L) 1 1 I 1 1 1 i 1 i_ 1 1 1 1 1 1 1 1 1 1 y3� CLIENTL ! (rQ-+✓� JOB NO. 5JM-DOr4 PROJECT ��s��� 1lJ�� CALCULATIONS FOR MADEBY r T-�jDATE 7 /-/pZCH CKED BYDATE SHEETOF i ----- - -j ; - 1- �{ .. - I ' - - 1 . - -_ f Y - -1 1 _ - I - - - ::. I CLIENT JOB NO. RMINC PROJECT CALCULATIONS FOR Engineering Consultants MADEBY-7-:ViATE -CHECKED BY -DATE -SHEET OF ---------- -- ------ ----- --------- -- -- ------ ----- ------ --- ----------- --- --------- L---------- ; : tl --- Ab ------------ -- M* J-------- L_ --- --- ------ 7 44 ----- -- - ----- ------- 17 ---------- ---- -- ---------- ---- --- ..... .. -7 --- "7_ --------- - -- -- ----- --- -- -- ------ ----- L-L --------- - i66 Y-1 - ---------- 717 - ---- --- C) _i. _e_ ----- - ---------- ----- �77` -4- 7. -T ...... __4 7, 42 4 ------ ----- - - 7 ---------- ----------- v r6 y1t w. L +1 ZA e,> A 01. i �._ I T3D. Engineering Consultants 1 1 i F 1 i 1 C 1 1 1 i 1 1 If 1 tvt� 1 A n CLIENT 1 l 1 lr�'✓�'�ln� TS419C 1 cl_ CCSS JOB NO. 76 -D(S^F PROJECT CALCULATIONS FOR ���� SWOP. e. MADE BY=1TE CHECKED BY DATE SHEET OF CLIENT H�ca,-� ,ov,t k:,,,oc_6±e�� -JOBNO. 70 NC PROJECT L/�41e-1 _kA:94== CALCULATIONS FOR 6- rol"' Engineering Consultants MADE BY]MATE -CHECKED BY DATE -SHEET-OF t 7 --------- 4 L-- - ----- ------- ------ -- - ---- --------- 4 -7- - - - - - - t --- - ------- ------ ------ - -- - ------- ...... ----------- ------------ - "A ----------- -- ----------- - --- 7 T 7 --- 77: - - - - - - - -- - 777' T*L 4 j r- 7-' -T- - --------- ----- LL 7 7 L Z4) Z).* 49 -------- -- r ... ........ ------ --- ------ lp------- ----- - ------------ -- - Pp 7- LL I z 6/as 'I IF L to U I 1 1 n n I Engineering Consultants CLIENT I/'�'r� ��'� �`S7L���Q-��S JOB NO.S 61-B 04 PROJECT �ZZ���A P� CALCULATIONSFOR "BY - MADE BY ATE ii:f CHECKED BY _ DATE SHEET OF I elsvi'. a i _ - Qa - per .i • Y - - - :..i.. _ 1 y - _ i Tj t D 1rd d� !J Z Grzs _ / !..L�� .� , � � !�ti� ti �� �, t V:' /� 51 0� !r� : lJ 1�.'rt_-a✓�,? f p � _ -� � - _. , _ %OAL / LINERS North American Green® Flexible Channel Liners 0 korthAmerican Green flexible channel liners veloped for extreme slopes, high - discharge channels, and applications Fequiring semi -permanent to permanent rotection and vegetal reinforcement. The ners consist of heavy duty netting and a uniformly consolidated coconut or recycled nylon fiber matrix for superior erosion control 'performance. C125 'The C125 flexible channel liner features a 100% coconut fiber matrix sewn bery een two heavy- weight. UV stabilized nets. The C 125's heavy 'duty construction and long-lasting high performance coconut fiber matrix provide extended protection and increased effectiveness and durability for high -discharge channels and 'slopes of 1: I and greater. L C125 Specifications Material composition Coconut .. .5 Ibs/sq yd 1.27 kg/sq m) Net ....... heavyweight UV stabilized both sides Thread ... black polyester C125 Roll Specifications Width .... 6.5 ft 12 m) Length ... 83.5 ft (25.5 m) Weight ... 30 Ibs 113.6 kg) Area ..... 60 sq yd (51 sq m) r 1 L 1 'zl �77> ' TECHNICAL REFERENCE Erosion Blanket Effectiveness: Rainfall Simulator Testing 'Research was conducted utilizing a rainfall simulator device and a highly erosive Blount silt loam to determine the effectiveness of 'alternative erosion control materials. Tests were performed by subjecting tilted soil flumes, covered with a specified erosion material, to simulated rainfall intensities of '10.66 cm (4 in.) and 14.73 cm (6 in.) per hour. Runoff water and sediment were collected and analyzed for each erosion 'control material test. Velocity of the runoff water was also determined during the peak runoff period. 'The reduction in soil loss, sediment origination and runoff velocities were determined by comparing data from the protected (erosion blanket) plots with data ' from control unprotected (bare soil) plots. Table 1 'Velocity Reduction Percent velociy Peeuction Relative to Bare soil Ieontroq Velocity 100 '80 _ 77°/o — 74%— 73% 7900 60 0 1n ' 40 30 2AMEE]OU 1"' ' J Table 2 Sediment Concentrations ig soivkg Runoff u'a:erl Test 1 (10-66 cm rain) g/kg ' I r'• Jute 1.50 1 1 The results from this research are listed in Tables 1, 2, and 3. Table 4 lists the recommended cover or "C" or "VM" factors for North American Greenm blankets when used and installed in the corresponding slope applications. A'C" or "VM' factor is defined as: soil loss from protected slope soil loss from unprotected slope The lower the 'C"or "VM" factor, the more effective the material is for_controlling soil loss. The values in Table 4 are to be used when estimating soil loss from a particular slope with and without the protection of a North American Green erosion blanket using the Universal Soil Loss Equation. These "C or "VM" factors and the Universal Soil Loss Equation are utilized in the North American Green Erosion Control Plan software package. (See page 15 for more information.) Test 2 t14.73 cm rain) 9Ag Double net mat 1.99 Noah American Green blankets being tested for erosion control and revegetation capabilities on a 3:1 slope uncer natural and simulated rainfall. r y� TECHNICAL REFERENCE /may y Soil Loss is the Bottom Line in Erosion Control Table 3 Soil LOSS Test 1 110.66 cm rain( Materials sal 104191 90 Redb6&i — S150'... Jute 168.0 91.8 Table 4 "C" or "VM" Factors* Test 2 (I4.73 cm rain) Material _ :f :may. solilo;s lgl %Reductbrl Double net excelsior 278.3 93.5 North American Green slope?�h<<,, Blanket Application ~, Y3�s Factor;'rn� LI 5 • Recommended val,les based on above rainfall simulator study in conjunction with independent Seic ::search Table 5 Water Absorption Volume Change 400 600 Soo 300 ' — 00 ZOD 300 _y a" tzl 200 100 100 High water absorption and low ve!ume change in blanket fibers characterize ideal mulch for seed germina:ion and plant arc%vrh. 11 North American Green' blankets reduce soil erosion. ...facilitating the establish- ment of vegetation. Where blanket coverage ends, erosion begins. TECHNICAL REFERENCE Channel Liners Flexible channel liners provide protection of the channel surface from the erosive forces of channelized flow during and after vegetation establishment. Without adequate protection during the delicate period before complete vegetation establishment -when full channel protection depends solely on the flexible liner -the channel surface is subject to severe scouring. Severe scouring not only removes the soil, plant seeds and seedlings, but often leads to changes in channel configurations, affecting the designed hydraulic functions of the channel. The capabilities of several commercially available flexible channel liners to prevent .scour of unvegetated channel surfaces were tested by Colorado State University's Engineering Research Center for North American Green". Each liner was tested on an 8' x 80' long trapezoidal, sandy loam channel with a I' bottom and 2:1 side slopes on a 3% grade. After installation of each material according to the manufacturer's 1' Table b Maximum Surface Velocity (FPS) 9 ' 8 7 b 3 Z ' 1 0 recommendations, the liner was subjected to a series of 30 minute flow events which continued until .5 inches of soil (complete seed bed) was lost from an average of 27 cross -sectional points, or the lining material was torn or seriously degraded. Tables b and 7 illustrate the ranges of flow velocity and depth in which the flexible liners performed effectively in the test channel. Since these limiting values will change with1channel configuration and slope, Table 8 lists the maximum tractive force or shear stress ratings and roughness coefficients for all North American Green blankets. These values are to be used when selecting North American Green blankets using the Federal Highway Administration's Maximum Tractive Force Method for determining suitable channel liners. These values and FHWA selection procedures are utilized in the North American Green Erosion Control Plan design software package. (See page 15 for further information.) h Flow event on P300 lined test channel. Instrument for Bow velocity and depth measurement. I TECHNICAL REFERENCE able? aximum Flow Depth(Ft.) *Recommended values based on above research. Norh American Green field studies and Published Federal hha2yhd„�inis:ra:;on research. rarive force G.;:a and roughness coe-fficients will increase dramatically when vegetation is established i ugh the erosion control blanket. 0 C 125 and F300 I ` effectivey protect a ' field test channel carrying high discharges over ' gradients approaching 17%. 1 1 1 1 1 HEC-2 FOR MAIL CREEK DITCH 1 1 1 1 1 1 3 3�85 II CLIENT RINC PROJECT Engineering Consultants MADE BY_DATE NO. CHECKEDBYDATE-SHEET-OF A T� LV nND7THE f?RO,p05 S�'Tr�v Fi�MrN� P,eurovs ,eu�cJ = -- - T1:S wAs DoN 'rip. fcEEP _ _- RU N lUi�/(� 1 THE WHdLE_: LEiU�TH OF THE AEG=Z ,eC��V PEA jl�UI-IE�c�S. Tye �L6T ti� �ti�iTi�Ns ,�cJ1`1 e 7'HE a ;4;PAIL 6 �o {7-ioN s pG 7-ia 17i Tc�/, THE R v rU w l T'N TN 3 o X A)J) G HAN4�7E IN wTZE9 { ;r s 1 Jt Sae 1978 LLsti 1944 1 t7Z, 17q1% £96; 49 -A\ age _L 4,978 \, 4977 351 1 1 1 1 1 1 PROPOSED CONDITIONS 3 �/ '1wRRw}fffwfwwwRfww»:RrwRRwfRwRw:wwwwrwRwf:rr ' HEC-2 WATER SURFACE PROFILES f f * Version 4.6.2; May 1991 ' f f * RUN DATE 07OCT93 TIME 10:08:33 * wffwffrrfRR}ffffrrkftfffffffff}fffRfRfffffff 1 ' X X XXXXXXX XXXXX X X X X X X X X X ' XXXXXXX XXXX X X X X X X X X X X X X XXXXXXX XXXXX '1 07OCT93 10:08:33 ' fRwfwwwwrfwtf:fwwfwRwwRwfwrwffRwRwrff HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 rttwrrtwwRwRfwrrwRrRRrtfRwRRrrfrtfrtf T1 MAIL CREEK DITCH BOX CULVERT UNDER HIGHCASTLE DRIVE T2 X-SECTION DATA FROM RBD SURVEY DEC. 1992 T3 RBD, INC. /// MAR 93 /// FILE: CASTLE.DAT T4 0=70 CFS STARTING WSEL FROM NORMAL DEPTH CALC. XXXXX X X X XXXXX XXXXX X X XXXXXXX rr:rrrr:rffrfffffwfrwrfwrfwrrRfwrrwfffr * U.S. ARMY CORPS OF ENGINEERS ' * HYDROLOGIC ENGINEERING CENTER ' ' 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 rffrr}rfrrkr}}}ffrrff}r►krtRR}fffffwRRf PAGE 1 THIS RUN EXECUTED 07OCT93 10:08:33 F70 FosED lzWJ ' J1 ICHECK 1N0 NINV IDIR STRT METRIC HVINS C WSEL FG 0 2 0 0 0 0 0 0 4979.04 0 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW CHNIM ITRACE 1 0 -1 0 0 0 0 0 0 0 ' J3 VARIABLE CODES FOR SUMMARY PRINTOUT _ 150 0 0 0 0 0 0 0 0 0 ' OT 1 70 0 0 0 0 0 0 0 0 NC 0.04 0.04 0.04 0.1 0.3 1085 22 8.1 37.5 'X1 GR 4980.8 0.0 4980.8 0.1 4980.8 5.2 4980.8 8.0 4980.7 8.1 GR 4980.6 8.2 4977.5 11.9 4975.8 14.5 4975.8 15.1 4975.8 15.1 GR 4976.0 20.8 4976.2 26.1 4976.6 26.6 4979.1 30.0 4981.4 36.8 GR 4981.5 37.5 4981.7 40.1 4981.7 41.1 4981.7 41.7 4981.7 41.8 ' GR 4981.3 50.0 4981.1 51.0 X1 1128 21 17.5 41.5 43 40 43 GR 4980.6 0.0 4980.7 10.6 4980.7 10.9 4980.8 16.4 4979.6 17.1 4979.4 17.5 4975.8 25.2 4975.8 25.4 4976.1 29.5 4976.4 33.2 'GR GR 4976.6 35.3 4976.6 35.3 4976.8 35.6 4980.5 41.0 4980.5 41.5 GR 4980.4 43.3 4980.4 43.8 4980.4 44.3 4980.3 45.3 4980.2 52.7 GR 4980.2 52.7 1 L 1 ' Xi ilia 22 16.5 35.8 GR 4981.5 0.0 4981.2 7.7 GR 4980.7 16.3 4980.6 16.5 GR 4976.0 32.3 4976.0 32.5 GR 4979.8 35.8 4979.9 39.2 GR 4979.4 46.7 4979.4 47.2 1 07OCT93 10:08:33 Xi 1276 22 13.2 36.4 GR 4981.1 0.0 4980.9 4.0 GR 4979.4 13.6 4976.4 17.0 GR 4976.1 24.4 4976.2 30.8 GR 4980.0 36.4 4979.9 40.7 GR 4979.8 46.0 4979.6 49.6 'X1 1451 20 27.2 47.6 GR 4981.4 0.0 4981.3 5.6 GR 4977.8 27.2 4976.2 31.0 ' GR GR 4976.0 4980.2 41.9 49.4 4976.0 4980.1 42.0 51.9 X1 1648 24 11.5 36.6 GR 4982.1 0.0 4981.2 7.5 GR 4978.4 15.0 4976.6 19.1 GR 4975.9 25.2 4975.9 29.1 GR 4980.2 36.7 4980.3 38.2 GR 4980.1 45.5 4980.0 45.7 DOWNSTREAM OF CULVERT EXPANSION X1 1716 35 142.8 167.5 GR 4981.9 0.0 4982.0 6.4 GR 4982.7 57.7 4982.5 79.3 4981.8 123.7 4981.7 125.6 'GR GR 4980.2 142.6 4980.1 142.8 GR 4976.0 156.0 4976.0 157.0 - GR 4980.3 167.5 4980.3 167.5 GR 4980.4 172.7 4980.3 176.2 ' NC 0.6 DOWNSTREAM END OFJklx4' BOX CULVERT 'X1 1744 0 X3 150.1 014 SC 1.013 0.4 2.6 0 'NC X1 1798 17 12.0 36.3 X3 19.2 GR 4981.0 0.0 4980.0 12.0 GR 4976.4 20.0 4976.0 21.5 GR 4977.0 31.2 4978.0 33.0 GR 4980.3 45.0 4980.0 49.0 NC 0.04 0.04 0.04 Xl 1 1805 0 07OCT93 10:08:33 X1 1878 27 89.3 117.7 GR 4982.8 0.0 4981.1 58.8 GR 4980.7 76.7 4980.8 77.4 GR 4980.4 89.7 4979.9 90.9 GR 4976.3 109.0 4976.4 110.2 GR 4980.6 118.1 4980.7 120.1 GR 4980.3 126.2 4980.2 127.5 37 61 57 60 4981.0 12.0 4980.8 16.0 4980.8 16.3 4976.3 22.1 4976.3 22.4 4976.2 26.7 4976.0 32.5 4976.3 32.8 4979.7 35.5 4980.0 39.5 4980.0 39.6 4980.0 39.8 PAGE 2 91 86 88 4981.0 7.2 4981.3 13.1 4980.9 13.2 4976.0 18.1 4976.0 18.4 4976.0 19.0 4976.2 30.8 4978.6 34.2 4980.0 36.4 4979.9 43.7 4979.9 44.5 4979.8 45.2 175 174 - 175 4980.3 17.7 4979.7 26.4 4977.9 27.2 4976.2 31.7 4976.1 35.7 4976.1 40.8 4976.1 42.0 4979.9 47.6 4980.2 48.1 4980.1 52.1 4980.4 57.8 4980.4 59.0 197 198 197 4981.2 7.6 4981.0 10.3 4980.4 11.5 4975.9 20.5 4975.8 20.6 4975.9 21.8 4976.0 29.1 4976.9 31.0 4980.2 36.6 4980.3 39.9 4980.2 40.6 4980.1 44.3 4979.7 48.3 4979.6 50.2 98 98 98 4982.0 8.5 4982.1 17.6 4982.8 38.2 4981.9 103.6 4981.4 118.9 4981.6 122.2 4981.6 126.9 4981.1 131.9 4980.8 138.3 4978.2 146.6 4976.4 150.7 4975.8 152.3 4976.2 160.4 4976.4 160.7 4979.6 166.5 4980.5 170.1 4980.5 170.4 4980.5 170.9 4980.2 177.1 4980.2 177.7 4980.1 178.8 0.8 28 28 28 4980 160.1 4980 4 10 54 8.1 4975.95 4975.8 54 54 54 4980 29.2 4980 4979.0 14.2 4978.0 16.5 4977.0 18.8 4975.95 24 4976.0 25.0 4976.4 30.0 4979.0 34.7 4980.0 36.3 4980.3 40.0 7 7 7 PAGE 3 43 43 43 4980.9 67.3 4980.8 69.0 4980.8 75.6 4980.7 .79.7 4980.7 80.6 4980.4 89.3 4976.4 100.6 4976.1 101.5 4976.2 106.8 4976.4 111.4 4978.7 114.8 4980.3 117.7 4980.7 120.8 4980.7 121.1 4980.5 122.8 'NC 0.0 0.0 x1 1976 23 16.8 43.8 98 98 98 GR 4980.7 0.0 4980.7 6.1 4980.7 7.8 4980.8 14.2 4980.8 16.0 GR 4980.4 GR 4976.3 16.8 33.7 4979.9 4976.5 18.0 37.7 .4976.3 4977.1 28.1 38.4 4976.3 4978.3 28.8 39.9 4976.3 4978.3 33.6 40.0 GR 4980.2 42.9 4980.2 43.8 4980.2 44.1 4980.2 45.0 4980.2 46.2 GR 4980.1 49.5 4980.1 49.6 4979.9 52.8 2076 24 22.3 44.5 100 100 100 'X1 GR 4981.1 0.0 4981.1 1.6 4981.2 17.2 4981.2 18.6 4981.2 21.3 GR 4981.1 21.5 4980.7 22.3 4976.6 29.9 4976.4 30.2 4976.4 33.9 GR 4976.4 34.5 4976.6 39.4 4976.6 39.5 4976.6 39.5 4978.3 41.7 GR _4980.1 ' GR 4980.0 44.4 53.8 4980.1 4980.0 44.5 54.1 4980.1 4980.0 45.9 54.3 4980.0 4979.7 48.1 57.4 4980.0 48.5 x1 2176 22 17.9 46.0 100 100 100 GR 4981.1 0.0 4981.1 7.5 4981.0 10.0 4980.6 17.9 4980.6 17.9 4980.3 21.9 4976.2 31.6 4976.1 31.6 4976.4 35.7 4976.4 36.7 'GR GR 4976.5 39.4 4976.5 39.6 4978.1 41.8 4980.4 46.0 4980.4 46.0 GR 4980.4 48.2 4980.3 49.3 4980.3 49.8 4980.4 54.7 4980.3 55.3 GR 4980.3 55.6 4980.1 58.1 '1 07OCT93 10:08:33 PAGE 4 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 GLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV ' TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST '*PROF 1 0 CCHV= .100 CEHV= .300 *SECNO 1085.000 ' 1085.000 3.24 4979.04 .00 4979.04 4979.07 .03 .00 .00 4980.70 70.0 .0 70.0 .0 .0 48.4 .0 .0 .0 4981.50 .00 .00 1.45 .00 .000 .040 .000 .000 4975.80 10.06 .000525 0. 0. 0. 0 0 0 .00 19.86 29.92 ' *SECNO 1128.000 1128.000 3.26 4979.06 .00 .00 4979.10 .04 .03 .00 4979.40 70.0 .0 70.0 .0 .0 45.0 .0 .0 0 4980.50 ' .01 .00 1.55 .00 .000 .040 .000 .000 4975.80 18.22 .000682 43. 43. 40. 0 0 0 .00 20.68 38.90 '*SECNO 1118.000 1118.000 3.10 4979.10 .00 .00 4979.15 .05 .05 .00 4980.60 70.0 .0 70.0 .0 .0 39.6 .0 .1 .0 4979.80 .02 .00 1.77 .00 .000 .040 .000 .000 4976.00 18.46 ' 000852 61. 60. 57. 0 0 0 .00 16.57 35.02 *SECNO 1276.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRAT10 = 1.42 1276.000 3.17 4979.17 .00 .00 4979.20 .03 .05 .00 4980.90 70.0 .0 70.0 .0 .0 52.9 .0 .2 .1 4980.00 ' 04 .00 1.32 .00 .000 .040 .000 .000 4976.00 13.86 .000425 91. 88. 86. 0 0 0 .00 21.23 35.09 *SECNO 1451.000 1451.000 3.25 4979.25 .00 .00 4979.28 .03 .08 .00 4977.90 70.0 .1 69.9 .0 .4 50.3 .0 .4 .2 4979.90 .07 .33 1.39 .00 .040 .040 .000 .000 4976.00 26.60 .000435 175. 175. 174. 2 0 0 .00 20.04 46.64 1 3� 1' 0700793 10:08:33 PAGE 5 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 OLOB OCH OROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' *SECNO 1648.000 1648.000 3.54 4979.34 .00 .00 4979.36 .03 .09 .00 4980.40 70.0 .0 70.0 .0 .0 52.7 .0 .6 .3 4980.20 .11 .00 1.33 .00 .000 .040 .000 .000 4975.80 13.37 .00D437 197. 197. 198. 0 0 0 .00 21.76 35.13 ' *SECNO 1716.000 DOWNSTREAM OF CULVERT EXPANSION 1716.000 3.58 4979.38 .00 .00 4979.41 .03 .04 .00 4980.10 70.0 .0 70.0 .0 .0 51.5 .0 .8 .3 4980.30 ' .13 .00 1.36 .00 .000 .040 .000 .000 4975.80 144.24 000468 98. 98. 98. 0 0 0 .00 21.86 166.10 CCHV= .600 CEHV= .800 *SECNO 1744.000 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = .63 '3470 ENCROACHMENT STATIONS= 150.1 160.1. TYPE= 1 TARGET= 10.000 ELENCL= 4980.00 ELENCR= 4980.00 DOWNSTREAM END OF 81x4' BOX CULVERT ' 1744.000 3.59 4979.39 .00 .00 4979.46 .07 .02 .03 4980.10 70.0 .0 70.0 .0 .0 33.5 .0 .8 .3 4980.30 .14 .00 2.09 .00 .000 .040 .000 .000 4975.80 150.10 .001188 28. 28. 28. 0 0 0 .00 10.00 160.10 SPECIAL CULVERT ' SC CUNO CUNV ENTLC COFO RDLEN RISE SPAN CULVLN CHRT SCL ELCHU ELCHO 1 .013 .40 2.60 .00 4.00 10.00 54.00 8 1 4975.95 4975.80 CHART 8 - BOX CULVERT WITH FLARED WINGWALLS; NO INLET TOP EDGE BEVEL 'SCALE 1 - WINGWALLS FLARED 30 TO 75 DEGREES *SECNO 1798.000 ' 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRATIO = 2.77 3470 ENCROACHMENT STATIONS= 19.2 29.2 TYPE= 1 TARGET= 10.000 ELENCL= 4980.00 ELENCR= 4980.00 '1 070CT93 10:08:33 PAGE 6 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 0 OLDS OCH OROB ALOE ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST ' 1798.000 3.46 4979.41 .00 .00 4979.48 .07 .02 .00 4980.00 70.0 .0 70.0 .0 .0 32.7 .0 .8 .3 4980.00 .14 .00 2.14 .00 .000 .014 .000 .000 4975.95 19.20 ' .000155 54. 54. 54. 2 0 0 .00 10.00 29.20 ' *SECNO 1805.000 '3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF 1805.000 3.53 4979.48 .00 ACCEPTABLE .00 RANGE, 4979.51 KRATIO = .03 .59 .00 .03 4980.00 70.0 .0 70.0 .0 .0 52.7 .0 .8 .3 4980.00 .14 .00 1.33 .00 .000 .040 .000 .000 4975.95 13.14 ' .000443 7. 7. 7. 2 0 0 .00 22.33 35.47 *SECNO 1878.000 ' 1878.000 3.40 70.0 .0 4979,50 70.0 .00 .0 .00 .0 4979,53 55.8 .02 .0 02 .9 .00 .4 4980,40 4980.30 .15 .00 1.25 .00 .000 .040 .000 .000 4976.10 92.01 .000406 43. 43. 43. 1 0 0 .00 24.24 116.25 '*SECNO 1976.000 1976.000 3.25 4979.55 .00 .00 4979.58 .03 .04 .00 4980.40 70.0 .0 70.0 .0 .0 51.5 .0 1.0 .4 4980.20 17 .00 1.36 .00 .000 .040 .000 .000 4976,30 18.99 ' .000495 98. 98. 98. 0 0 0 .00 22.91 41.90 *SECNO 2076.000 2076.000 3.20 4979.60 .00 .00 4979.64 .04 .06 .01 4980.70 ' 70.0 .0 70.0 .0 .0 44.5 .0 1.1 .5 4980.10 .19 .00 1.57 .00 .000 .040 .000 .000 4976.40 24.34 .000664 100. 100. 100. 1 0 0 .00 19.30 43.65 ' *SECNO 2176.000 2176.000 3.57 4979.67 .00 .00 4979.71 .03 .06 .00 4980.60 70.0 .0 70.0 .0 .0 48.3 .0 1.2 .5 4980.40 .21 .00 1.45 .00 .000 .040 .000 .000 4976.10 23.40 ' .000567 100. 100. 100. 1 0 0 .00 21.26 44.66 1 070CT93 10:08:33 PAGE 7 ' THIS RUN EXECUTED 07OCT93 10:08:35 trrrataartrtra:ararattrrrrrrrararraaa HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 r++r:+::trrrrr+:tr+:rr+ra+:+:+rrrrrtt ' NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST INC. /// MAR 93 /// FIL ' SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELMIN O CWSEL CRIWS EG 10*KS VCR AREA .01K ' 1085.000 .00 -.00 .00 4975.80 70.00 4979.04 .00 4979.07 5.25 1.45 48.42 30.56 1128.000 43.00 .00 .00 4975.80 70.00 4979.06 .00 4979.10 6.82 1.55 45.02 26.80 '1118.000 60.00 .00 .00 4976.00 70.00 4979.10 .00 4979.15 8.52 1.77 39.58 23.99 • 1276.000 88.00 .00 .00 4976.00 70.00 4979.17 .00 4979.20 4.25 1.32 52.87 33.94 1451.000 175.00 .00 .00 4976.00 70.00 4979.25 -. .00 4979.28 4.35 1.39 50.69 33.57 V 4% ' 1648.000 197.00 .00 .00 4975.80 70.00 4979.34 .00 4979.36 4.37 1.33 52.69 33.47 1716.000 98.00 .00 4975.80 70.00 4979.38 .00 4979,41 4.68 1.36 51.55 32.36 * 28.00 .00 4975.80 70.00 4979.39 4979.46 11.88 2.09 33.54 20.31 1744.000 .00 .00 .00 * 1798.000 54:00 .00 .00 4975.95 70:00 4979.41 .00 4979.48 1.55 2.14 32.69 56.23 ' * 1805.000 7.00 .00 .00 4975.95 70.00 4979.48 .00 4979.51 4.43 1.33 52.75 33.25 1878.000 43.00 .00 .00 4976.10 70.00 4979.50 .00 4979.53 4.06 1.25 55.83 34.75 1976.000 98.00 .00 .00 4976.30 70.00 4979.55 .00 4979.58 4.95 1.36 51.54 31.45 2076.000 100.00 .00 .00 4976.40 70.00 4979.60 .00 4979.64 6.64 1.57 44.47 27.16 1 2176.000 100.00 .00 .00 4976.10 70.00 4979.67 .00 4979.71 5.67 1.45 48.26 29.39 07OCT93 10:08:33 PAGE 8 ' INC. MAR 93 /// FIL /// SUMMARY PRINTOUT TABLE 150 ' CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH SECNO G 1085.000 70.00 4979.04 .00 .00 .00 19.86 .00 ' 1128.000 70.00 4979.06 .00 .02 .00 20.68 43.00 1118.000 70.00 4979.10 .00 .04 .00 16.57 60.00 1276.000 70.00 4979.17 .00 .07 .00 21.23 88.00 1451.000 70.00 4979.25 .00 .07 .00 20.04 175.00 1648.000 70.00 4979.34 .00 .09 .00 21.76 197.00 1716.000 70.00 4979.38 .00 .04 .00 21.86 98.00 '* + 1744.000 70.00 4979.39 .00 .01 .00 10.00 28.00 54.00 1798.000 70.00 4979.41 .00 .02 .00 10.00 " 1805.000 70.00 4979.48 .00 .07 .00 22.33 7.00 1878.000 70.00 4979.50 .00 .02 .00 24.24 43.00 1976.000 70.00 4979.55 .00 .04 .00 22.91 98.00 ' 2076.000 70.00 4979.60 .00 .06 .00 19.30 100.00 2176.000 70.00 4979.67 .00 .07 .00 21.26 100.00 '1 070CT93 10:08:33 PAGE 9 SUMMARY OF ERRORS AND SPECIAL NOTES 'WARNING SECNO= 1276.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1744.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE ' WARNING SECNO= 1798.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 4 ' WARNING SECNO= 1805.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 7 1 J I u I I ' EXISTING CONDITIONS 1 .1 1 1 * HEC-2 WATER SURFACE PROFILES • # Version 4.6.2; May 1991 • * RUN DATE OIAPR93 TIME 16:28:40 #+r++++tt#tftf###r#fR,R•••:•:rrt#t,R#:R,r,r• ' X X XXXXXXX XXXXX x x x x x x x x x xxxxxxx xxxx x ' x x x x x x x x x x x xxxxxxx xxxxx ,1 OIAPR93 16:28:40 1 *t,tr*tr#i,itfiif######Rt„RRRR,###f• HEC-2 WATER SURFACE PROFILES Version 4.6.2; May 1991 RBD, INC. /// MAR 93 /// FILE: TCK062\MIRAMONT\MIRAMONT.DAT 'T1 T2 X-SECTION DATA FROM RBD SURVEY DEC. 1992 T3 MAIL CREEK DITCH THROUGH UPPER MEADOW AT MIRAMONT P.U.D. T4 0=70 CFS FROM STARTING WSEL FROM NORMAL DEPTH CALC. ' J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 2 0 0 0 0 0 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC 1 0 .1 0 0 0 0 ' J3 VARIABLE CODES FOR SUMMARY PRINTOUT ISO 120 0 0 0 0 0 1 OT 1 70 0 0 0 0 NC 0.04 0.04 0.04 0 0 1 36 13.0 47.2 'X1 GR 4981.8 0.0 4981.7 3.5 4981.6 5.8 GR 4981.1 16.1 4981.2 20.1 4981.7 21.0 GR 4981.9 22.5 4980.1 23.1 4977.8 23.4 4975.6 26.8 4975.7 27.1 4975.8 31.8 'GR GR 4976.1 37.0 4976.7 39.1 4976.8 39.2 GR 4981.4 40.6 4981.3 41.0 4981.3 41.3 GR 4980.1 43.6 4980.1 43.6 4979.8 44.6 GR 4980.0 48.7 ' X1 25 22 15.7 45.6 25 25 GR 4981.7 0.0 4981.3 11.5 4981.3 12.5 GR 4977.4 21.4 4976.3 24.2 4975.6 25.3 GR 4975.8 31.1 4976.0 36.5 4976.6. 36.8 * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 PAGE 1 THIS RUN EXECUTED 01APR93 16:28:40 0 WSEL F0 0 4978 0 IBW CHNIM ITRACE 0 0 0 0 0 0 0 0 0 0 4981.2 13.0 4981.1 13.8 4981.8 21.0 4981.8 21.1 4977.6 23.8 4975.6 26.7 4975.9 36.8 4975.9 36.9 4977.0 40.1 4979.5 40.5 4981.0 41.5 4980.2 41.6 4980.2 47.0 4980.1 47.2 25 4981.3 15.5 4981.1 15.7 4975.5 25.4 4975.8 29.1 4978.2 37.7 4978.8 39.6 LI 451 ' GR 4980.0 45.6 4980.1 46.0 4980.1 46.1 4980.1 46.2 4979.7 52.4 GR 4979.7 52.5 4978.8 56.8 x1 50 19 16.1 38.0 25 25 25 GR 4981.5 0.0 4981.3 8.4 4981.3 8.8 4981.1 16.1 4981.1 16.5 GR 4976.8 23.2 4975.4 24.5 4975.5 25.0 4975.6 26.7 4975.9 30.3 GR 4975.9 30.3 4976.0 35.4 4976.5 35.7 4979.0 37.0 4979.5 37.8 4979.5 38.0 4979.6 38.3 4980.1 41.7 4980.2 43.2 'GR 1 01APR93 16:28:40 PAGE 2 x1 75 22 18.0 38.0 25 25 25 GR 4981.4 0.0 4981.2 5.5 4981.1 11.9 4981.0 17.9 4980.9 18.0 GR 4978.9 21.3 4975.7 24.2 4975.4 24.5 4975.8 29.5 4975.8 29.9 GR 4976.0 31.9 4976.1 34.5 4976.1 34.6 4977.7 35.4 4979.2 38.0 4979.5 38.4 4979.8 40.6 4980.2 42.8 4980.2 43.0 4979.9 46.2 'GR GR 4980.0 50.0 4980.0 50.2 x1 117 23 22.0 42.4 42 43 42 GR 4981.2 0.0 4981.2 0.1 4981.2 2.5 4981.0 12.3 4980.9 22.0 GR 4980.9 22.2 4975.6 25.4 4975.3 25.8 4975.3 25.8 4975.4 26.0 GR 4975.6 30.5 4976.0 35.8 4976.0 36.1 4978.7 40.4 4979.4 42.4 GR 4979.5 42.7 4979.6 42.8 4980.1 46.4 4980.1 46.6 4980.2 52.0 GR 4980.2 52.4 4980.2 52.5 4979.5 56.2 ' x1 417 20 12.2 33.1 300 300 300 GR 4981.2 0.0 4981.0 11.0 4981.3 11.9 4980.9 12.2 4977.0 14.6 GR 4975.6 15.8 4975.6 16.0 4975.8 21.1 4975.9 24.3 4975.8 26.7 GR 4975.7 27.1 4979.6 32.3 4980.1 33.1 4980.2 33.1 4980.2 33.6 ' GR 4980.3 36.8 4980.3 36.8 4980.3 40.8 4980.1 43.9 4980.0 44.7 x1 702 19 12.8 35.7 283 285 285 GR 4979.7 0.0 4980.3 12.8 4980.3 13.1 4975.7 16.8 4975.4 17.2 4975.4 17.3 4975.6 19.2 4975.7 21.1 4975.9 25.6 4976.0 26.0 'GR GR 4978.7 32.4 4980.4 35.6 4980.4 35.7 4980.7 38.1 4980.7 38.6 GR 4980.7 39.3 4980.7 39.5 4980.6 45.6 4980.5 45.8 x1 GR 807 4980.0 25 0.0 18.3 4980.0 42.5 1.3 105 4980.2 105 15.7 105 4980.2 18.3 4980.2 18.4 GR 4979.0 20.4 4976.1 27.3 4975.8 27.9 4975.7 31.5 4975.6 34.8 GR 4975.5 35.6 4976.0 36.6 4976.5 37.8 4979.7 42.5 4980.2 43.2 GR 4980.1 44.0 4980.2 45.9 4980.1 46.7 4980.0 47.7 4980.0 52.0 GR 4980.0 52.1 4979.5 54.8 4979.5 54.9 4979.5 54.9 4979.3 55.9 x1 849 30 20.1 50.0 40 45 42 GR 4979.9 0.0 4979.8 1.7 4981.1 7.4 4981.4 8.0 4981.3 9.1 GR 'GR 4981.3 4975.9 10.2 35.6 4980.8 4975.8 20.1 40.6 4980.8 4975.8 20.6 46.5 4978.5 4975.8 28.6 47.0 4975.9 4975.8 35.5 47.2 GR 4976.1 47.6 4979.7 50.0 4980.2 50.4 4980.4 54.2 4980.4 54.5 GR 4980.4 54.8 4980.4 55.2 4980.5 58.5 4980.5 59.9 4980.6 61.3 GR 4980.6 61.8 4980.6 62.6 4980.7 64.3 4980.6 68.5 4980.4 69.2 'x1 890 31 25.5 55.3 37 44 41 GR 4979.8 0.0 4979.6 3.8 4979.7 4.4 4979.9 5.6 4981.8 9.7 GR 4981.8 10.3 4981.8 10.7 4981.7 23.0 4981.5 25.1 4981.3 25.5 GR GR 4979.9 4976.0 28.3 49.1 4976.0 4976.4 39.9 49.7 4975.9 4977.6 40.1 51.9 4975.9 4980.2 43.4 55.1 4975.9 4980.3 45.0 55.3 GR 4980.4 60.0 4980.4 60.1 4980.4 60.4 4980.6 65.4 4980.6 65.6 GR 4980.7 67.6 4980.7 72.8 4980.4 73.6 4979.7 75.4 4979.3 77.5 GR 4979.2 78.2 ,1 01APR93 16:28:40 PAGE 3 x1 1085 22 8.1 37.5 195 195 195 GR 4980.8 0.0 4980.8 0.1 4980.8 .5.2 4980.8 8.0 4980.7 8.1 GR 4980.6 8.2 4977.5 11.9 4975.8 14.5 4975.8 15.1 4975.8 15.1 GR 4976.0 20.8 4976.2 26.1 4976.6 26.6 4979.1 30.0 4981.4 36.8 ' GR 4981.5 37.5 4981.7 40.1 4981.7 41.1 4981.7 41.7 4981.7 41.8 I "�0/ s ' GR 4981.3 50.0 4981.1 51.0 x1 1128 21 17.5 41.5 43 40 43 GR 4980.6 0.0 4980.7 10.6 4980.7 10.9 4980.8 16.4 4979.6 17.1 GR 4979.4 17.5 4975.8 25.2 4975.8 25.4 4976.1 29.5 4976.4 33.2 GR 4976.6 35.3 4976.6 35.3 4976.8 35.6 4980.5 41.0 4980.5 41.5 GR 4980.4 43.3 4980.4 43.8 4980.4 44.3 4980.3 45.3 4980.2 52.7 GR 4980.2 52.7 'x1 1118 22 16.5 35.8 61 57 60 GR 4981.5 0.0 4981.2 7.7 4981.0 12.0 4980.8 16.0 4980.8 16.3 GR 4980.7 16.3 4980.6 16.5 4976.3 22.1 4976.3 22.4 4976.2 26.7 GR -4976.0 32.3 4976.0 32.5 4976.0 32.5 4976.3 32.8 4979.7 35.5 'GR 4979.8 35.8 4979.9 39.2 4980.0 39.5 4980.0 39.6 4980.0 39.8 GR 4979.4 46.7 4979.4 47.2 x1 1276 22 13.2 36.4 91 86 88 GR 4981.1 0.0 4980.9 4.0 4981.0 7.2 4981.3 13.1 4980.9 13.2 GR 4979.4 13.6 4976.4 17.0 4976.0 18.1 4976.0 18.4 4976.0 19.0 GR 4976.1 24.4 4976.2 30.8 4976.2 30.8 4978.6 34.2 4980.0 36.4 GR 4980.0 36.4 4979.9 40.7 4979.9 43.7 4979.9 44.5 4979.8 45.2 GR x1 4979.8 1451 46.0 20 4979.E 27.2 49.6 47.6 175 174 175 GR 4981.4 0.0 4981.3 5.6 4980.3 17.7 4979.7 26.4 4977.9 27.2 GR 4977.8 27.2 4976.2 31.0 4976.2 31.7 4976.1 35.7 4976.1 40.8 4976.0 41.9 4976.0 42.0 4976.1 42.0 4979.9 47.6 4980.2 48.1 'GR GR 4980.2 49.4 4980.1 51.9 4980.1 52.1 4980.4 57.8 4980.4 59.0 xi 1648 24 11.5 36.6 197 198 197 GR 'GR 4982.1 4978.4 0.0 15.0 .4981,2 4976.6 7.5 19.1 4981.2 4975.9 7.6 20.5 4981.0 4975.8 10.3 20.6 4980.4 4975.9 11.5 21.8 GR 4975.9 25.2 4975.9 29.1 4976.0 29.1 4976.9 31.0 4980.2 36.6 GR 4980.2 36.7 4980.3 38.2 4980.3 39.9 4980.2 40.6 4980.1 44.3 GR 4980.1 45.5 4980.0 45.7 4979.7 48.3 4979.6 50.2 'x1 1744 35 142.8 167.5 126 126 126 GR 4981.9 0.0 4982.0 6.4 4982.0 8.5 4982.1 17.6 4982.8 38.2 GR 4982.7 57.7 4982.5 79.3 4981.9 103.6 4981.4 118.9 4981.6 122.2 GR 4981.8 123.7 4981.7 125.6 4981.E 126.9 4981.1 131.9 4980.8 138.3 GR 4980.2 142.6 4980.1 142.8 4978.2 146.6 4976.4 150.7 4975.8 152.3 GR 4976.0 156.0 4976.0 157.0 4976.2 160.4 4976.4 160.7 4979.6 166.5 GR 4980.3 167.5 4980.3 167.5 4980.5 170.1 4980.5 170.4 4980.5 170.9 GR 4980.4 172.7 4980.3 176.2 4980.2 177.1 4980.2 177.7 4980.1 178.8 '1 01APR93 16:28:40 PAGE 1878 27 89.3 117.7 104 104 104 'x1 GR 4982.8 0.0 4981.1 58.8 4980.9 67.3 4980.8 69.0 4980.8 75.6 GR 4980.7 76.7 4980.8 77.4 4980.7 79.7 4980.7 80.6 4980.4 89.3 GR 4980.4 89.7 4979.9 90.9 4976.4 100.6 4976.1 101.5 4976.2 106.8 GR 4976.3 109.0 4976.4 110.2 4976.4 111.4 4978.7 114.8 4980.3 117.7 GR 4980.6 118.1 4980.7 120.1 4980.7 120.8 4980.7 121.1 4980.5 122.8 GR 4980.3 126.2 4980.2 127.5 xt 1976 23 16.8 43.8 98 98 98 4980.7 0.0 4980.7 6.1 4980.7 7.8 4980.8 14.2 4980.8 16.0 'GR GR 4980.4 16.8 4979.9 18.0 4976.3 28.1 4976.3 28.8 4976.3 33.6 GR 4976.3 33.7 4976.5 37.7 4977.1 38.4 4978.3 39.9 4978.3 40.0 GR 4980.2 42.9 4980.2 43.8 4980.2 44.1 4980.2 45.0 4980.2 46.2 GR 4980.1 49.5 4980.1 49.6 4979.9 52.8 xi 2076 24 22.3 44.5 100 100 100 GR 4981.1 0.0 4981.1 1.6 4981.2 17.2 4981.2 18.6 4981.2 21.3 GR 4981.1 21.5 49110.7 22.3 4976.6 29.9 4976.4 30.2 4976.4 33.9 4976.4 34.5 4976.6 39.4 4976.6 39.5 4976.6 39.5 4978.3 41.7 'GR GR 4980.1 44.4 4980.1 44.5 4980.1 45.9 4980.0 48.1 4980.0 48.5 GR 4980.0 53.8 4980.0 54.1 4980.0 54.3 4979.7 57.4 x1 2176 22 17.9 46.0 100 100 - 100 4 ' GR 4981.1 0.0 4981.1 7.5 4981.0 10.0 4980.6 17.9 4980.6 17.9 GR 4980.3 21.9 4976.2 31.6 4976.1 31.6 4976.4 35.7 4976.4 36.7 GR 4976.5 39.4 4976.5 39.6 4978.1 41.8 4980.4 46.0 4980.4 46.0 4980.4 48.2 4980.3 49.3 4980.3 49.8 4980.4 54.7 4980.3 55.3 tGR GR 4980.3 55.6 4980.1 58.1 xi 2278 22 21.6 48.8 102 102 102 GR 4981.3 0.0 4981.3 0.8 4981.2 13.3 4981.1 20.8 4980.9 21.3 GR 4980.8 21.6 4976.8 31.2 4976.4 32.2 4976.3 32.3 4976.4 37.0 GR 4976.5 41.0 4976.5 41.2 4976.6 41.3 4976.6 41.4 4980.5 48.3 GR 4980.5 48.8 4980.5 50.1 4980.4 51.0 4980.4 51.2 4980.4 56.4 GR 4980.4 56.6 4980.4 57.1 'x1 2378 24 21.0 44.6 100 100 100 GR 4981.1 0.0 4981.1 0.5 4981.1 4.7 4981.1 13.0 4981.1 18.7 GR 4981.1 20.5 4980.9 21.0 4980.1 22.7 4976.7 31.0 4976.7 31.1 GR 4976.5 35.8 4976.5 37.1 4976.5 40.3 4976.7 40.5 4978.1 41.2 GR 4980.1 44.4 4980.1 44.6 4980.2 47.0 4980.0 48.2 4980.0 48.4 ' GR 4979.9 55.0 4979.9 55.1 4979.9 55.8 4979.9 56.4 BEGIN CHANNEL IMPROVEMENT USE MIN. ELEV = 4976.81, BN=121, SS=1.5:1 x1 2384 27 34.6 59.4 100 110 106 'CI -1 4976.8 0 1.5 1.5 -12 GR 4981.2 0.0 4981.4 7.4 4981.5 19.1 4981.6 19.3 4982.9 25.9 GR 4983.3 27.8 4983.3 27.8 4982.7 31.5 4981.7 34.6 4981.7 34.6 GR 4979.7 38.5 4977.5 41.4 4977.4 41.6 4977.0 47.8 4976.9 49.7 4976.6 54.4 4976.6 55.4 4979.3 59.1 4979.9 59.4 4980.4 59.6 'GR GR 4980.5 60.4 4980.5 61.7 4980.6 62.4 4980.8 68.2 4980.8 70.7 GR 4980.7 70.7 4980.3 75.5 USE EXISTING So=0.769X '1 01APR93 16:28:40 PAGE 5 2449 22 22.5 47.2 62 70 65 'xi CI .00769 GR 4981.1 0.0 4981.2 1.3 4981.2 1.9 4981.2 3.8 4981.7 12.3 GR 4981.6 13.4 4981.4 22.5 4981.4 22.9 4980.0 24.9 4976.6 30.5 GR 'GR 4976.5 4977.4 30.7 41.3 4976.9 4977.7 35.9 41.8 4977.0 4981.5 38.1 47.1 4977.1 4981.5 39.6 47.2 4977.1 4981.7 40.8 52.0 GR 4981.9 56.0 4982.0 60.2 X1 2517 18 23.8 51.0 65 70 68 CI GR 4981.6 0.0 4981.3 11.3 4981.3 12.1 4980.9 23.8 4980.9 23.9 GR 4979.2 26.7 4977.2 29.0 4977.2 29.2 4976.9 35.5 4976.7 38.2 GR 4976.8 41.8 4976.8 42.0 4978.6 45.2 4981.5 51.0 4981.7 51.4 GR ' x1 4981.6 2600 59.8 18 4981.E 9.9 60.4 39.7 4981.6 83 66.1 83 83 CI GR 4981.3 0.0 4981.0 5.0 4980.9 7.2 4980.7 9.5 4980.2 9.9 GR 4979.1 10.8 4977.1 13.3 4977.0 13.4 4977.2 22.2 4977.2 22.5 GR 4976.9 29.9 4976.9 30.6 4978.4 32.2 4981.2 39.7 4981.5 40.3 �CR 4981.4 48.9 4981.4 50.1 4981.4 55.2 xt 2643 27 13.6 32.2 -62 JV -H rr .43� l S I GR 4980.6 0.0 4980.9 1.4 4980.9 1.4 4981.3 5.6 4981.2 5.9 GR 4980.3 12.4 4980.3 12.9 4980.1 13.6 4980.1 13.7 4980.0 14.0 GR 4979.8 14.0 4978.9 14.3 4978.8 15.3 4978.6 17.5 4978.7 19.5 GR 4978.8 25.3 4978.8 25.4 4981.4 26.7 4981.4 26.7 4981.5 32.2 GR 4981.5 32.2 4981.4 37.3 4981.3 40.6 4981.0 43.8 4981.2 44.7 GR 4981.1 46.5 4981.2 47.9 D/S OF DIVERSION STRUCTURE NO CHANNEL IMPROVEMENT 'X1 2683 26 9.2 35.4 45 36 40 CI 0.01 GR 4980.8 0.0 4980.7 2.2 4980.9 2.3 4981.0 2.4 4981.0 3.3 GR 4981.0 8.9 4981.0 9.2 4980.9 10.3 4980.9 13.6 4980.5 13.7 GR 4980.2 13.8 4979.1 14.0 4979.1 14.0 4979.2 19.6 4979.2 21.0 ' GR 4979.2 25.1 4979.5 25.3 4979.9 25.5 4981.0 GR 4981.3 35.4 4981.3 35.5 4981.3 35.9 4981.3 GR 4981.3 36.7 U/S OF DIVERSION STRUCTURE BEGIN CHANNEL IMPROVEMENT EXISTING So=O% x1 2687 4 4 4 CI -1 .00001 0 1.5 1.5 -12 X1 2894 22 18.6 . 45.6 211 211 211 CI GR 4982.1 12.7 4982.1 12.8 4982.5 18.3 4982.5 GR 4982.4 18.7 4982.3 18.9 4982.1 19.1 4981.8 GR 4980.5 29.0 4978.7 29.5 4978.7 31.4 4978.7 GR 4978.7 34.5 4978.2 34.6 4980.4 40.0 4981.2 GR 4982.4 45.6 4982.4 45.7 4982.4 D/S SIDE OF FLUME NO CHANNEL IMPROVEMENT 1 ' 01APR93 16:28:40 X1 2898 10 25.8 30.3 6 6 6 'CI 0.01 GR 4982.0 8.5 4982.0 16.0 4981.5 19.3 4981.5 GR 4978.7 30.3 4981.6 30.8 4981.7 37.3 4982.5 ' U/S SIDE OF FLUME BEGIN CHANNEL IMPROVEMENT EXISTING So=O% x1 2909 26 20.9 43.2 15 15 15 CI -1 .00001 0 1.5 1.5 -12 GR 'GR 4981.7 4982.2 10.4 20.0 4981.7 4982.2 10.6 20.0 4981.8 4982.1 11.0 20.1 4982.2 4982.0 GR 4978.8 25.7 4978.8 25.7 4978.8 25.7 4978.8 GR 4978.8 27.5 4978.9 30.5 4979.0 35.1 4979.1 GR 4982.1 43.1 4982.2 43.2 4982.2 43.2 4982.2 'GR 4982.4 44.9 x1 3025 _ 26 17.7 34.6 116 116 116 CI GR GR 4983.3 4983.7 0.0 9.0 4983.4 4983.6 0.1 12.0 4983.6 4983.4 2.5 13.6 4983.6 4982.3 GR 4980.5 14.0 4980.6 17.2 4980.5 17.4 4980.5 GR 4980.5 18.1 4979.1 20.3 4979.1 20.8 4979.0 GR 4978.6 24.4 4978.2 27.8 4978.2 27.8 4982.1 ' GR 4982.3 34.6 1 OIAPR93 16:28:40 25.8 4981.3 34.9 36.0 4981.3 36.2 18.5 4982.4 18.6 20.1 4980.9 28.9 31.7 4978.7 34.2 42.2 4982.4 45.4 PAGE 6 25.1 4978.4 25.8 41.8 4982.0 43.0 19.9 4982.2 19.9 20.3 4981.6 20.9 25.8 4978.8 25.9 35.2 4981.4 41.5 43.3 4982.2 43.3 4.2 4983.7 8.9 13.8 4981.0 14.0 17.7 4980.6 18.1 21.3 4978.6 23.8 34.3 4982.3 34.5 ' SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV O OLOB OCH OROB ALOB ACH AROB VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *PROF 1 0 *SECNO 1.000 1.000 2.40 4978.00 ✓ .00 4978.00 4978.08 .08 .00 .00 4981.20 70.0 .0 70.0 .0 .0 31.4 .0 .0 .0 4980.10 .00 .00 2.23✓ .00 .000 .040 .000 .000 4975.60 23.37 ' 001823 ✓ 0. 0. 0. 0 0 0 .00 16.89 ✓ 40.26 *SECNO 25.000 25.000 2.55 4978.05 ✓ 00 .00 4978,12 .07 .04 .00 4981,10 70.0 .0 70.0 .0 .0 32.3 .0 .0 .0 4980.00 ' .00 .00 2.17 ✓ .00 .000 .040 .000 .000 4975.50 20.41 .001692 ✓ 25. 25. 25. 0 0 0 .00 17.21✓ 37.61 1 PAGE 7 4 �s ' *SECNO 50.000 50.000 2.68 4978.08 70.0 .0 70.0 ' 01 .00 2.33 ✓ .001917 ✓ 25. 25. *SECNO 75.000 75.000 2.72 4978.12 ✓ 70.0 .0 70.0 .01 .00 2.48 ✓ .002178 ✓ 25. 25. *SECNO 117.000 117.000 2.92 4978.22 70.0 .0 70.0 '01 .00 2.10 .001412 ✓ 42. 42. ' *SECNO 417.000 417.000 2.96 4978.56 ✓ 70.0 .0 70.0 .06 .00 1.73 ✓ .000836✓ 300. 300. '1 OIAPR93 16:28:40 ' SECNO DEPTH CWSEL 0 OLOB OCH TIME VLOB VCH ' SLOPE XLOBL XLCH *SECNO 702.000 ' 702,000 3.40 4978,80 ✓ 70.0 .0 70.0 .11 .00 1.68 ✓ .000793 ✓ 283. 285. '*SECNO 807.000 807.000 3.38 4978.88 ✓ 70.0 .0 70.0 '13 .00 1.52 ✓ .000633 ✓ 105. 105. *SECNO 849.000 ' 849.000 3.11 4978.91 ✓ 70.0 .0 70.0� .14 .00 1.34 .000478 ✓ 40. 42. *SECNO 890.000 890.000 3.03 4978.93 ✓ 70.0 .0 70.0 '15 .00 1.47 ✓ .000626 ✓ 37. 41. ' *SECNO 1085.000 1085.000 3.24 4979.04 70.0 .0 70.0 .18 .00 1.45 ✓ .000527./ 195. 195. .00 .00 4978.17 .08 .04 .00 4981.10 0 .0 30.1 .0 .0 .0 4979.50 .60 .000 .040 .000 .000 4975.40 21.19 25. 0 0 0 .00 15.34 ✓ 36.53 .00 .00 4978.22 .10 .05 .00 4980.90 0 .0 28.2 .0 .1 .0 4979.20 .00 .000 .040 .000 .000 4975.40 22.00 25. 0 0 0 .00 14.14 ✓ 36.14 .00 .00 4978.29 .07 .07 .00 4980.90 .0 .0 33.3 .0 .1 .0 4979.40 .00 .000 .040 .000 .000 4975.30 23.82 43. 1 0 0 .00 15.81 ✓ 39.63 .00 .00 4978.61 .05 .32 .00 4980.90 .0 .0 40.4 .0 .3 .2 4980.20 00 .000 .040 .000 .000 4975.60 13.64 300. 2 0 0 .00 17.28 ✓ 30.92 CRIWS WSELK EG HV HL OLOSS L-BANK ELEV OROB ALOB ACH ARDS VOL TWA R-BANK ELEV VROB XNL XNCH XNR WTN ELMIN SSTA XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST .00 .00 4978.84 .04 .23 .00 4980.30 .0 .0 41.7 .0 .6 .3 4980.40 .00 .000 .040 .000 .000 4975.40 14.31 285. 2 0 0 .00 18.28 ✓ 32.58 .00 .00 4978.92 .04 .07 .00 4980.20 0 .0 46.1 .0 .7 .3 4979.70 .00 .000 .040 .000 .000 4975.50 20.68 105. 0 0 0 .00 20.62 ✓ 41.30 .00 .00 4978.94 .03 .02 .00 4980.80 0 .0 52.1 .0 .8 .3 4979.70 .60 .000 .040 .000 .000 4975.80 27.17 45. 0 0 0 .00 22.30 ✓ 49.47 .00 .00 4978.96 .03 .02 .00 4981.30 .0 .0 47.5 .0 .8 .4 4980.30 00 .000 .040 .000 .000 4975.90 31.17 44. 0 0 0 .00 22.37./ 53.54 .00 .00 4979.07 .03 .11 .00 4980.70 0 .0 48.3 .0 1.0 .5 4981.50 .00 .000 .040 .000 .000 4975.80 10.07 195. 0 0 0 .00 19.85 ✓ 29.91 PAGE 8 1 s%Ss 1 *SECNO 1128.000 1128.000 3.26 4979.06 .00 .00 4979.10 .04 .03 .00 4979.40 70.0 .0 70.0 .0 .0 45.1 .0 1.1 .5 4980.50 1 .19 .00 1.55 .00 .000 .040 .000 .000 4975.80 18.22 .000679�, 43. 43. 40. 0 0 0 .00 20.69 ✓ 38.91 1' 01APR93 16:28:40 SECHO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS L-BANK ELEV 1 0 OLDS OCH OROS ALOB ACH AR08 VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOSR ITRIAL IDC ICONT CORAR TOPWID ENDST 1 *SECNO 1118.000 1118.000 3.10 4979.10 ✓ .00 .00 4979.15 .05 .05 .00 4980.60 70.0 .0 70.0 .0 .0 39.6 .0 1.1 .5 4979.80 .20 .00 1.77 ✓ .00 .000 .040 .000 .000 4976.00 18.46 ' .000852 ✓ 61. 60. 57. 0 0 0 .00 16.57 ✓ 35.02 *SECNO 1276.000 1 3302 WARNING: CONVEYANCE CHANGE OUTSIDE OF ACCEPTABLE RANGE, KRAT10 = 1.41 1276.000 3.17 4979.17 ✓ .00 .00 4979.20 .03 .05 .00 4980.90 70.0 .0 70.0 .0 .0 52.8 .0 1.2 .5 4980.00 1 .22 .00 1.33 ✓ .00 .000 .040 .000 .000 4976.00 13.87 .000427 ✓ 91. 88. 86. 0 0 0 .00 21.22 ✓ 35.09 *SECNO 1451.000 1 1451.000 3.24 4979.24 ✓ .00 .00 4979.27 .03 .08 .00 4977.90 70.0 .1 69.9 .0 4 50.1 .0 1.4 6 4979.90 .25 .33 1.39 ✓ .00 .040 .040 .000 .000 4976.00 26.60 .000439 ✓ 175. 175. 174. 2 0 0 .00 20.03 ,/ 46.63 1 *SECNO 1648.000 1648.000 3.53 4979.33 ✓ .00 .00 4979.36 .03 .09 .00 4980.40 70.0 .0 70.0 .0 .0 52.6 .0 1.7 .7 4980.20 1 .29 .00 1.33 ✓ .00 .000 .040 .000 .000 .4975.80 " 13.38 .000440 ✓ 197. 197. 198. 0 0 0 .00 21.74./ 35.12 ' *SECNO 1744.000 1744.000 3.59 4979.39 ✓ .00 .00 4979.42 .03 .06 .00 4980.10 70.0 .0 70.0 .0 .0 51.7 .0 1.8 .8 4980.30 .32 .00 1.35 ✓ .00 .000 .040 .000 .000 4975.80 144.23 .000464,/ 126. 126. 126. 0 0 0 .00 21.89 166.11 1 *SECNO 1878.000 1878.000 3.34 4979.44 ✓ .00 .00 4979.46 .03 .05 .00 4980.40 1 70.0 .0 70.0 .0 .0 54.3 .0 1.9 .8 4980.31 .34 .00 1.29✓ .00 .000 .040 .000 .000 4976.10 92.19 .000438 ✓ 104. 104. 104. 0 0 0 .00 23.94 ✓ 116.13 '1 01APR93 76:28:40 1 SECNO DEPTH CWSEL CRIWS WSELK EG HV IL OLOSS L-BANK ELEV 0 OLDS OCH OROS ALOE ACH ARDS VOL TWA R-BANK ELEV TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST 1 _ 1 PAGE 9 PAGE 10 s �/s s ' *SECNO 1976.000 1976.000 3.18 4979.48 70.0 .0 70.0 ' 36 .00 1.40 ✓ .000536 ✓ 98. 98. ' *SECNO 1076,000 2076.000 3.13 4979.53 ✓ 70.0 .0 70.0 .38 .00 1.62 ✓ .000722 ✓ 100. 100. *SECNO 2176.000 2176.000 3.50 4979.60 ✓ ' 70.0 .0 70.0 .40 .00 1.49 ✓ .000616✓ 100. 100. ' *SECNO 2278.000 2278.000 3.37 4979.67 70.0 .0 70.0 .42 .00 1.36 ✓ ' 000488 / 102. 102. *SECNO 2378.000 2378.000 3.21 4979.71 ✓ ' 70.0 .0 70.0 .44 .00 1.56 .000685 ✓ 100. 100. ' *SECNO 2384.000 2384.000 3.18 4979.78 ✓ 70.0 .0 70.0 .46 .00 1.42 ✓ ' 000523 ✓ 100. 106. 1 01APR93 16:28:40 ' SECNO DEPTH CWSEL 0 GLOB OCH ' TIME VLOB VCH SLOPE XLOBL XLCH *SECNO 2449.000 ' 2449.000 3.31 4979.81 ✓ 70.0 .0 70.0 .47 .00 1.56 ✓ .000661 ✓ 62. 65. ' *SECNO 2517.000 2517.000 3.16 4979.86 70.0 .0 70.0 48 .00 1.38 ✓ .000498 ✓ 65. 68. *SECNO 2600.000 2600.000 3.01 4979.91 ✓ 70.0 .0 70.0 .50 .00 1.16 ✓ .000347 ✓ 83. 83. 1 .00 .00 4979.51 .03 .05 .00 4980.40 0 .0 50.1 .0 2.1 .9 4980.20 .00 .000 .040 .000 .000 4976.30: 19.17 98. 0 0 0 .00 22.63✓ 41.80 .00 .00 4979.57 .04 .06 .00 4980.70 .0 .0 43.2 .0 2.2 .9 4980.10 .00 .000 .040 .000 .000 4976.40 24.47 100. 0 0 0 .00 19.07 ✓ 43.54 .00 .00 4979.64 .03 .07 .00 4980.60 .0 .0 46.8 .0 2.3 1.0 4980.40 .00 .000 .040 .000 .000 4976.10 23.56 100. 1 0 0 .00 20.98 ✓ 44.54 .00 .00 4979.69 .03 .06 .00 4980.80 .0 .0 51.4 .0 2.4 1.0 4980.50 .00 .000 .040 .000 .000 4976.30 24.31 102. 0 0 0 .00 22.53 ✓ 46.B4 .00 .00 4979.75 .04 .06 .00 4980.90 .0 .0 44.9 .0 2.5 1.1 4980.10 .00 .000 .040 .000 .000 4976.50 23.63 100. 0 0 0 .00 20.17 ✓ 43.79 .00 .00 4979.81 .03 .06 .00 4981.70 .0 .0 49.4 .0 2.6 1.1 4979.90 .00 .000 .040 .000 .000 4976.60 38.35 110. 0 0 0 .00 20.99 ✓ 59.34 CRIWS WSELK EG HV HL GLOSS L-BANK ELEV GROB ALOB ACH AROB VOL TWA R-BANK ELEV VROB XNL XNCH XNR WTN ELMIN SSTA XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST .00 .00 4979.85 .04 .04 .00 4981.40 .0 .0 44.8 0 2.7 1.2 4981.50 .00 .000 .040 .000 .000 4976.50 25.19 70. 0 0 0 .00 19.57✓ 44.76 .00 .00 4979.89 .03 .04 .00 4980.90 .0 .0 50.9 .0 2.7 1.2 4981.50 00 .000 .040 .000 .000 4976. 25.62 70. 0 0 0 .00 2 ✓ 47.71 .00 .00 4979.93 .02 .03 .00 4980.20 .0 .0 60.6 .0 2.9 1.2 4981.20 .00 .000 .040 .000 .000 976: 10.14 83. 0 0 0 .00 ✓ 36.25 PAGE 11 I Version 4.6.2; May 1991 #ff*#*k####f #ff iff*fff*t##fifff**#ff4 ' NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST MAIL CREEK DITCH ' SUMMARY PRINTOUT TABLE 120 .1 1 SECNO CWSEL EG VCH 10*KS DEPTH TOPWID CLSTA BW STCHL XLBEL STCHR RBEL 1.000 4978.00 4978.08 2.23 18.23 2.40 16.89 .00 .01 13.00 4981.20 47.20 4980.10 1.000 4978.00 4978.08 2.23 18.23 2.40 16.89 .00 .01 13.00 4981.20 47.20 4980.10 25.000 4978.05 4978.12 2.17 16.92 2.55 17.21 .00 .01 15.70 4981.10 45.60 4980.00 25.000 4978.05 4978.12 2.17 16.92 2.55 17.21 .00 .01 15.70 4981.10 45.60 4980.00 50.000 4978.08 4978.17 2.33 19.17 2.68 15.34 .00 .01 16.10 . 4981.10 38.00 4979.50 50.000 4978.08 4978.17 2.33 19.17 2.68 15.34 .00 .01 16.10 4981.10 38.00 4979.50 75.000 4978.12 4978.22 2.48 21.78 2.72 14.14 .00 .01 18.00 4980.90 38.00 4979.20 75.000 4978.12 4978.22 2.48 21.78 2.72 14.14 .00 .01 18.00 4980.90 38.00 4979.20 117.000 4978.22 4978.29 2.10 14.12 2.92 15.81 .00 .01 22.00 4980.90 42.40 4979.40 117.000 4978.22 4978.29 2.10 14.12 2.92 15.81 .00 .01 22.00 4980.90 42.40 4979.40 417.000 4978.56 4978.61 1.73 8.36 2.96 17.28 .00 .01 12.20 4980.90 33.10 4980.20 417.000 4978.56 4978.61 1.73 8.36 2.96 17.28 .00 .01 12.20 4980.90 33.10 4980.20 702.000 4978.80 4978.84 1.68 7.93 3.40 18.28 .00 .01 12.80 4980.30 35.70 4980.40 702.000 4978.80 4978.84 1.68 7.93 3.40 18.28 .00 .01 12.80 4980.30 35.70 4980.40 807.000 4978.88 4978.92 1.52 6.33 3.38 20.62 .00 .01 18.30 4980.20 42.50 4979.70 807.000 4978.88 4978.92 1.52 6.33 3.38 20.62 .00 .01 18.30 4980.20 42.50 4979.70 849.000 4978.91 4978.94 1.34 4.78 3.11 22.30 .00 .01 20.10 4980.80 50.00 4979.70 849.000 4978.91 4978.94 1.34 4.78 3.11 22.30 .00 .01 20.10 4980.80 50.00 4979.70 890.000 4978.93 4978.96 1.47 6.26 3.03 22.37 .00 .01 25.50 4981.30 55.30 4980.30 890.000 4978.93 4978.96 1.47 6.26 3.03 22.37 .00 .01 25.50 4981.30 55.30 4980.30 1085.000 4979.04 4979.07 1.45 5.27 3.24 19.85 .00 - .01 8.10 4980.70 37.50 4981.50 1085.000 4979.04 4979.07 1.45 5.27 3.24 19.85 .00 01 8.10 4980.70 37.50 4981.50 01APR93 16:28:40 SECNO CWSEL EG 1128.000 4979.06 4979.10 1128.000 4979.06 4979.10 1118.000 4979.10 4979.15 '1118.001 4979.10 1*979,15 * 1276.000 4979.17 4979.20 * 1276.000 4979.17 4979.20 ' 1451.000 4979.24 4979.27 1451.000 4979.24 4979.27 1648.000 4979.33 4979.36 ' 1648.010 4979,33 1979.36 1744.000 4979.39 4979.42 1744.000 4979.39 4979.42 1878.000 4979.44 4979.46 PAGE 24 VCH 10*KS DEPTH TOPWID CLSTA BW STCHL XLBEL STCHR RBEL 1.55 6.79 3.26 20.69 .00 .01 17.50 4979.40 41.50 4980.50 1.55 6.79 3.26 20.69 .00 .01 17.50 .4979.40 41.50 4980.50 1.77 8.52 3.10 16.57 .00 .01 16.50 4980.60 35.80 4979.80 1.77 8.52 3.10 16.57 .00 .01 16.50 4980.60 35.80 4979.80 1.33 4.27 3.17 21.22 .00 .01 13.20 4980.90 36.40 4980.00 1.33 4.27 3.17 21.22 .00 .01 13.20 4980.90 36.40 4980.00 1.39 4.39 3.24 20.03 .00 .01 27.20 4977.90 47.60 4979.90 1.39 4.39 3.24 20.03 .00 .01 27.20 4977.90 47.60 4979.90 1.33 4.40 3.53 21.74 .00 .01 11.50 4980.40 36.60 4980.20 1.33 4.40 3.53 21.74 .00 .01 11.50 41980.40 36.60 4980.20 1.35 4.64 3.59 21.89 .00 .01 142.80 4980.10 167.50 4980.30 1.35 4.64 3.59 21.89 .00 .01 142.80 4980.10 167.50 4980.30 1.29 4.38 3.34 23.94 .00 .01 89.30 4980.40 117.70 4980.30 1 s %C7 ' 1878.000 4979.44 4979.46 1.29 4.38 3.34 23.94 .00 .01 89.30 4980.40 117.70 4980.30 1976.000 4979.48 4979.51 1.40 5.36 3.18 22.63 .00 .01 16.80 4980.40 43.80 4980.20 1976.000 4979.48 4979.51 1.40 5.36 3.18 22.63 .00 .01 16.80 4980.40 43.80 4980.20 ' 2076.000 4979.53 4979.57 1.62 7.22 3.13 19.07 .00 .01 22.30 4980.70 44.50 4980.10 2076.000 4979.53 4979.57 1.62 7.22 3.13 19.07 .00 .01 22.30 4980.70 44.50 4980.1.0 2176.000 4979.60 4979.64 1.49 6.16 3.50 20.98 .00 .01 17.90 4980.60 46.00 4980.40 ' 2176.000 4979.60 4979.64 1.49 6.16 3.50 20.98 .00 .01 17.90 4980.60 46.00 4980.40 2278.000 4979.67 4979.69 1.36 4.88 3.37 22.53 .00 .01 21.60 4980.80 48.80 4980.50 ' 2278.000 4979.67 4979.69 1.36 4.88 3.37 22.53 .00 .01 21.60 4980.80 48.80 4980.50 2378.000 4979.71 4979.75 1.56 6.85 3.21 20.17 .00 .01 21.00 4980.90 44.60 4980.10 2378.000 4979.71 4979.75 1.56 6.85 3.21 20.17 .00 .01 21.00 4980.90 44.60 4980.10 23B4.000 4979.78 4979.81 1.42 5.23 3.18 20.99 .00 .01 34.60 4981.70 59.40 4979.90 ' 23B4.000 4979.78 4979.82 1.43 531 2.98 20.93 47.00 12.00 32.76 4982.29 59.40 4979.90 ),2449.000 4979.81 4979.85 1.56 6.61 3.31 19.57 .00 .01 22.50 4981.40 47.20 4981.50 2449.000 4979.81 4979.86 1.76 9.66 2.51 19.56 34.85 12.00 22.50 4981.40 47.20 4981.50 2517.000 4979.86 4979.89 1.38 4.98 3.16 22.09 .00 .01 23.80 4980.90 51.00 4981.50 * 2517.000 4979.87 4979.95 2.28 20.30 2.05 18.12 37.40 12.00 23.80 4980.90 51.00 4981.50 4979.91 4979.93 1.16 3.47 3.01 26.11 .00 .01 9.90 4980.20 39.70 4981.20 '2600.000 * 2600.000 4980.06 4980.20 3.05 47.85 1.59 16.78 24.80 12.00 9.90 4980.20 39.70 4981.20 * 2643.000 4979.79 4980.31 5.77 268.51 1.19 11.89 .00 .01 13.60 4980.10 32.20 4981.50 '2643.000 1 4980.27 4980.44 3.W 65.11 1.48 18.11 22.90 12.00 13.60 4980.10 32.94 4981.49 01APR93 16:28:40 PAGE 25 ' SECNO CYSEL EG VCH 10*KS DEPTH TOPNID CLSTA BY STCHL XLBEL STCHR RBEL * 2683.000 4980.65 4980.91 4.10 96.15 1.55 12.04 .00 .01 9.20 4981.00 35.40 4981.30 * 2683.010 4980.47 4980,81 4.67 142.83 1.37 11.95 .00 .01 9.20 4981.00 35.40 4981.30 ' 2687.000 4980.71 4980.95 3.91 82.66 1.61 12.42 .00 .01 9.20 4981.00 35.40 4981.30 * 2687.000 4980.70 4980.84 3.03 47.04 1.60 16.86 22.30 12.00 9.20 4981.00 35.40 4981.30 * 2894.000 4981.65 4981.72 2.07 20.46 3.45 21.82 .00 .01 18.60 4982.40 45.60 4982.40 * 2894.000 4981.30 4981.37 2.08 15.56 2.20 18.60 32.10 12.00 18.60 4982.40 45.60 4982.40 * 2898.000 4981.26 4981.73 5.60 60.54 2.86 5.58 .00 .01 25.80 4978.40 30.30 4978.70 2898,010 4980,49 4981,43 7.87 186.20 2.09 5.28 .00 .01 25.80 4978.40 30.30 4978.70 '* * 2909.000 4981.72 4981.76 1.61 7.79 2.92 21.80 .00 .01 20.90 4981.60 43.20 4982.20 * 2909.000 4981.42 4981.46 1.40 5.01 3.02 21.07 32.05 12.00 20.90 4981.60 43.85 4982.27 3025.000 4981.80 4981.84 1.65 6.78 3.60 19.93 .00 .01 17.70 4980.50 34.60 4982.30 ' 3025.000 4981.48 4981.51 1.35 4.81 3.08 20.67 26.15 12.00 12.43 4983.55 34.60 4980.03 1 01APR93 16:28:40 PAGE 26 MAIL CREEK DITCH ' SUMMARY PRINTOUT TABLE 150 SECNO XLCH ELTRD ELLC ELM1N 0 CNSEL CRINS EG 10*KS VCH AREA .01K 1.000 .00 .00 .00 4975.60 70.00 4978.00 .00 4978.C8 18.23 2.23 31.42 16.39 1.000 .00 .00 .00 4975.60 70.00 4978.00 .00 4978.08 18.23 2.23 31.42 16.39 25.000 25.00 .00 .00 4975.50 70.00 4978.05 .00 4978.12 .16.92 2.17 32.27 17.02 1 25.000 25.00 .00 .00 4975.50 70.00 4978.05 - .00 4978.12 16.92 2.17 32.27 17.02 I S-d/gr I 0 11 1 C 50.000 25.00 .00 .00 4975.40 70.00 4978.08 .00 4978.17 19.17 2.33 30.10 15.99 50.000 25.00 .00 .00 4975.40 70.00 4978.08 .00 4978.17 19.17 2.33 30.10 15.99 75.000 25.00 .00 .00 4975.40 70.00 4978.12 .00 4978.22 21.78 2.48 28.20 15.00 75.000 25.00 .00 .00 4975.40 70.00 4978.12 .00 4978.22 21.78 2.48 28.20 15.00 117.000 42.00 .00 .00 4975.30 70.00 4978.22 .00 4978.29 14.12 2.10 33.33 18.63 117.000 42.00 .00 .00 4975.30 70.00 4978.22 .00 4978.29 14.12 2.10 33.33 18.63 417.000 300.00 .00 .00 4975.60 70.00 4978.56 .00 4978.61 8.36 1.73 40.44 24.21 417.000 300.00 .00 .00 4975.60 70.00 4978.56 .00 4978.61 8.36 1.73 40.44 24.21 702.000 285.00 .00 .00 4975.40 70.00 4978.80 .00 4978.84 7.93 1.68 41.66 24.86 702.000 285.00 .00 .00 4975.40 70.00 4978.80 .00 4978.84 7.93 1.68 41.66 24.86 807.000 105.00 .00 .00 4975.50 70.00 4978.88 .00 4978.92 6.33 1.52 46.07 27.83 807.000 105.00 .00 .00 4975.50 70.00 4978.88 .00 4978.92 6.33 1.52 46.07 27.83 849.000 42.00 .00 .00 4975.80 70.00 4978.91 .00 4978.94 4.78 1.34 52.06 32.02 849.000 42.00 .00 .00 4975.80 70.00 4978.91 .00 4978.94 4.78 1.34 52.06 32.02 890.000 41.00 .00 .00 4975.90 70.00 4978.93 .00 4978.96 6.26 1.47 47.49 27.99 890.000 41.00 .00 .00 4975.90 70.00 4978.93 .00 4978.96 6.26 1.47 47.49 27.99 1085.000 195.00 .00 .00 4975.80 70.00 4979.04 .00 4979.07 5.27 1.45 48.34 30.48 1085.000 195.00 .00 .00 4975.80 70.00 4979.04 .00 4979.07 5.27 1.45 48.34 30.48 1128.000 43.00 .00 .00 4975.80 70..00 4979.06 .00 4979.10 6.79 1.55 45.09 26.86 1128.000 43.00 .00 .00 4975.80 70.00 4979.06 .00 4979.10 6.79 1.55 45.09 26.86 1118.000 60.00 .00 .00 4976.00 70.00 4979.10 .00 4979.15 8.52 1.77 39.58 23.99 1118.000 60.00 .00 .00 4976.00 70.00 4979.10 .00 4979.15 8.52 1.77 39.58 23.99 1276.000 88.00 .00 .00 4976.00 70.00 4979.17 .00 4979.20 4.27 1.33 52.79 33.87 1276.000 88.00 .00 .00 4976.00 70.00 4979.17 .00 4979.20 4.27 1.33 52.79 33.87 1451.000 175.00 .00 .00 4976.00 70.00 4979.24 .00 4979.27 4.39 1.39 50.54 33.42 1451.000 175.00 .00 .00 4976.00 70.00 4979.24 .00 4979.27 4.39 1.39 50.54 33.42 1648.000 197.00 .00 .00 4975.80 70.00 4979.33 .00 4979.36 4.40 1.33 52.57 33.36 1648.000 197.00 .00 .00 4975.80 70.00 4979.33 .00 4979.36 4.40 1.33 52.57 33.36 01APR93 16:28:40 PAGE 27 SECNO XLCH ELTRD ELLC ELMIN 0 CNSEL CRIYS EG 10"KS VCH AREA .01K 1744.000 126.00 .00 .00 4975.80 70.00 4979.39 .00 4979.42 4.64 1.35 51.69 32.49 1744.000 126.00 .00 .00 4975.80 70.00 4979.39 .00 4979.42 4.64 1.35 51.69 32.49 1878.000 104.00 .00 .00 4976.10 70.00 4979.44 .00 4979.46 4.38 1.29 54.28 33.44 1878.000 104.00 .00 .00 4976.10 70.00 4979.44 .00 4979.46 4.38 1.29 54.28 33.44 1976.000 98.00 .00 .00 4976.30 70.00 4979.48 .00 4979.51 5.36 1.40 50.08 30.23 1976.000 98.00 .00 .00 4976.30 70.00 4979.48 .00 4979.51 5.36 1.40 50.08 30.23 2076.000 100.00 .00 .00 4976.40 70.00 4979.53 .00 4979.57 7.22 1.62 43.15 26.05 2076.000 100.00 .00 .00 4976.40 70.00 4979.53 .00 4979.57 7.22 1.62 43.15 26.05 2176.000 100.00 .00 .00 4976.10 70.00 4979.60 .00 4979.64 6.16 1.49 46.84 28.22 2176.000 100.00 .00 .00 4976.10 70.00 4979.60 .00 4979.64 6.16 1.49 46.84 28.22 2278.000 102.00 .00 .00 4976.30 70.00 4979.67 .00 4979.69 4.88 1.36 51.42 31.68 2278.000 102.00 .00 .00 4976.30 70.00 4979.67 .00 4979.69 4.88 1.36 51.42 31.68 2378.000 100.00 .00 .00 4976.50 70.00 4979.71 .00 4979.75 6.85 1.56 44.95 26.74 2378.000 100.00 .00 .00 4976.50 70.00 4979.71 .00 4979.75 6.85 1.56 44.95 26.74 2384.000 106.00 .00 .00 4976.60 70.00 4979.78 .00 4979.81 5.23 1.42 49.44 30.62 2384.000 106.00 .00 .00 4976.80 70.00 4979.78 .00 4979.82 5.31 1.43 49.01 30.39 L 2449.000 65.00 .00 .00 4976.50 70.00 4979.81 .00 4979.85 6.61 1.56 44.77 27.23 2449.000 65.00 .00 .00 4977.30 70.00 4979.81 .00 4979.86 9.66 1.76 39.74 22.53 '2517.000 68.00 .00 .00 4976.70 70.00 4979.86 .00 4979.89 4.98 1.38 50.87 31.35 * 2517.000 68.00 .00 .00 4977.82 70.00 4979.87 .00 4979.95 20.30 2.28 30.73 15.54 2600.000 83.00 .00 .00 4976.90 70.00 4979.91 .00 4979.93 3.47 1.16 60.59 37.56 ' * 2600.000 83.00 .00 .00 4978.46 70.00 4980.06 .00 4980.20 47.85 3.05 22.95 10.12 * 2643.000 43.00 .00 .00 4978.60 70.00 4979.79 4979.79 4980.31 268.51 5.77 12.14 4.27 2643.000 43.00 .00 .00 4978.79 70.00 4980.27 .00 4980.44 65.11 3.30 21.26 8.68 '• 2683.000 40.00 .00 .00 4979.10 70.00 4980.65 .00 4980.91 96.15 4.10 17.05 7.14 • 2683.000 40.00 .00 .00 4979.10 70.00 4980.47 .00 4980.81 142.83 4.67 14.99 5.86 2687.000 4.00 .00 .00 4979.10 70.00 4980.71 .00 4980.95 82.66 3.91 17.92 7.70 2687.000 4.00 .00 .00 4979.10 70.00 4980.70 .00 4980.84 47.04 3.03 23.08 10.21 '* * 2894.000 211.00 .00 .00 4978.20 70.00 4981.65 .00 4981.72 20.46 2.07 33.75 15.48 * 2894.000, 211.00 .00 .00 4979.10 70.00 4981.30 .00 4981.37 15.56 2.08 33.67 17.74 * 2898.000 6.00 .00 .00 4978.40 70.00 4981.26 .00 4981.73 60.54 5.60 13.65 9.00 * 2898.000 6.00 .00 .00 4978.40 70.00 ' 4980.49 4980.49 4981.43 186.20 7.87 9.49 5.13 * 2909.000 15.00 .00 .00 4978.80 70.00 4981.72 .00 4981.76 7.79 1.61 43.60 25.08 '* 2909.000 15.00 .00 .00 4978.40 70.00 4981.42 .00 4981.46 5.01 1.40 50.02 31.28 1 OIAPR93 16:28:40 PAGE 28 ' ELMIN 0 CWSEL CRIWS EG 10*KS VCH AREA SECNO XLCH ELTRD ELLC .01K 3025.000 116.00 .00 .00 4978.20 70.00 4981.80 .00 4981.84 6.78 1.65 44.17 26.88 1 3025.000 116.00 .00 .00 4978.40 70.00 4981.48 .00 4981.51 4.81 1.35 51.75 31.91 OIAPR93 16:28:40 PAGE 29 MAIL CREEK DITCH SUMMARY PRINTOUT TABLE 150 ' SECNO 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 1.000 70.00 4978,00 .00 .00 .00 16.89 .00 ' 1.000 70.00 4978.00 .00 .00 .00 16.89 .00 25.000 70.00 4978.05 .00 .05 .00 17.21 25.00 25.000 70.00 4978.05 .00 .05 .00 17.21 25.00 ' 50.000 70.00 4978.08 .00 .03 .00 15.34 25.00 50.000 70.00 4978.08 .00 .03 .00 15.34 25.00 75.000 70.00 4978.12 .00 .04 .00 14.14 25.00 ' 75.000 70.00 4978.12 .00 .04 .00 14.14 25.00 117.000 70.00 4978.22 .00 .10 .00 15.81 42.00 117.000 70.00 4978.22 .00 .10 .00 15.81 42.00 ' 417.000 70.00 4978.56 .00 .34 .00 17.28 300.00 417.000 70.00 4978.56 .00 .34 .00 17.28 300.00 702.000 70.00 4978,80 AD .23 .00 18.28 285.00 ' 702.000 70.00 4978.80 .00 .23 .00 18.28 285.00 807.000 70.00 4978.88 .00 .08 .00 20.62 105.00 807.000 70.00 4978.88 .00 .08 .00 20.62 105.00 r 54165 I 1 849.000 70.00 4978.91 .00 .03 .00 22.30 42.00 849.000 70.00 4978.91 .00 .03 .00 22.30 42.00 890.000 70.00 4978.93 .00 .02 .00 22.37 41.00 890.000 70.00 4978.93 .00 .02 .00 22.37 41.00 1085.000 70.00 4979.04 .00 .11 .00 19.85 195.00 1085.000 70.00 4979.04 .00 .11 .00 19.85 195.00 1128.000 70.00 4979.06 .00 .02 .00 20.69 43.00 1128.000 70.00 4979.06 .00 .02 .00 20.69 43.00 1118.000 70.00 4979.10 .00 .03 .00 16.57 60.00 1118.000 70.00 4979.10 .00 .03 .00 16.57 60.00. 1276.000 70.00 4979.17 .00 .07 .00 21.22 88.00 1276.000 70.00 4979.17 .00 .07 .00 21.22 88.00 1451.000 70:00 4979.24 .00 .07 .00 20.03 175.00 1451.000 70.00 4979.24 .00 .07 .00 20.03 175.00 1648.000 70.00 4979.33 .00 .09 .00 21.74 197.00 1648.000 70.00 4979.33 .00 .09 .00 21.74 197.00 01APR93 SECNO ' 1744.000 1744.000 1878.000 1878.000 ' 1976.000 1976.000 2076.000 2076.000 2176.000 2176.000 ' 2278.000 2278.000 2378.000 2378.000 2384.000 2384.000 ' 2449.000 2449.000 '2517.000 * 2517.000 2600.000 * 2600.000 ' * 2643.000 2643.000 '* 2683.000 * 2683.000 2687.000 * 2687.000 16:28:40 0 CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 70.00 4979.39 .00 .06 .00 21.89 126.00 70.00 4979.39 .00 .06 .00 21.89 126.00 70.00 4979.44 .00 .05 .00 23.94 104.00 70.00 4979.44 .00 .05 .00 23.94 104.00 70.00 4979.48 .00 .D4 .00 22.63 98.00 70.00 4979.48 .00 .04 .00 22.63 98.00 70.00 4979.53 .00 .05 .00 19.07 100.00 70.00 4979.53 .00 .05 .00 19.07 100.00 70.00 4979.60 .00 .07 .00 20.98 100.00 70.00 4979.60 .00 .07 .00 20.98 100.00 70.00 4979.67 .00 .06 .00 22.53 102.00 70.00 4979.67 .00 .06 .00 22.53 102.00 70.00 4979.71 .00 .05 .00 20.17 100.00 70.00 4979.71 .00 .05 .00 20.17 100.00 70.00 4979.78 .00 .07 .00 20.99 106.00 70.00 4979.78 .00 .07 .00 20.93 106.00 70.00 4979.81 .00 .03 .00 19.57 65.00 70.00 4979.81 .00 .03 .00 19.56 65.00 70.00 4979.86 .00 .05 .00 22.09 68.00 70.00 4979.87 .01 .06 .00 18.12 68.00 70.00 4979.91 .00 .04 .00 26.11 83.00 70.00 4980.06 .15 .18 .00 16.78 83.00 70.00 4979.79 .001 -.11 .00 11.89 43.00 70.00 4980.27 48 .21 .00 18.11 43.00 70.00 4980.65 .00 .86 .00 12.04 40.00 70.00 4980.47 -.18 .20 .00 11.95 40.00 70.00 4980.71 .00 .06 .00 12.42 4.00 70.00 4980.70 -.01 .23 .00 16.86 4.00 PAGE 30 1 * 2894.000 70.00 4981.65 .00 .94 .00 21.82 211.00 * 2894.000 70.00 4981.30 -.35 .60 .00 18.60 211.00 * 2898.000 70.00 4981.26 .00 -.39 .00 5.58 6.00 * 1 2898.000 70.00 4980.49 -.77 -.81 .00 5.28 6.00 * 2909.000 70.00 4981.72 .00 .46 .00 21.80 15.00 * 2909.000 70.00 4981.42 -.30 .94 .00 21.07 15.00 I1 01APR93 16:28:40 PAGE 31 1 SECNO C CWSEL DIFWSP DIFWSX DIFKWS TOPWID XLCH 3025.000 70.00 4981.80 .00 .08 .00 19.93 116.00 3025.000 70.00 4981.48 -.32 .06 .00 20.67 116.00 I1 01APR93 16:28:40 PAGE 32 i SUMMARY OF ERRORS AND SPECIAL NOTES 1 WARNING SECNO= 1276.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 1276.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2517.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 WARNING SECNO= 2600.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 2643.000 PROFILE= 1 CRITICAL DEPTH ASSUMED 1 CAUTION SECNO= 2643.000 PROFILE= 1 PROBABLE MINIMUM SPECIFIC ENERGY CAUTION SECNO= 2643.000 PROFILE= 1 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 2683.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 26113,0110 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 WARNING SECNO= 2687.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2894.000 PROFILE= 1. CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE 1 WARNING SECNO= 2894.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2898.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE CAUTION SECNO= 2898.000 PROFILE= 2 CRITICAL DEPTH ASSUMED CAUTION SECNO= 2898.001 PROFILE= 2 PROBABLE MINIMUM SPECIFIC ENERGY 1 CAUTION SECNO= 2898.000 PROFILE= 2 20 TRIALS ATTEMPTED TO BALANCE WSEL WARNING SECNO= 2909.000 PROFILE= 1 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE WARNING SECNO= 2909.000 PROFILE= 2 CONVEYANCE CHANGE OUTSIDE ACCEPTABLE RANGE i 1 t 1 I 1 1 1 7 DETENTION POND 5Y I 1 ------------------------------------------------- ----------------------------- DETENTION POND SIZING BY FAA METHOD DEVELOPED BY JAMES C.Y. GUO, PHD, P.E. DEPARTMENT OF CIVIL ENGINEERING UNIVERSITY OF COLORADO AT DENVER ____=------------------------------------------------------------------------ EXECUTED ON 10-07-1993 AT TIME 09:20:10 PROJECT TITLE: CASTLE RIDGE AT MIRAMONT **** DRAINAGE BASIN DESCRIPTION BASIN ID NUMBER = 1.00 BASIN AREA (acre)= 6.85 RUNOFF COEF = 0.55 ***** DESIGN RAINFALL STATISTICS DESIGN RETURN PERIOD (YEARS) = 100.00 INTENSITY(IN/HR)-DURATION(MIN) TABLE IS GIVEN f`'I o. i Crete Lo. r�l � ra:�-e.1 �o DURATION 5 10 20 30 40 50 60 80 100 120 150 180 1 S�� r� �`S SO {- 11(\ c INTENSITY 9.0 7.3 5.2 4.2 3.5 3.0 2.6 2.1 1.7 1.5 1.2 1.0tbuoc, o" O �1 - t L ***** POND OUTFLOW CHARACTERISTICS: ul �O-Lpl01. MAXIMUM ALLOWABLE RELEASE RATE = 16.3 CFS �� V k�eD--r f V i 5ti v,k c" OUTFLOW ADJUSTMENT FACTOR = .8 AVERAGE RELEASE RATE = 13.04 CFS AVERAGE RELEASE RATE = MAXIMUM RELEASE RATE * ADJUSTMENT FACTOR. ' ***** COMPUTATION OF POND SIZE RAINFALL RAINFALL INFLOW OUTFLOW REQUIRED DURATION INTENSITY VOLUME VOLUME STORAGE ' MINUTE INCH/HR ACRE -FT ACRE -FT ACRE -FT --- 0.00 ----------------- 0.00 0.00 --------- 0.00 -------- 0.00 5.00 9.00 0.24 0.09 0.15 ' 10.00 7.30 0.38 0.18 0.20 15.00 6.25 0.49 0.27 0.22 20.00 5.20 0.54 0.36 0.18 25.00 4.70 0.61 0.45 0.17 30.00 4.20 0.66 0.54 0.12 35.00 3.85 0.71 0.63 0.08 40.00 3.50 0.73 0.72 0.01 45.00 3.25 0.77 0.81 0.00 ' THE REQUIRED POND SIZE=..2211384.. ACRE-FT-.�. h 0 0 `� k�' � THE RAINFALL DURATION FOR THE ABOVE POND STORAGE= 15 MINUTES (/ ' ***** GEOMETRIES OF ----- ----------- ------' AN EQUIVALENT CIRCULAR ---------- _-------- POND _••--•----- STAGE CONTOUR CONTOUR POND POND (DEPTH) DIAMETER AREA SIDE SLP STORAGE . ' FEET FEET ACRE FT/FT ACRE -FT ----------------------------'•---------------'.-•''•- 0.00 52.66 0.05 4.00 0.00 0.50 56.66 0.06 4.00 0.03 ' 1.00 60.66 0.07 4.00 0.06 1 1 1 1 i 1 1 1 1 1 1 i 1 1 1 1 1 1 I 1.50 64.66 0.08 4.00 0.09 2.00 68.66 0.08 4.00 0.13 2.50 72.66 0.10 4.00 0.18 3.00 76.66 0.11 4.00 0.23 3.50 ---------------------------------------------------- 80.66 0.12 4.00 0.28 �s D l�7- Z O' l' Z Z. o c, 6 (�/ No Text 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 Path: H:\USER\TJB070 File: WEIR .OUT 1,085 .a.. 6-02-93 3:02:46 pm RBD INC. ENGINEERING CONSULTANTS WEIR SECTION FLOW DATA WEIR COEF. 3.000 STA ELEV 0.0 49.00 4.0 48.00 24.0 48.00 28.0 49.00 4 3/ Page 1 �� U �G LAJ C� ELEVATION DISCHARGE (feet) --------- (cfs) --------- 48.00 0.0 48.10 1.9 48.20 5.5 48.30 10.3 48.40 16.0 48.50 48.60 30.3 48.70 38.6 48.80 47.8 48.90 57.7 49.00 68.5 I I I I I I EROSION CONTROL n I 1 1 RAINFALL PERFORMANCE STANDARD EVALUATION PROJECT: Cc,_s+Ie— ;, -+ P'1i i-a-611. - ei��t STANDARD FORM A COMPLETED BY: T-s-5 2-W• S64-6oA DATE: 5-Z7-93 DEVELOPED SUBBA§IN ERODIBILITY ZONE Asb (ac) Lsb (ft) Ssb M Lb (feet) Sb M PS (�) at V . � r�o�.��� 1.91• gpo p, s . . 3 M od e- (6o 4 1 D 4,4 (�1ode_raAe- 1,66 386 31Z 7 Nl mac- � p, % 576 3.7 8 Made-(-,+ z,o� ��0 4.5 9 M B ai e4-o..te- rL�. l �oO A. 7 63. 3 1,91 eqoo 4 I, 77(G9c7) 4- 1.1,(41o) 4- I,L%4(3 +3itrZ ) 4-4.Iq l-13 S 1,91� 5�-f' �,77/I'G�._ �,GG�d,4' -�- I,00(3'Z -><'�.��3,0� �1.191z•9�-1- ,67�3.7�-i .0 /�4,5�l 33 T61c 8-A MARCH 1991 B•14 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: G� ��/d�� a-{- M i raa�f STANDARD FORM B COMPLETED BY: TsP., SSA--B 64- DATE: Erosion Control C-Factor P-Factor Method Value Value CoaLlent l�Da.�S Gwr D. O i • o,.v LphS ru..c_%� Czro,.•v�l T�l�'-��lteJ-S �, v0 p.80 fs✓a y o �r-- strop ��.� ��� T,..,p , s�ec1 Q', � io 1, D p 5e�i tv` aid- ga.s i, r.. J• D D � .56 Stra.uJ bo,..l� ba,,rr(er-s (,60. B,BO EstablisL.� no�ive r�ss U•4ZS /,OD MAJOR PS SUB AREA BASIN () BASIN (Ac) CALCULATIONS $3..3 /z/7,8 4,7'8 flistµrb� g'�"�0`d-3,3 ° PPI� t,1P, Se �oxl'ss� Do-f �1Elr IvetG= �33�D�x►.D � .� 4.78 = 0. 35 Nam. P= 3,4,5,E 7. 1`j Basiv� 3 I,�loa�. —grovel iv.l ;If ,.. • l 3� �. is�'u-r�ed,apPt`j—I-e.•.Q. See. U.9f _, 3a5 i 4 I el) D 0-1— _. rav el i 0" ��v t�e_r (Q,Z&rm� • o. 7z�. ��s-t-�•-b�, �P�� �e�. sue. �� �.wl $asih (0 4,I`(ac �i5�ut�er�� o.(��'l`,�-{-��n�p• Sct4 i vl�_ I-) MARCH 1991 8.1s DESIGN CRITERIA EFFECTIVE14ESS CALCULATIONS ; 455 PROJECT: a, a FiLg STANDARD FORM B COMPLETED BY: 04 -BB4_ DATE: Erosion.Control' C-Factor P-Factor Method Value Value Comment MAJOR PS SUB AREA BASIN BASIN (Ac) CALCULATIONS z3 8.-77, �o��[.c�i.o� + d.z$(1,0)(I.e) 4,s 30e- Nit P Bc�si � 3 l•3�(l•b�GSD��,B6�-{-,34(gD)�g��_ d.�4 (ja Sl v� 4 4- 4,35(4,79� . �. f p � .�(l,�G�-t D.GQ�►,00)� d.8o(Q.S� ,.80(4: 97 I—<<toe76)> MARCH 1991 E•15 DESIGN CRITERIA aK, CONSTRUCTION SEQUENCE/gs PROJECT: Ga-5+���G 1«�-per STANDARD FORH C ' J SEQUENCE FOR 199 ONLY COMPLETED BY: ��[� DATE: ' Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may reovire submitting a new schedule for ' approval by the City Engineer. �93 94 YEAR M01;Tii S I 0 I N I D S I I M I A I M I I I OVERLOT GRADING ' WIND EROSION CONTROL Soil Roughening Perimeter Barrier Additional Barriers ' Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL ' :TRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers ' SiltFenceBarriers Sand Bags Aare Soil Preparation Contour Furrows Terracing Asphalt/Ccncrete Paving ' Other VEGETATIVE: ' Permanent Seed Planting Y.ulchino/Seala nt Temporary Seed Planting ' Sod Installation Nettings/Hats/Blankets Other STRUCTURES: INSTALLED BY MAINTAINED BY ' VEGETATION/MULCHING CONTRACTOR ' DATE SUBMITTED APPROVED BY CITY OF FORT COLLINS ON MARCH 1991 8.76 DESIGN CRITERIA 1 % 718s E 1 .1 1 1 CHARTS, FIGURES, AND TABLES 1 1 1 1 i 1 I 1 1 i 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL 30 I— 20 Z w U cc W a 10 K- w a 0 5. N W m 3 0 U 2 cc F- 3 1 5 .1 RUNOFF 7 I ■■■■■nIII�A OrMr/IIwM =■■■■1111//�0//1111IM MEN FAFA ,,,, 111,ANN ����II�I�■■III �������■■� MONISM NOMINEE .2 .3 .5 1 2 3 5 10 20 VELOCITY IN FEET PER SECOND FIGURE 3-2. ESTIMATE OF AVERAGE FLOW VELOCITY FOR USE WITH THE RATIONAL FORMULA. *MOST FREQUENTLY OCCURRING "UNDEVELOPED" LAND SURFACES IN THE DENVER REGION. REFERENCE: "Urban Hydrology For Small Watersheds" Technical Release No. 55, USDA. SCS Jan. 1975. 5-1-84 URBAN DRAINAGE & FLOOD CONTROL DISTRICT DRCOG No Text 1.0 12 5 1 11 10 4 .9 8 10 3 8 6 w 9 0 4 7 i� w 1 8 a 3 Z 1.5 t ' 6 to PO b W 2 0 7 \ey 0 z 1.0 1 / — -- 5 P e, Part 0 J I'0 �, I �5/$t Z 9 -.8- _ _ _ w 5.5 0 - — o .8 t- to `+ .6 W w U U. x z o .7 U .4 z z .4 F ' ? 4.5 _ 0 3 6 Z W t' W 2 `- 4 0 0 .5 z x .2 z � z w '3 3.5 w w 4 ' _ 0 J .1 W WoU. W o .25 3 0 0 ..08 � 1 o .06 3 _ w z_ _ x .04 0: 2.5 w w .25 2 °' .03 F- a ' a .02 0 2 a 2 a x a ' 15 .01 0 .15 L 4- 0 0 '. --- -- - -- -- 4,0 a 1.5 0: t0 = 2h .10 I 1.2 ' Figure 5-2 NOMOGRP!AH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" ' = Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA 15A ss CHART 2 ISO 10000 168 —81000 EXAMPLE (1) (2) (3) 156 -6,000 D-42 Inches (3.5 fast) — — - 6. 6. 144 —5,000 0.120 cts —5. L 132 4,000 h—w IS mw D fast 76. —5. - 3,000 � 5.. __ -.4.!.... - -- —4. 2.1 7.4 108 2 2,000 (3) 2.2 7.7 00 In feet 3. 96 1,000 1 3. C 800 84 C 600 C 500 5 14 to 72 C 400 300 LE —1.5 In kz X —60 U- a 20 .200 w z w 54 4 8 I 1 01 — Do -J CD 0: '80 n 0 42 0 60 - 1 z IL w —1.0 —1.0 U- 0 In 50 HW 40 E T RANGE C 0 r E SCALE D TYPE cc 1.0 —.9 - w 36 — `� - 3 '�/30 "I $400re $do$ with 3: —.9 33 hoodwall .9. 2 vet (2) Gloove and with w —.6 —30 Neadvall x —.8 —27 I (3) Groove and greJecflftp 10 8 =.T A 24 —.T 6 To use scale (2) or (3) project 21 2 .:-.5 horizontally to scale (1), theft 4 use straight Inclined lifts through 0 and 0 scales, or reverse as —.6 Illustrated. 6—.6 IS 1.0 .5 HEADWATER DEPTH FOR CONCRETE PIPE CULVERTS HEADWATER SCALES 2a3 REVISED MAY *64 WITH INLET CONTROL DUA16AU F PUBLIC R0403JAK 1963 5722 ko 5 2000 n z 1000 a F 800 120 108 600 500 96 400 84 S00 72 66 200 ': 60 54 ' v Z = 48as u 100 ? 42 W / 47 BOLO _ a p 36' H 60 Or 33 W O SO W 30 40 a 0 2 30 24 21 2 18 10 15 BUREAU OF VV6LC ROADS JAN. 1963 7 �5 CHART 9�l Her Slope So—. = SUBMERGED OUTLET CULVERT FLOWING FULL .S j N W . N. ho—LSo for oullot ore.n hdl oubmorard• m pulo MW by '6 method, desClibld in ON dosidn proadun f 8 1.0 LU U. 1-01 LIL y00 = 4 '00 A00 S A00 y00 6 ao° `k 6 o a 10 5-32 20 HEAD FOR CONCRETE PIPE CULVERTS FLOWING FULL n=0.012 O Cq] W a O 9 O q N ao A CE-4 ❑ LO a U O C% M o o o N g q q q q O c1c1c1C1.000000 . . . . . . . . . . O C<CCMU)L'1NNN d' ggqqaqOMM= O q C1 Gl C� C1 C1 C1 G1 C1 n O O O O <C C C««<CC 4U1 NN M g q q q q p co q q q q q Q co q O r q q a C1 C% C1 C1 C1 C% C1 C1 C% C1 C% C1 M 0 C1 C1 . . . . . . . . . . . . . . . . O C C C C C C< C C C C«<« C< C C N g q q q q q q q q q q p g q q q q q q p O omvin%DQQVrrrrrrrrrrrrggqqqCD . . . . . . . . . . . . . . . . . O CCC««<C<C«C<CCCC V'CCCCCC r1 co c9 q q q cJ q q c9 q q q co g q q q q co co co g q q q co O c3 N cl) -R;r In In In %D Q %D V' % tDrrrrrrrrrrga q . . . . . . . . . . . . . . . . . . . . . . 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O 0%Da0rgHNNMMMInvv Vv v"0 v v n nmm%D%D . . . . . . . . . . . . . . . . 1D M M M C C C< C C C v « C< C C C C C C C C C C C co g q q q q q q q q a q co g 0 q q 0 q 0 0 q q q q q In N In r g m O O H r4 rI N N N N N M M M M M v v v v v Ike . . . . . . . . . . . . . . . . . . . . . . . . . . . �N NMrl) rl) MMvC V'<'C«vNrvCCvvvvIV C-c-;r g q q q q q q co c0 co g q cJ g q a q q co a g q q q q q L:7 - a,n.-iq,-4r,vIll Nkoarrrogggaarnc%cl00000 o ............... ar NNr-3 C1 rI r1 rl C') r) M m M m M M M M M M M M C C V Cv to rJ c0 a a g q a q cJ g q a q q q CO g q q q q q q q q a 0t0Ng0r4NMv140N00t7N000r-Nrr,wwwC%C1 C ri N N Cl r1 r1 r1 r1 M ("1 r1 f1 M r1 r1 r1 r1 M M M M M M M M M g q q q q q q q q q q q p g q q q q q q q q q q a q N rirllnrgOOriNNMMMCCCC<NNNt0%D%Drr M ri N N N N M M M M M M M M M' r1 M M r1 M M M M Mr; MM coCD q co q q co q co g co CO co q q co g q q q q co q q q q 0 M N tD q Cl O H N N M M M« C v C C N In N. N tD tD% 'V . . . . . . . . . . . . . . . . . . . . M O. ar..{r..ir...INNNNNNNNNNNNNNNNNNNNN g 0 a a a q co 0 q W a 0 C p 0 g q a q 0 co 0 q q q a a N nNmNM<NQrr r m 0 q C1 C1 C1 C) m C1000000 . . . . . . . . . . . .. . N C1 0 0 r♦ H r-1 ri ri r-I rI r"4 r-I rl rl rj rl r4 H r-'I ri N N N N N N r co q q q co q q of q Co q CJ c7 g q q q q q q co g q q q 0 C In OM ln%0 q W 000 o r-I H rl H N N N N M M M M MM . . . . . . . . . . N qC1 OO00000 r441;41;41{ ri r♦ ri r{ ri ri r{ 4 A4 r r q co c0 g q q q c0 g q q q q q q q q q q q q q q q N qNq rl-IV Nr r q C%C100 ri r-Ir-I r4 r--lNNN M M M MM . . . . . . . . . . . . . . . . . r{ �qq c;c;c;c;c1c1C1G1000000000000000 r r r r r r r r r r r g w q 0 q q q q q q q q q q q O oriovr- m o0 iNMMC<NInInIn o Q %DrrotD V . . . . . . . . . . . . . . . q. . . . ri <l�rrrrgggqaqc�qqqaqqqqqqaa rrrrrrrrrrrrrrrrrrrrrrrrrr In C10 q rU r qqr r r V' UO In vvMMNN In 0 CrqC1 to . . . . . . . . . . . . . . . . . . . . . . . . . . O ONNNNNNr Nr Nc NNNNNNNNI-{r-Ir-Ir�00 rrrrrrrrrrrrrrrrrrrrrrrrrr H.. 00000000000000000000000000 c7H 00000000000000000000000000 W r-fNM-qN%DrqclriHi ir-Ir4ririHHHNNInmvv0 a h'ARCH 1SS1 8.4 DESIGN CRITERIA 05 7 7/ I Table 83 C-Factors and P-Factors for Evaluating EFF Values. Treatment C-Factor P-Factor BARE SOIL Packed and smooth . ����� . 1.00 1.00 ' Freshlydisked ............................................ ............................ 1.00 O.SO Roughirregular surface........................................................... 1.00 0.10 ,0 SEDIMENT BASIN/TRAP .... " 1 STRAW BALE BARRIER, GRAVEL FILTER, SAND BAG ........................ 1.00 0.80 SILTFENCE BARRIER..................................................................... 1.00 0.50 ASPHALT/CONCRETE PAVEMENT ................................................... 0.01 1.00 ESTABLISHED DRY LAND (NATIVE) GRASS .......................... See Fig. B-A 1.00 SODGRASS................................................................................. 0.01 1.00 TEMPORARY VEGETATION/COVER CROPS 1:1 HYDRAULIC MULCH @ 2 TONS/ACRE........................................... 0.10"1 1.00 SOIL SEALANT....................................................................0.01-0.60"' 1.00 EROSION CONTROL MATS/BLANKETS............................................ 0.10 1.00 GRAVEL MULCH Mulch shall consist of gravel having a diameter of approximately 1 /4" to 1 1 /2" and applied at a rate of at least 135 tons/acre.............. 0.05 1.00 HAY OR STRAW DRY MULCH After planting crass seed, apply mulch at a rate of 2 tons/acre (minimum) and adequately anchor, tack or crimp material into the soil. Slope (°h) 1 to 05..................................................................... ... 0.06 1.00 6 to 10............................................................................. 0.06 1.00 11 to 15............................................................................ 0.07- 1.00 16 to 20.................. .......................................................... 0.11 1.00 21 to 25............................................................................ 0.14 1.00 25 to 33........................................................................ 0.17 1.00 . > 33.......................................................................... 0.20 1.00 NOTE: Use of ot;-,--r C-Factor or P-Factor values rep:.;,ed in whis table must be subs antizted by dccunentition. (1) Must be constructed as the first step in overlot grading. (2) Assumes planting by dates identified in Table 11-4, thus dry or hydraulic mulches are not required. (3) Hydraulic mulches shall be used only between March 15 and May 15 unless irrigated. (4) Value used must be substantiated by documentation. MARCH 1SSI 8.6 DESIGN CRITERIA 1 �7491�s Table 8-3 C-Factors and P-Factors for Evaluating EFF Values (continued from previous page). 1 Treatment C-Factor P-Factor 1 CONTOUR FURROINED SURFACE Must be maintained throughout the construction period, otherwise P-Factor = 1.00. Maximum length refers to the dovrn slope length. Basin Maximum ' Slope Length 1 M (feet) 1 to 2 400..........................................................................1.00 3 to 5 300..........................................................................1.00 6 to 8 200. .1.00 9 to 12 120..........................................................................1.00 13 to 1660.0. .........................................................................1.00 17 to 20 >20 50. 1.00• 1.00 0.60 0.50 0.50 0.60 0.0 0.80 0.90 1 TERRACING Must contain 10-year runoif volumes, without overflowing, as determined by applicable hydrologic methods, othernvise P-Factor = 1.00. 1 1 Basin .............. Slope 1%) 1 to 2 . ............................................................. 3 to 8.................................................................................... 9 to 12.................................................................................... 13 to 16. . 17 to 20.....................................................................................1.00 > 20................................................................................. 1.00 1.06 1.00 1.00 1.00 0.12 0.10 0.14 0.1 0.16 0.18 ' NOTE: Use of other C-Factor or P-Factor t,l�jes reported in this -able must be substantiated by documentcJon. 1 fJ 1 1 1 1 ' MARCH i991 8.7 DESIGN Cn1TERIA I 1 Calculations for Curb Capacities and Velocities 1 Itajor and Kinor Storrs per City of Fort Collins Storm Drainage Design Criteria RESIDENTIAL with drive over curb and cutter Prepared by: P.SD, Inc. '1 0 is for one side of the road only February 28, 1992 V is based on theoretical capacities Area = 2.63 sq.ft. Area = 20.11 sq.ft. 1 Minor Storm • Major Storm Stope Red. . Hincr . Q V . Major . 0 V (X1 :Factor : X . (cfs) (fps) . X (cfs) (fps) 1 : ; 0.40 0.50 86.71 2.74 2.09 696.73 22.03 2.19 0.50 0.65 66.71 3.99 2.33 696.73 : 32.02 2.45 0.60 0.80 66.71 5.37 2.55 696.73 : 43.17 2.68 : 1 0.70 : 0.60 86.71 S.EO 2.76 696.73 : 46.63 2.90 : 0.80 0.60 56.71 :• 6.20 2.95 696.73 49.E5 3.10 : 0.90 0.80 S6.71 6.58 3.13 696.773 g2.68 3.29 : 1 1.00 0.80 86.71 6.94 3.30 696.73 55.74 3.46 : 1.25 0.80 56.71 7.76 3.69 : 696.73 62.32 3.E7 : 1.50 0.80 56.71 8.50 4.04 : 696.73 63.27 : 4.24 . 1 1.75 : 0.80 66.71 9.58 4.36 : 696.73 3.73 : 4.58 : 2.00 : 0.80 56.71 9.81 4.66 : 696.73 78.E3 : 4.90 : 2.2S : 0.78 S6.71 : 10.15 4.95 : 696.73 81.52 : 5.20 : 2.50 : 0.76 55.71 : 10.42 5.21 : 696.73 E3.72 : 5.48 : 1 2.75 : 0.74 S5.71 : 10.64 5.47 : 696.73 E5.50 : 5.75 : 3.00 : 0.72 : 56.71 : 10.E1 5.71 : 696.73 F..S.E9 : 6.00 : 3.25 0.69 : 56.71 : 10.79 c 5.94 : 676.73 55.67 : 6.25 1 MO 0.66 : 86.71 : 1D.71 6.17 : 696.73 E6.03 : 6.48 3.75 0.63 : 86.71 : 10.56 : 6.33 : 696.73 : E5.00 : 6.71 4.00 : 0.60 : 56.71 : 10.41 : 6.59 : 696.73 E3.61 : 6.53 4.25 0.58 : 66.71 : 10.37 : 6.EO : 696.73 : E3.31 : 7.14 1 4.50 0.54 E6.71 : 9.93 : 6.99 : 696.73 : 79.81 : 7.35 4.75 0.52 86.71 . 9.E3 . 7.19 : 696.73 . 78.96 : 7.55 . 5.00 0.49 ES M : 9.50 : 7.37 : 696.73 : 76.34 : 7.7-5 ' 5.25 : 0.46 86.71 : 9.14 : 7.55 : 696.73 : 3.43 : 7.94 5.50 : 0.44 56.71 : 8.9S : 7.73 : 696.73 : 71.E9 : 8.13 5.75 : 0.42 S5.71 : 8.73 : 7.91 : 696.73 : 70.17 : 8.31 1 6.00 : 0.40 E6.71 . 8.50 : 8.03 : 696.73 . 6-3.27 : 8.49 . 1 1 1 1 L'Jr PROJECT CALCULATIONS FOR Ui =Z Engineering Consultants CSECKEDEY Ol.TE SFEET-OF ' '��SID � 7 ) /J..L _- l'J�--�2=Vr GV-� 4�23,bl�TT'cZ y 51�=y✓._.i.r= � i - ------ 7 •��.Z...._S.� Ili �_:_T. �.Z.Z _Cf...l.. �i._._•_�•��I_. ULI..i SiS_v-V:�-i •�.t_�.�.i �1`.. , �.���'.Ti.Cr'_.EiL-�,.ti.L__'�': Y^C ��. C. G--t��'TT•�.-Z-`__/`.__T_1)_ -- 2�UG--�; U ASS: C1� `�.--,GJ =�•.tT. � t��5 � o . of �� i ' -' -- — -- - G—C.I f � PLSEAl _ CF C�.t�SS _CL1�P>=._ .. r" � /�•T- JIuj_n,1�. R.�lV. T7.' 17t' 0>=:.'-C'J.�Z>3 �� .7�1 I. . J� - -- - I o f - ti YE.42 , Z _ 77'_ — —a 7-7 — -- —1 Fi ; — — 1 E _ - - I _ 17I + - 7 o ctr�-_I -1 — - Z'-f_�— f t C 3. ��.7z Engineering Consultants I I I I I I IJ I I I I I I F;;CJECT CALCLIL4-, IONS FCP.(f--4 MADE BY -y -DAT, -E CF. E CK E:) BY DATESHEETor 7---7 7 -7 I 41 zags TORM DRAINAGE DESIGN AND TECHNICAL CRITERIA TABLE 803 MANHOLE AND JUNCTION LOSSES • p�Non � AN Iw ay TIN O• PL Ali •1 1•I.1. USE EQUATION 005 o..•, VI �%s r SECTION °.e SECTION USE EQUATION 001 _ Y J- CASE I L CASE II •�fi INLET ON MAIN LINE Or INLET ON MAIN LINE k= v:ey �rl.inl,i(� �ry /NA;I,[ WITH BRANCH LATERAL ---- -- - --- ` - - �. PLAN 4_- --- ----- °;• USE EQUATION 001 A► • i a� K=l.t.i USE EQUATION 005 SECTION N►. k d � *Zr CASE " IL, w(rif/j�SfC VI INLET OR MANHOLE AT BEGINNING OF LINE o� ECTI N .CASE M CASE 1 I I MANHOL , ON MAIN LINE WITH 9- .BRANCH LATER&_ ;CASE NO. K� 6° �K9q. I 0.05 22 11/2 0.7 II 0.25 .45 0.50 IV 1.25 60 0.35 90 0.25 . No Lateral See Case I ate: NOV 1984. REFERENCE. APWA Special Report No. 49, 1981 Rev: S 3�g5 r) CHART 16 ' 1 3 ' 2 ' I 0 ism NoMEMO c CANNOT EXCEED TOP OF PIPE "■■E■■■■■■■■■■.■■■■ ' 6 S H w 20 30 40 50 60 70 BO 90 100 DISCHARGE-0-CFS B T w F u4 6 w 2 1- S. v W 3 7 0� CANNOT EXCEED TOP OF PIPE 5 EJ W U 2 J Q f. 0 100200 300 400 500 600 700 Soo 900' 1000 u ' DISCHARGE-O-CFS 14 12 to 8 ' 6 I 0C CANNOT EXCEED TOP OF PIPE 1 4' 2000 3000*1 4000 DISCHARGE-O-CFS J BUREAU OF PUSLIC,ROADS;::;; �" JAN.1964 -CRITICAL DE PTH 1 ` 5-39 CIRCULAR.. PIPE 1 1 1 1 1 1 1 DRAINAGE CRITERIA MANUAL 7 m E SIN r Or O 4 O ' Z a X W 6 = Expansion Angle mmmmmmmm 0 1 NJ ON VA A rAA PAN M-0 MEN RIPRAP l .2 .3 A .5 .6 1 .7 .9 TAILWATER DEPTH/ CONDUIT HEIGHT,' Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 9 FLOOD CONTROL DISTRICT DRAINAGE CRITERIA MANUAL 85/$s RIPRAP l 6 = Expansion Angle lmmmmmmmm I� V), OVA, IN m m mmmmml .1 .2 .3 A .5 .6 1 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT,! Yt/D FIGURE 5-9. EXPANSION FACTOR FOR CIRCULAR CONDUITS 11-15-82 URBAN DRAINAGE 6 FLOOD CONTROL DISTRICT i DRAINAGE CRITERIA MANUAL RIPRAP �4C 0 0 u ■ 0 No .or moms■ .� PAAFN No - .nP ■■ ■■ �9PAr ■� .::sus 00 2 A Y �D .6 .8 1.0 t Use Da instead of D whenever flow is supercritical in the barrel. **Use Type L for a distance of 3D downstream. . z.s x FIGURE 5-7.-RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET. 11-15-82 URBAN DRAINAGE a FLOOD CONTROL DISTRICT i m *- 00 c0 �t N rn 00 co d- N rn rn cr) rn O o0 00 00 00 O O O O O O 10 O x — .xo-4aia3 -4ua- u-4snfpV MoUlno A� .t3l � w a : RPWr MARS 1. GR pfWWPYI Y. P�aµty YIWV w 4O"W T•MO W�aW. won ma olnm F M mown WUAWP P H who rawma ww'xw: o ww*wa, WV weoWb� wooMIYN4w Wa rgWnW was owwa p thinIw m eo.r to who a ma ow a to anon, tot InRant-C'. Rowwho' Wolawlit, whothra,r-oel o". wiY:u� ua�tu•Ili]e. vYw CRY Wool , uen:lias no w. so WNr Yp wg W "" er RA y.r rn. Wgav 4 11 low"All p4N Wp wN MR" hows,. Y To YwYrr 1w wWa e, Wmwtw MI wna. I olnm=Ya1. uo Wr MIWII WWOW"p In K qh ogww SWSP'n wr lwww ow 'to - 1 pM w Cho p wlM YWvFo 1~1 Rat wa If W. np. N.. XYwV�ili W W sY niµy YNs�o �wWon I'm .ri..y M �Y WW NIwnSPv9. 14wXe \WISE 4WI. FIO YW we 4 SwYr PI.WiI GM lost wM.rnaWly wWp to f 6K GAP /' w sW D"Ravl WaLAW,CwnW RW(ok OW) 'a Kw PW s)aYYarzn wpwl swWNwl ♦ onto, wo S•amnl oI 6x Chown Cant. Mapr who SwW[w Tµo xY Wwt. a, whows MWp N who Yrw.muW ' 4 of omw •w6t III Jh WY W Y to of Il mx'oW.. It .,II at Cawo yantll w Whol coo ax o m llon wWlw. mahalwwh'te uvaNSA w`ii u:0:bW°w iw:luw.wn. , RM,R..a .. wW 1W„Nr NM Fha W m-YY YYnaq oa Y don. mr wMt, owl on W W W arvn It M msW U• WI w•Wi wnY W W Wh war• wow a wwlrM a YYlSTa AND D wQUI Sia A" III x Y+v+v.YUT rDow all YY a la w tp l"to ww Ww,to RI I WwmwolYYowW Rawo to It Yx Who m Jwwl how p,wWw town who "Who W r NtlMaY lot. IImY W WYao at wN " W hot NMp hpNwor fNtl N wMw4AW N WIYM IMNtWp W 04 WOY. I GIHK Will an Mwon in. rnw`"ta Whold a wal Who Ia�.wIW :n �Y1 W WhI Roh. owa,+n how.. row mow W WmWot LaMplown Y III, ",Who 1t Krp "OWN hotMaa SWn MNw Was w pool Mholl raa NMhoY 1 l 00 M a z so b F4Yo Rbrpa 1 NwunW AM M]KWYWB P. w WWIHnanW W 6 wWiDOW W w awa .. PMM NYNM IMM Nw 9Y fw41Mr WWYS DWN _ a fEK11Mg M4sIQ1E ___ D E7NSIING FINE HYDRANT --owe EMSIMG CONTOUR —•W—� RRDPOSW CQNTWP _.� DIRECTION Of FLQW Gil] QEaifil PCINT to s o t QRAMAQE BASIN BUUNDARY 1T aNUMBER WSW AREA sIBAW RNE CHEW OAM 11 11 PRWQRED STQRM BENfM EROSION CONTROL 11 INLET fiBA1EL fWTER with M.wIII le, pW.W :iiicown o�: "' soollaD Crol p Wait, who to (up ON WWAn "PY'""w'"" ti is W aY ..MY RW tTi 66YnYxxiwrW Y�I io)'wf`•xMwv oll aasiw:' our r a show AIR wpW QW� on ws� who w]A'O0•••tn law NwChad YW a No all Ift Y�-W ]A 14, No Raw Ru No Ift who-wal w so III, ym-yA w MY-Ywp M how w W Ma " wombat •n1"oeol w w +Wonw:wa��oot0WY"OW Who Who 'Romot Wp a.W Mi who �w III W 1. "T .*9 own I�bNW, MF Y Ilon, s a..,Yon how, b r shoo Wwe a WWW w.x.: w] I, wow WhatM 1. on mnnoa Wootuw Woso wx An t.) xu. r w.wq We Rot®r on wqx s whoRaw to all W. At W Who so no anWxI Iox wW, p) m a IIWcoune wholow a.W Yx W . Wm .plot . how •wrvW l=1 �� SCALE 1'=100' EMSMG SIZE HYDROLOGY Tota Di4WrCw Mw - 13.Bo 0Gw RRI 4 'C' - 0.20 DII"W BASIN STATISTICS Brow P ttw Arw - 14.05 YGw Gr Arw tht - 0.41 Not PMttF6 ArWp - 1217 Pprw Not Arw 1La - am 0E141APm sm HYOpaGBY DESIGN POINT BASIN I AREA (w) I -I (cb) (cq) I 1 1.e1 Qn I.0 17 2 2 2) 10.3 3 20 7.5 ♦ 4 L5 31 5 5 1.7 6.5 6 14,S.8 TMet 6.) 21.) 7 1,27 14 12.5 6 1,27.8 ♦.5 16.0 1.z),{,e e.5 n.t TML $NT zv WnE own: wr 0YO•we a wJ/_ no F?M_ holwwbs�rho�wWxW wr•os,M•�a�oiwi14 Iowxa mWWill alol"IYIa Ir Ia IMIY1 I I most � blit .aoot W. wwwwwwo ti nwpw whow aYxlySr�w•� wwr wWYt�' w.rrr EROSION CONTROL NOTES AFTER THE OVERLOT GRADING HAS BEEN COMPLETED. ALL DISTURBED AREAS, NOT IN A ROADWAY, SHALL HAYS A TEMPMMY YEGETATION SEED APPLIED PER THE SPECIFICATIONS GH THIS SHEET. AFTER SEEDWG, A HAY OR STRAW MULCH SHALL BE APPLIED OVER THE SEEM AT A RAZE Q 2 TONS/ACRE, MINIMUM. AND THE MULCH SHALL BE ADEQUATELY ANCHORED, TACNED OR CRIMPEO INTO THE SOIL PER THE METHODS DEBCRIBED CH THIS SHEET. AFTER THE UTILITIES HAVE. BEEN INSTALLED, THE ROADWAY SURFACES SHOULD RECEIVE THE PAVEMENT �� i MW +331h2.00' STRUCTURE. AFTER INSTALLATION OF THE CURB INLETS, THE INLETS SMALL BE FILMREDWITH A COMBINATION CF CONCRETE BLOCKS. 1/2 INCH MRE SCREEN AND 3/4 INCH COURSE GRAVEL, PER THE DETAIL WOO ON THE DETAIL SHEET. SLOPE�20T{ THE STRAW BALE BARRIERS SHQULD BE INSTALLED IN CON,ol1NCPM WIN THE O,wll cM1 OVEHLOT GRADING PROCESS. DMSS LMEO Sol NOTE: SWALE IS TO BE UNED SECTION A'A MN NORTH AMERICM GREEN On 00" CONTROL BLANKET LINED SWALE 6,.-am' 6.+33awl.1Y BECTIO WE To STEEP SLOPES, 4 II\ E IS TO BE LINED WITH YH NCONTROERICAN GREEN C19ET. 90N CONTROL BLANKET. I CLASS a RA IMP _ rA . GABS {'MB6P TYPE 3 WILL �. CALL UTILITY WWMA1 N_12 q� 7w800 922- 91 87 NO G ♦' G low_534-6700 '1 I ao°Wa. I.iuY�n BE Wwl o,t P 12" G RIPR 6 / lot C0.µY5-LAH1 IM YATU pISTBR MVM IWr Gp.Lw 54TATRIM p13fGILT -r Roll UTILITY PLAN APPROVAL RI O.2222 /.C- pWA .. LI. rSETVE-i i) .+ w >w.:.. -yy;._.s.;}rt1u".G*'•7a,C:f'.3+�.#k;•vsxer, a ,x..... j & AM lot BI OVER 2c qY . TOP { 1 4 4 EMS 20 TG1 OVERFLOW WEIR JIM DRAWN—— o[s m ocam %D)w,. Engineering Consultants MG iq SIW Y•bum SYnI 31BC Y Rth A, i K, IN C Rot Sp SrWlge on It S fi3 ARMOWD OAR � �- iM G]Sg LMo10 &b]I pW w. [WWn B]311 w oy GW 61657 Ml / w6R-Ln M1 / wa-ss51 JN / III CASTLE RIDGE AT MIRAMONT P.U.D. FIRST FILING UTILITY PLAN APPROVAL APPROVED: WPYa1a NF±IppMe]ing CHECKED BY: TYiW iWW' Whor Unity qjy CHECKED BY: B4NW UWNY `pN4 CHECKED BY: Pwks a Bw pp CHECI(FD BY: — DRAINAGE AND EROSION CONTROL PLAN I 75 I 4,